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HomeMy WebLinkAbout05 - Master Plan - Water Facility Plan City of Bozeman Water Facility Plan SECTION OUTLINE HEADING SECTION Executive Summary 1 Planning and Service Area 2 Evaluate Condition of Existing Facilities 3 Treatment 3.A Distribution and Storage 3.B Water Supply/Water Rights 3.0 Financial Status 3.1) General Design Requirements for Improvements 4 Treatment 4.A Distribution and Storage 4.B Alternatives Analysis 5 Treatment 5.A Distribution and Storage 5.B Preferred Alternatives 6 Treatment 6.A Distribution and Storage 6.B Implementation 7 1 City of Bozeman Water Facility Plan TABLE OF CONTENTS HEADING SECTION PAGE EXECUTIVE SUMMARY 1 Introduction 1 1 System Description, Needs and Deficiencies 1 1 Water Supply/Water Rights 1 1 Treatment 1 4 Hyalite/Sourdough 1 4 Lyman Creek System 1 5 Distribution and Storage 1 6 Description of Alternatives and Preferred Alternative 1 8 Treatment 1 g Hyalite/Sourdough 1 g Lyman Creek System 1 9 Distribution and Storage. 1 10 Costs to Construct Preferred Alternatives 1 13 Treatment 1 13 Hyalite/Sourdough 1 13 Lyman Creek System 1 14 Distribution and Storage 1 14 Implementation and Scheduling 1 16 Treatment 1 16 Distribution and Storage 1 17 Summary of Preferred Alternatives, Costs and Schedule 1 19 PLANNING AND SERVICE AREA 2 Introduction 2 1 Study Area 2 1 Introduction 2 1 Study Area Boundary Development 2 1 Study Area Description 2 2 Future Study/Service Area Expansion 2 4 Population and Land Use 2 5 Introduction 2 5 Existing Population Conditions 2 5 Existing Land Use Conditions 2 7 Population Projections 2 g Land Use Projections 2 10 2 City of Bozeman Water Facility Plan Planning and Service Area(Cont.) HEADING SECTION PAGE Service Area 2 10 Introduction 2 10 Service Area Delineation 2 11 Population and Land Use Distribution 2 11 Introduction 2 11 Future Study Area Characteristics 2 11 Recommended Distribution Methodology 2 11 References 2 12 EVALUATE CONDITION OF EXISTING FACILITIES 3 Hyalite/Sourdough Water Treatment Plant 3.A 1 History 3.A 1 Analysis of Existing Facilities 3.A 3 Raw Water Facilities 3.A 6 Sourdough Creek Intake and Trans. Main 3.A 6 Hyalite Intake and Trans. Main 3.A 8 Water Treatment Plant Inlet and Tower 3.A 10 Flocculation 3.A 13 10 MGD Flocculation Basins- 1983 3.A 13 5 MGD Flocculation Basins-- 1993 3.A 15 Flocculation Performance 3.A 16 O&M Problems 3.A 17 Filters 3.A 17 Filters#1 through#8- 1983 3.A 17 Backwash Sequence 3.A 21 Filters #9 through#12 3.A 22 Backwash Sequence 3.A 25 Backwash and Surface Wash Pumps 3.A 25 Filtration Performance 3.A 26 O&M Problems 3.A 28 Filter Valve Air Compressor System 3.A 32 Chemical Feed Systems 3.A 32 Ferric Chloride Feed 3.A 32 Cationic Polymer Feed 3.A 33 Filter Aid Polymer Feed 3.A 34 Fluoride Feed 3.A 34 Coagulant Chemistry and Performance 3.A 35 Chemical Feed System Problems 3.A 35 O&M Problems 3.A 39 Corrosion Control(Caustic)Feed 3.A 39 O&M Problems 3.A 40 3 City of Bozeman Water Facility Plan Evaluate Condition of Existing Facilities (Cont.) HEADING SECTION PAGE Disinfection (Chlorination) 3.A 41 O&M Problems 3.A 42 Chlorine Dosage and CT Values 3.A 43 Backwash Water and Solids Handling 3.A 44 Backwash Water Basins 3.A 44 Backwash Surge Basin and Discharge 3.A 45 Sludge Drying Bed and Solids Disposal 3.A 46 Backwash Water and Solids Handling 3.A 46 O&M Problems 3.A 48 Plant Clearwell 3.A 48 Clearwell Compliance with DEQ 1 3.A 50 O&M Problems 3.A 50 Instrumentation and Control 3.A 50 Instrumentation and Control Problems 3.A 55 Regulatory Compliance 3.A 55 Interim Enhanced Surface H2O Treat. Rule 3.A 55 Stage 1 Disinfectants Byproducts Rule 3.A 56 Filter Backwash Rule 3.A 56 Stage 2 Disinfectants Byproducts Rule 3.A 57 Long Term 2 Enhan. Surf.H2O Treat.Rule 3.A 58 Plant Building and Physical Facilities IA 58 Structure 3.A 58 HVAC 3.A 59 Electrical 3.A 60 Roads and Ground 3.A 61 O&M Problems IA 61 Staffing 3.A 62 Financial Status of Facilities 3.A 62 Lyman Creek Water System IA 63 History IA 63 Financial History IA 65 Analysis of Existing Facilities 3.A 65 Spring Collectors 3.A 66 Water Quality 3.A 66 Water Quantity 3.A 66 Upper(Main) Spring Collector 3.A 70 Lower(No. 2) Spring Collector 3.A 70 Flow Monitoring and Controls 3.A 72 O&M Problems 3.A 73 4 City of Bozeman Water Facility Plan Evaluate Condition of Existing Facilities (Cont.) HEADING SECTION PAGE Raw Water Transmission Main 3.A 73 Abandoned Impoundments and Diversions 3.A 75 Upper Diversion 3.A 75 Lower Diversion 3.A 77 Lyman Creek Control Buildings 3.A 78 Process Piping and Valves 3.A 78 Disinfection (Hypochlorination) 3.A 80 Fluoridation 3.A 81 O&M Problems IA 83 Radon Stripping Tower IA 83 Instrumentation and Control 3.A 84 Building and Physical Facilities 3.A 86 Lyman Reservoir 3.A 87 Regulatory Compliance 3.A 89 Surface Water Treatment Rule 3.A 89 Interim Enhanced Surface H2O Treat.Rule 3.A 90 Stage 1 Disinfectants Byproducts Rule 3.A 90 Stage 2 Disinfectants Byproducts Rule 3.A 90 Long Term 2 Enhan. Surf. H2O Treat.Rule 3.A 90 Groundwater Rule 3.A 91 Staffing 3.A 91 Financial Status of Facilities 3.A 92 Water Distribution and Storage 3.B l History IB 1 Analysis of Existing Facilities 3.B 5 Water Demand 3.B 5 'Population 33 5 Water Supply 33 5 Water Use Estimates 33 6 Metered Customer Usage 33 8 Unaccounted Use 33 10 Water Use Distribution 33 15 Summary of Water Demand 33 19 Storage Facilities 33 22 Sourdough Tank 3.13 22 Hilltop Tank 3.B 23 Lyman Reservoir 33 23 Booster Station 33 28 Pressure Reducing Valves 3,B 28 Distribution Facilities 3.B 30 5 City of Bozeman Water Facility Plan Evaluate Condition of Existing Facilities (Cont.) HEADING SECTION PAGE Capacity 3.B 31 Redundancy 3.B 31 Water Meters 33 34 O&M/Staffing 33 34 Water Rights 3.0 1 Water Rights vs. Reliable Yield 3.0 2 Options for Additional Future Water 3.0 15 Source Water Protection 3.0 19 Background 3.0 19 Description 3.0 19 Needed Improvements/Alternatives Analysis 3.0 21 Cost of Recommendations 3.0 25 Groundwater Resources 3.0 26 General Geology of the Gallatin Valley 3.0 26 Geohydrology 3.0 26 Groundwater Quality 3.0 26 Land Use and Groundwater 3.0 27 Well Characteristics 3.0 27 Madison Limestone Aquifer as a Potential Source 3.0 28 Groundwater as a Future Supplemental Water Source 3.0 29 Financial Status of Existing Facilities 3.13 1 General 3.13 1 Water Utility Fiscal Management 3.13 1 Water Enterprise Fund Budget Process 3.13 2 User Rates and Schedules 3.13 2 User Rates and Revenue Categories 3.1) 3 Impact Fees and Cash in Lieu of Water Rights 3.13 5 Annual Operating and Maintenance Costs 3.13 6 Debt Status 3.13 10 Reserve Accounts 3:13 11 Summary 3.13 11 GENERAL DESIGN REQUIREMENTS FOR IMPROVEMENTS 4 Future Water Supply and Treatment Capacity Requirements 4.A 1 General 4.A 1 Future Population Projections 4.A 2 Per Capita Flow and Peaking Requirements 4.A 2 Water Demand Projections 4.A 3 Hyalite/Sourdough Source Treatment Capacity Req. 4.A 4 6 City of Bozeman Water Facility Plan General Design Requirements for Improvements(Cont.) HEADING SECTION PAGE Lyman Creek System Capacity Requirements 4.A 5 Design Criteria for Surface Water Treatment Alternatives 4.A 7 General 4.A 7 Regulatory Requirements 4.A 7 Circular DEQ1 4.A 7 Other MDEQ Standards 4.A 8 Safe Drinking Water Act 4.A 8 Raw Water Quality 4.A 10 Seasonal Variations 4.A 10 General Process Design 4.A 11 Miscellaneous Empirical Criteria 4.A 12 Summary of General Design Criteria 4.A 12 Preliminary Screening of Hyalite/Sourdough Treatment & Disinfection Alternative 4.A 15 Purpose 4.A 15 No Action Alternative 4.A 16 Upgrade Existing Hyalite/Sourdough WTP 4.A 17 Short Term Upgrade of Plant Retaining Existing Process-Alt. 1 4.A 17 20-year Upgrade of Plant Retaining Exist. Process 4.A 19 Adding"Peaking Plant"to Existing WTP Process-Alt. 2A and 2B 4.A 20 New Direct Filtration WTP 4.A 22 New Contact Adsorption Clarification WTP-Alt. 3 4.A 22 New Conventional Sedimentation/Filtration WTP 4.A 23 New Membrane Filtration WTP-Alt.4 4.A 24 Microsand Ballasted Coagulation Process (Kruger Actiflo) 4.A 26 Pressure Filters 4.A 26 Packaged Water Treatment Plants 4.A 27 Disinfection Alternatives 4.A 27 Gas Chlorination 4.A 28 Hypochlorination 4.A 28 Ultraviolet Disinfection 4.A 29 Ozonation 4.A 30 Preliminary Screening of Hyalite/Sourdough Raw Water Storage Facility Alternatives 4.A 31 Background 4.A 31 Preliminary Screening of Alternatives 4.A 33 7 City of Bozeman Water Facility Plan General Design Requirements for Improvements (Cont.) HEADING SECTION PAGE Surge Basin(s) at Existing WTP Site 4.A 33 Expanded Finished Water Storage 4.A 34 Raw Water Storage Reservoir Remote from WTP Site-Alt. 1 4.A 34 No Action-Alt. 2 4.A 35 Summary 4.A 36 Preliminary Screening of Lyman Surface Water Treatment Alternatives 4.A 37 Purpose 4.A 37 Location of Future Treatment Plant for the Lyman Supply 4.A 38 No Action Alternative-Alt. 1 4.A 43 New Direct Filtration WTP 4.A 43 New Contact Adsorption Clarification WTP-Alt.2 4.A 43 New Conventional Filtration WTP 4.A 44 New Membrane Filtration WTP-Alt. 3 4.A 45 Pressure Filters 4.A 47 Capture Additional Groundwater Flow-Alt. 4 4.A 47 Selection of Alternatives for Further Evaluation 4.A 48 Water Distribution and Storage 4.B 1 General 4.B 1 Water Model 4.B 1 Distribution 4.B 8 Storage 4.B 9 ALTERNATIVES ANALYSIS 5 Hyalite/Sourdough Alternative 1 --Short Term Upgrade of Plant Retaining Existing Process S.A 1 Background 5.A 1 Description 5.A 1 Building and Facility Improvements 5.A 3 Treatment Unit Improvements 5.A 3 Chemical Feed System Improvements 5.A 4 Instrumentation and Control Improvements 5.A 6 Pump and Compressor Improvements S.A 7 Backwash Handling Improvements 5.A 7 Operational Requirements 5.A 9 Energy Requirements 5.A 9 Regulatory Compliance and Permits 5.A 9 Land Requirements 5.A 10 8 City of Bozeman Water Facility Plan Alternatives Analysis (Cont.) HEADING SECTION PAGE Environmental Considerations 5.A 10 Constructability 5.A 11 Cost Estimates 5.A 11 Capital Cost Estimate 5.A 11 Annual Cost Estimate 5.A 11 Hyalite/Sourdough Alternative 2A-Add Contact Adsorption Clarification "Peaking Plant"to Existing WTP Process 5.A 14 Background 5.A 14 Description 5.A 14 CAC and Filter Equipment 5.A 16 Chemical Feed Systems 5.A 17 Backwash Water Handling 5.A 18 Supporting Mechanical Equipment 5.A 19 Instrumentation and Control 5.A 19 Building,and Facility Improvements 5.A 20 Operational Requirements 5.A 21 Energy Requirements 5.A 22 Regulatory Compliance and Permits 5.A 22 Land Requirements 5.A 23 Environmental Considerations 5.A 23 Constructability 5.A 24 Cost Estimates 5.A 24 Capital Cost Estimate 5.A 24 Annual Cost Estimate 5.A 24 Hyalite/Sourdough Alternative 2B--Add Membrane Filtration "Peaking Plant"to Existing WTP Process 5.A 26 Background 5.A 26 Description 5.A 27 Membrane Filter Equipment 5.A 29 Chemical Feed Systems 5.A 31 Backwash Water Handling 5.A 32 Supporting Mechanical Equipment 5.A 34 Instrumentation and Control 5.A 34 Building and Facility Improvements 5.A 35 Operational Requirements 5.A 36 Energy Requirements 5.A 37 Regulatory Compliance and Permits 5.A 37 Land Requirements 5.A 38 Environmental Considerations 5.A 38 9 City of Bozeman Water Facility Plan Alternatives Analysis (Cont.) HEADING SECTION PAGE Constructability 5.A 39 Cost Estimates 5.A 39 Capital Cost Estimate 5.A 39 Annual Cost Estimate 5.A 39 Hyalite/Sourdough Alternative 3 -New Contact Adsorption Clarification WTP 5.A 42 Background 5.A 42 Description 5.A 42 Inlet and Screening Facilities 5.A 43 CAC and Filter Equipment 5.A 45 Chemical Feed Systems 5.A 46 Backwash Water Handling 5.A 47 Supporting Mechanical Equipment 5.A 49 Instrumentation and Control 5.A 50 Building and Facility Improvements 5.A 50 Operational Requirements 5.A 52 Energy Requirements 5.A 52 Regulatory Compliance and Permits 5.A 53 Land Requirements 5.A 53 Environmental Considerations 5.A 54 Constructability 5.A 55 Cost Estimates 5.A 55 Capital Cost Estimate 5.A 55 Annual Cost Estimate 5.A 56 Hyalite/Sourdough Alternative 4-New Membrane Filtration WTP 5.A 58 Background 5.A 58 Description 5.A 59 Inlet and Screening Facilities 5.A 59 Membrane Filter Equipment 5.A 61 Chemical Feed Systems 5.A 63 Backwash Water Handling 5.A 64 Supporting Mechanical Equipment 5.A 67 Instrumentation and Control 5.A 67 Building and Facility Improvements 5.A 68 Operational Requirements 5.A 69 Energy Requirements 5.A 70 Regulatory Compliance and Permits 5.A 70 Land Requirements 5.A 71 10 City of Bozeman Water Facility Plan Alternatives Analysis (Cont.) HEADING SECTION PAGE Environmental Considerations 5.A 72 Constructability 5.A 72 Cost Estimates 5.A 73 Capital Cost Estimate 5.A 73 Annual Cost Estimate 5.A 73 Hyalite/Sourdough Evaluation of Disinfection Alternatives 5.A 76 Background 5.A 76 Hypochlorination Disinfection Alternative 5.A 77 Description 5.A 77 Operational Requirements 5.A 78 Energy Requirements 5.A 78 Regulatory Compliance and Permits 5.A 78 Land Requirements 5.A 79 Environmental Considerations 5.A 79 Constructability 5.A 79 Cost Estimates 5.A 80 UV Disinfection Alternative with Subsequent Hypochlorination 5.A 81 Description 5.A 81 Operational Requirements 5.A 82 Energy Requirements 5.A 83 Regulatory Compliance and Permits 5.A 83 Land Requirements 5.A 83 Environmental Considerations 5.A 83 Constructability 5.A 84 Cost Estimates 5.A 84 Lyman Creek Alternative 1 -No Action Alternative 5.A 86 Lyman Creek Alternative 2 -New Contact Adsorption Clarification WTP 5.A 86 Background 5.A 86 Description 5.A 86 Inlet and Screening Facilities 5.A 87 CAC and Filter Equipment 5.A 89 Chemical Feed Systems 5.A 90 Backwash Water Handling 5.A 91 Supporting Mechanical Equipment 5.A 91 Instrumentation and Control 5.A 92 Building and Facility Improvements 5.A 92 11 City of Bozeman Water Facility Plan Alternatives Analysis (Cont.) HEADING SECTION PAGE Operational Requirements 5.A 93 Energy Requirements 5.A 94 Regulatory Compliance and Permits 5.A 94 Land Requirements 5.A 94 Environmental Considerations 5.A 94 Constructability 5.A 95 Cost Estimates 5.A 96 Capital Cost Estimate 5.A 96 Annual Cost Estimate 5.A 96 Lyman Creek Alternative 3-New Membrane Filtration WTP 5.A 98 Background 5.A 98 Description 5.A 98 Inlet and Screening Facilities 5.A 99 Membrane Filter Equipment 5.A 99 Chemical Feed Systems 5.A 103 Backwash Water Handling 5.A 104 Supporting Mechanical Equipment 5.A 104 Instrumentation and Control 5.A 105 Building and Facility Improvements 5.A 105 Operational Requirements 5.A 106 Energy Requirements 5.A 107 Regulatory Compliance and Permits 5.A 107 Land Requirements 5.A 108 Environmental Considerations 5.A 108 Constructability 5.A 108 Cost Estimates 5.A 109 Capital Cost Estimate 5.A 109 Annual Cost Estimate 5.A 109 Lyman Creek Alternative 4-Collect Additional Groundwater Flow 5.A 111 Background 5.A 111 Description 5.A 111 Groundwater Collection System 5.A 112 Inlet Control and Disinfection Building 5.A 113 Operational Requirements 5.A 114 Energy Requirements 5.A 114 Regulatory Compliance and Permits 5.A 114 Land Requirements 5.A 114 Environmental Considerations 5.A 115 12 City of Bozeman Water Facility Plan Alternatives Analysis (Cont.) HEADING SECTION PAGE Constructability 5.A 115 Cost Estimates 5.A 115 Capital Cost Estimate 5.A 115 Annual Cost Estimate 5.A 115 Hyalite/Sourdough Evaluation of Raw Water Storage Facility Alternatives 5.A 117 Background 5.A 117 Raw Water Storage Reservoir Remote from WTP Site-Alt. 1 5.A 117 Description 5.A 117 Operational Requirements 5.A 119 Energy Requirements 5.A 119 Regulatory Compliance and Permits 5.A 120 Land Requirements 5.A 120 Environmental Considerations 5.A 120 Constructability 5.A 121 Cost Estimates 5.A 121 No Action-Alt. 2 5.A 122 Description 5.A 122 Operational Requirements 5.A 122 Energy Requirements 5.A 122 Regulatory Compliance and Permits 5.A 123 Land Requirements 5.A 123 Environmental Considerations 5.A 123 Constructability 5.A 123 Cost Estimates 5.A 123 Selection of Hyalite/Sourdough Preferred Alternatives 5.A 124 WTP Preferred Alternative(s) 5.A 124 Comparative Summary of Alternatives 5.A 124 Selection of a Preferred WTP Alternative 5.A 126 Disinfection Preferred Alternative 5.A 127 Comparative Summary of Alternatives 5.A 127 Selection of a Preferred Disinfection Alternative 5.A 128 Raw Water Storage Facility Preferred Alternative 5.A 129 Selection of a Preferred Raw Water Storage Facility Alternative 5.A 130 Other Required System Improvements 5.A 130 Sourdough Raw Water Intake 5.A 130 13 City of Bozeman Water Facility Plan Alternatives Analysis (Cont.) HEADING SECTION PAGE Selection of Lyman Creek Water System Preferred Alternatives 5.A 133 Lyman Preferred Alternative(s) 5.A 133 Comparative Summary of Alternatives 5.A 133 Selection of a Preferred Lyman Alternative 5.A 136 Water Distribution and Storage 5.B 1 Overview 5.B 1 Water Main Improvements to Meet Needed Fire Flow 5.B 1 General 5.B 1 Replacement Alternative 5.B 2 Replacing Older &Undersized Mains 5.13 4 Adding Redundancy to Distribution Supply 5.B 6 General 5.B 6 Future Expansion 5.B 11 General 5.13 11 Storage 5.B 19 PREFERRED ALTERNATIVES 6 Detailed Description of Preferred Alternatives- Treatment 6.A 1 Hyalite/Sourdough WTP 6.A 1 Siting 6.A 1 Operational Requirements 6.A 3 Impact on Existing Facilities 6.A 5 Design Criteria 6.A 5 Environmental Impacts and Mitigation 6.A 5 Cost Summary 6.A 6 Lyman System-Expand Existing Groundwater Collection 6.A 8 Operation 6.A 10 Impact on Existing Facilities 6.A 10 Design Criteria 6.A 10 Environmental Impacts 6.A 11 Cost Summary 6.A 11 Detailed Description of Preferred Alternatives- Distribution & Storage 6.B 1 Siting 6.B 1 Operational Requirements 6.B 3 Impacts on Existing Facilities 6.B 3 14 City of Bozeman Water Facility Plan Preferred Alternatives (Cont.) HEADING SECTION PAGE Design Criteria 63 3 Environmental Imp acts 6.B 3 Cost Summary 6.B 3 IMPLEMENTATION 7 Implementation 7 1 Overview 7 1 Funding Strategy and Financial Assistance 7 2 Typical Utility Funding Program 7 4 Funding Strategy 7 11 Lyman System Improvements Funding Strategy 7 11 New Hyalite/Sourdough WTP Funding Strategy 7 12 Distribution System Improvements Funding Strategy 7 13 Water Storage Improvements Funding Strategy 7 14 Funding Strategy for Other Misc. Improvements 7 15 Long Term Funding Strategy for 20-year and Beyond Improvements 7 16 Example User Rates 7 16 Jurisdictional Considerations 7 19 Project Scheduling 7 19 General Scheduling 7 19 WTP Pilot Testing 7 20 Project Time Lines and Milestones 7 21 Distribution and Storage Improvements 7 22 Public Participation 7 22 Water Facility Plan Public Hearing 7 23 City Commission Adoption of Water Facility Plan 7 23 APPENDICES Treatment A Sanitary Surveys A Tentative LT2ESWTR A•2 Cost Estimates A.3 Lyman Creek Flow Table A.4 Distribution and Storage B 2000-2004 Usage Summary B.1 15 City of Bozeinan Water Facility Plan Appendices (Cont.) HEADING SECTION Model Results B.2 Cost Estimates B.3 Source Water C Water Rights C.I Cost Estimates C.2 Miscellaneous D Rate Resolution D.1 Public Hearing Info and Lyman Reservoir Calcs. D.2 Supplementary Maps (Large Format) Rear Jacket 16 City of Bozeman Water Facility Plan LIST OF FIGURES FIGURE # DESCRIPTION SECTION PAGE 1 2003 Water Use Distribution by User Type 1 7 2-1 COB Wastewater Analysis 2 3 3.A.1 Existing Hyalite/Sourdough WTP Site Plan 3.A 4 3.A.2 Existing Hyalite/Sourdough WTP Process 3.A 5 Schematic 3.A.3 Bozeman WTP Daily Raw Water Overflow 3.A 11 3.A.4 Bozeman WTP Max. Raw Turbidity 3.A 30 3.A.5 Bozeman WTP Daily Plant Production 3.A 31 3.A.6 Bozeman WTP Combined Filter Effluent 3.A 37 Turbidity 3.A.7 Bozeman WTP True Color Removal 3.A 38 3.A.8 Existing Lyman System Site Map 3.A 67 3.A.9 Existing Lyman 5 MG Reservoir 3.A 68 3.A.10 Existing Lyman Inlet Control 3.A 69 3.B.1 COB Schematic of Water System 3.B 2 3.B.2 COB General Topography Map 3.B 3 3.13.3 COB Water System Timeline 3.B 4 3.B.4 Water Treatment Plant Effluent Flows 3.B 6 3.B.5 Average Day Usage Trends Based on WTP 3.B 8 3.B.6 Average Day Usage Trends Based on Metered 3.B 9 Usage 3.B.7 Unaccounted Use 3.B 10 3.B.8 COB Demand Areas 3.B 12 3.B.9 2003 Water Use Distribution 3.B 16 3.B.10 2003 Water Use Distribution 3.B 17 3.B.11 2004 Maximum Day Diurnal Curve 3.B 20 3.B.12 2003 Water Use Distribution by User Type 3.B 21 3.B.13 Sourdough Bypass 3.B 24 3.B.14 Capacity of Major Transmission Mains 3.B 32 3.B.15 Capacity of Major Transmission Mains 3.B 33 3.C.1 Water Rights vs Usage 2005 3.0 5 3.C.2 Water Rights vs Usage 2010 3.0 6 3.C.3 Water Rights vs Usage 2015 3.0 7 3.C.4 Water Rights vs Usage 2020 3.0 8 3.C.5 Water Rights vs Usage 2025 3.0 9 3.C.6 Reliable Yield vs Usage 2005 3.0 10 3.C.7 Reliable Yield vs Usage 2010 3.0 11 1 City of Bozeman Water Facility Plan FIGURE# DESCRIPTION SECTION PAGE 3.C.8 Reliable Yield vs Usage 2015 3.0 12 3.C.9 Reliable Yield vs Usage 2020 3.0 13 3.C.10 Reliable Yield vs Usage 2025 3.0 14 4.B.1 WFP Demand Areas—Avg. Day 2003 4.B 3 4.B.2 Calibration Test Locations 43 4 4.B.3 Springcreek Calibration Problem Areas 4.B 6 4.B.4 Evergreen Calibration Problem Areas 4•B 7 5.A.1 WTP Alternative 1 Schematic 5.A 2 5.A.2 WTP Alternative 2A Schematic 5.A 15 5.A.3 WTP Alternative 2B Schematic 5.A 28 5.A.4 WTP Alternative 3 Schematic 5.A 44 5.A.5 WTP Alternative 4 Schematic 5.A 60 5.A.6 Lyman Alternative 2 Schematic—2 MGD C.A.0 WTP 5.A 88 5.A.7 Lyman Alternative 3 Schematic—2 MGD Membrane Filtration WTP 5.A 100 5.B.1 Recommended Pipe Upgrades—Fire Flow 2025 5.B 3 5.B.2 Recommended Pipe Upgrades—Old &Undersized Mains 5.13 5 5.B.3 Redundancy Area—Water Treatment Plant 53 8 5.B.4 Redundancy Area—Laurel Glen 5.B 9 5.B.5 Redundancy Area—Frontage Road 53 10 5.B.6 Zoning of Un-Developed Land 5.B 13 5.B.7 20 Year—Pressure Zoning Map 5.B 14 5.B.8 Recommended Pipe Additions—Future 2025 5.B 16 5.B.9 Recommended Pipe Additions—Future 2055 5.B 18 6.A.1 Proposed Treatment Facilities 6.A 2 6.A.2 New Membrane Filtration W.T.P Floor Plan 6.A 4 6.A.3 Existing Lyman System Site Map 6.A 12 6.A.4 Groundwater Collection System Improvements 6.A 13 6.A.5 Existing Lyman 5 MG Reservoir 6.A 14 6.B.1 Proposed 5.3 MG Storage Reservoir 6.B 2 2 City of Bozeman Water Facility Plan LIST OF TABLES TABLE# DESCRIPTION SECTION PAGE 1 Actions to Increase Water Supply and 1 3 Water Rights 2 Summary of Preferred Alternatives, Costs 1 19 And Schedules 2.1 COB Historic Population Trends by Decade 2 6 2.2 COB Recent Population Trends by Year 2 6 2.3 COB Recent Population Trends by Year 2 7 2.4 Gallatin Cty Population Projections 2005-2030 2 8 2.5 COB Population Projections 2000-2020 2 8 2.6 COB Projected Population 2 9 3.B.1 City of Bozeman Population Estimates 3.B 5 3.B.2 Average Water Treatment Plant Trends 33 7 3.B.3 Average Day Use WTP Effluent, Winter 3.B 8 3.B.4 Day Use per Capita—WTP Effluent, Winter 3.B 8 3.B.5 Average Metered Consumption Trends 3.B 10 3.B.6 Unaccounted Use 3.B 11 3.B.7 Non-industrial Production(2003) 3.B 13 3.B.8 Domestic Use(2003) 3.B 14 3.B.9 2003 Water Use Distribution 3.B 18 3.B.10 Storage Tank Descriptions 33 22 3.B.11 COB PRV Information 3.B 29 3.B.12 System Pipe Diameters and Lengths 3.B 30 3.C.1 COB Summary of Water Rights 3.0 1 3.C.2 Projected Usage vs Reliable Yield 3.0 3 3.C.3 Permittted and Contracted Water Rights 3.0 4 3.C.4 Reliable Yield 3.0 4 3.C.5 Cost Estimates for Source Water Protection 3.0 25 3.C.6 Recent High Capacity Wells in the Bozeman Area 3.0 28 3.C.7 Product Well Cost Estimate 3.0 30 3.D.1 Categorical Water Revenues 3.1) 4 3.D.2 Historical Water Revenues 3.1) 5 3.D.3 Historical Water PLANT (Dept. 46) 3.D 7 3.D.4 Historical Water OPERATIONS (Dept. 50) 3.D 8 3.13.5 Historical Water Utilility vs Operating Expenses 3.D 9 3.D.6 Existing Water Utility Bond Indebtedness 3.1) 10 1 City of Bozeman Water Facility Plan TABLE # DESCRIPTION SECTION PAGE 4.A.1 Study Area Population Projections 4.A 2 4.A.2 Study Area Water Demand Projections 4.A 3 4.A.3 Summary of Design Criteria for Surface Water 4.A 13 4.A.4 Comparison of Potential Lyman WTP Sites 4.A 39 4.A.5 Summary of Lyman Flow Data 4.A 41 4.B.1 Hazen-Williams friction coefficient for various pipe material 4.B 2 4.B.2 Calibration fire flow test results 4.B 2 4.B.3 Future Densities for Undeveloped Land Outside City Limits 4.B 9 4.B.4 Future Densities for Vacant Land w/in City Limits 4.B 9 5.A.1 Capital Cost Summary for WTP Alternative 1 5.A 12 5.A.2 Annual Operating Cost Summary for WTP Alt. 1 5.A 13 5.A.3 Capital Cost Summary for WTP Alt. 2A 5.A 25 5.A.4 Annual Operating Cost Summary for WTP Alt. 2A 5.A 25 5.A.5 Capital Cost Summary for WTP Alt. 2B 5.A 40 5.A.6 Annual Operating Cost Summary for WTP Alt. 2B 5.A 41 5.A.7 Capital Cost Summary for WTP Alt. 3 5.A 56 5.A.8 Annual Operating Cost Summary for WTP Alt. 3 5.A 57 5.A.9 Capital Cost Summary for WTP Alt. 4—New Membrane Filtration WTP 5.A 74 5.A.10 Annual Operating Cost Summary for WTP Alt. 4—New Membrane Filtration WTP 5.A 75 5.A.11 Capital Cost Summary for Hypochlorination Disinfection Alternative 5.A 80 5.A.12 Annual Operating Cost Summary for Hypochlorination Disinfection Alternative 5.A 80 5.A.13 Capital Cost Summary for UV Disinfection Alternative 5.A 85 5.A.14 Annual Operating Cost Summary for UV Disinfection Alternative 5.A 85 5.A.15 Capital Cost Summary for WTP Alternative 2— New Contact Adsorption Clarification WTP 5.A 97 5.A.16 Annual Operating Cost Summary for WTP Alternative 2 —New Contact Adsorption Clarification WTP 5.A 97 5.A.17 Capital Cost Summary for WTP Alternative 3 — New Membrane Filtration WTP 5.A 110 5.A.18 Annual Operating Cost Summary for WTP Alternative 3 —New Membrane Filtration WTP 5.A 110 2 City of Bozeman Water Facility Plan TABLE 0 DESCRIPTION SECTION PAGE 5.A.19 Capital Cost Summary for WTP Alternative 4— Collect Additional Groundwater Flow 5.A 116 5.A.20 Annual Operating Cost Summary for WTP Alternative 4—Collect Additional Groundwater Flow 5.A 116 5.A.21 Capital Cost Summary for Raw Water Storage Reservoir—Alternative 1 5.A 121 5.A.22 Annual Operating Cost Summary for Raw Water Storage Reservoir—Alternative 1 5.A 122 5.A.23 Summary of WTP Alternative Costs and Useful Lives 5.A 125 5.A.24 Comparative Ranking of WTP Alternatives 5.A 126 5.A.25 Summary of Disinfection Alternative Costs 5.A 128 5.A.26 Summary of Raw Water Storage Facility Alternative Costs 5.A 129 5.A.27 Summary of Sourdough Raw Water Intake Upgrade Costs 5.A 132 5.A.28 Comparative Ranking of Lyman Alternatives 5.A 134 5.A.29 Comparative Ranking of Lyman Altematives 5.A 135 5.B.1 Recommended Existing System Improvements To Meet Needed Fire Flows on Max. Day 5.B 2 5.B.2 Recommended Replacement of Older& Undersized Mains 5.B 4 5.B.3 Recommendations for Adding Redundancy 5.B 6 5.B.4 Future Demands by Zoning 5.B 12 5.B.5 Future Transmission Mains for 20-year 5.B 15 Planning Period 5.B.6 Future Transmission Mains for 50-year 5.B 17 Planning Period 5.B.7 Projected Demands and Storage Growth 5.B 20 6.A.1 Preliminary Design Criteria for Hyalite/ Sourdough Membrane Filter Plant and Supporting Systems 6.A 7 7.1 Summary of 12-year Water System Capitalization Needs 7 2 7.2 Example Water User Rate Impacts for 12-year Improvements Needs 7 18 3 City of Bozeman Water Facility Plan LIST OF PHOTOS PHOTO # DESCRIPTION SECTION PAGE 1 Floc Basin #2 serving 1983 train 3.A 14 2 Individual Flocculation Basins on 1993 filters 3.A 14 3 Inlet Flume serving Filters #1 through#8 3.A 18 4 Filter#5 (1983 train) 3.A 18 5 Filter#10 (1993 train) 3.A 23 6 Dual 100 hp backwash pumps 3.A 23 7 Raw water turbidimeter station 3.A 52 8 Individual effluent turbidimeters 3.A 52 9 Lyman Spring Collector flow diversion 3.A 71 10 Lyman Spring Collector overlow pipe 3.A 71 11 Unused Upper Diversion on Lyman Creek 3.A 76 12 Unused Lower Diversion on Lyman Creek 3.A 76 13 Lyman Inlet Control Building influent piping from spring collector 3.A 79 14 Lyman Inlet Control Building piping with magnetic flowmeter 3.A 79 15 Lyman Inlet Control Building liquid sodium 3.A 82 16 Lyman Inlet Control Building radon stripping 3.A 82 3.B.1 Sourdough Tank Images 3.B 25 3.B.2 Sourdough Tank Images 3.13 26 3.13.3 Hilltop Tank Images 3.B 27 1 Evectrtim Sumnial- Section 1 INTRODUCTION During the last decade, the City of Bozeman has experienced record growth. Over the next 20 years population growth is expected to average five percent. With a population of 33,450 in 2005, the population is expected to reach 88,700 by the year 2025. This increase in population will create greater demands on the City's water infrastructure including source, treatment, distribution and storage. Allied Engineering Services, Inc., in conjunction with Robert Peccia and Associates and BETA Engineering, was commissioned with the task of completing a 20-year Water Facility Plan to evaluate the condition of the existing water system, analyze alternatives for improvements, and make recommendations along with providing estimated costs. The results of the study will be used as the basis for creating the City's Capital Improvement Plan. SYSTEM DESCRIPTION, NEEDS AND DEFICIENCIES Water Supply/Water Rights Within the planning period for this document (2006 — 2026), the City may see a shortfall in its water supply unless steps are taken to acquire additional water rights and/or water sources. Based on the analysis presented in Section 3.C. and the population projections for the City presented in Section 2, the following conclusions regarding the adequacy of the City's water supply can be made: 1. The City's projected usage is estimated to exceed the currently owned water rights sometime between 2020 and 2025. In 2025, the estimated water system usage is 5,504 million gallons per year (MGY) and the total of the City's currently available water rights is 5,261 MGY. 2. The City's projected usage is estimated to exceed the reliable yield of its sources between 2015 and 2020. The reliable yield is defined as "the maximum quantity of water which can be guaranteed during a critical dry period." (Linsley and Franzini, 1979, Water-Resources Engineering, pg. 150). The City's estimated reliable yield from its existing water sources is 3,530 MGY. The City's estimated usage in 2015 is 3,384 MGY and in 2020 is 4,314 MGY. Other issues with the City's existing water rights are summarized below: 1. The point of diversion for two of the Sourdough Creek water rights is below the City's existing Sourdough intake, making these rights unavailable. These two rights can provide a total of 77 MGY. 2. Lyman Creek and spring flows exceed the maximum allowed withdrawal rate specified in the City's Lyman Creek water rights during the spring and early summer months. During the late fall and winter months, Lyman Creek and the Lyman Spring flows are less than the allowed withdrawal rate. 1 Executive Suininal)' Section 1 3. The City has approximately 2,886 MGY of impoundment water rights on the Sourdough drainage that cannot be used unless a storage reservoir is constructed to replace the breached Mystic Lake dam. 4. The use of the "Lichtenberg Rights" on Hyalite Creek is limited to three short time periods during the late spring and summer months. 2 The report recommends a number of steps that the City can consider in order to increase its water rights and water supply. These steps are summarized in Table 1 below: Table 1 —Actions to Increase Water Supply and Water Rights Action Comments Feasibility/Issues Purchase additional stored water City will have to monitor the Difficult to determine when rights will rights in Hyalite Reservoir and available rights and purchase become available. Must have a willing additional in-stream water rights. them when they become seller. Obtaining Hyalite stored rights is available. 1,624 MGY of stored one of the best means to increase the City's rights in Hyalite Reservoir are water supply. Will be costly. potentialiv available. Increase Water Treatment Plant The existing plant's efficiency Will require the construction of a new Efficiency drops to 70% during spring treatment plant. runoff. The proposed new treatment plant will increase efficient by 90%to 95%. Modify Lyman Creek Rights to allow In Lyman Creek there is more A water rights attorney must be consulted higher withdrawal rates during high water available during the to determine legal feasibility. A long-term summer demand periods. The total summer than the City's flow-monitoring program must be year withdrawal volume can not be allowable withdrawal rate. In implemented to provide data to modify the exceeded, but more water would be the winter there is less flow than water right. available when it is needed most. the allowable withdrawal rate. Modify Lichtenberg Rights on The time of use for these rights It may be possible to convert these rights Hyalite Creek (98 MGY) to expand is restricted to three windows in to stored rights that can be used anytime. period of use. the summer. (May 25-June 10, A water rights attorney must be consulted June 25-July 10 & Aug. 1 to to determine legal feasibility. Aug 10) Implement water conservation A successful water conservation The public must be educated through measures as outlined in the 2002 City program can reduce system media advertising and informational flyers of Bozeman Water Conservation demands significantly allowing included with water bills. Study existing sources to serve a larger population. Construct a new Mystic Lake Dam to The City owns 1,995 MGY of Environmental and permitting replace the dam that was breached stored rights for Mystic Lake, requirements will be difficult for the dam. due to dam safety regulations. with an additional 931 MGY of However, the City should pursue all stored rights reserved in avenues for construction of the dam to Sourdough Creek, avoid losing these water rights. It may also be possible to use some of these stored rights during spring runoff by modifying the right, but a water rights attorney must be consulted to determine the feasibility. Change the point of diversion on the Modifying the point of diversion should be two Sourdough rights that are located feasible afler submitting the required below the existing Sourdough intake application to DNRC. Modify"Story Mill"rights. This right was historically used DNRC indicated that conversion of this for power generation and was right to a municipal right is not possible. converted to an irrigation right. However, the City should consult with a water rights attorney to determine the feasibility. Pursue Development of Groundwater A number of high volume wells A thorough groundwater hydrogeological Sources have been developed NW of the study must be completed to evaluate City. Groundwater wells could aquifer yields, optimum well locations, provide a year-round reliable water rights issues and surface water supplemental water supply. _,connectivity. Condemnation of Water Rights Recommended only as a last resort. Can be costly,time consuming and will have a negative public relations impact. 3 Executive Suninlai)l Section 1 Before implementing any of the above actions that would require modifying or obtaining water rights, the City should consult with a water rights attorney to determine the feasibility of the actions and prioritize them accordingly. In addition to the actions summarized in Table 1 above, it is recommended that the City re- evaluate the reliable yield hydrology for the City's existing water sources. Current estimates indicate that the reliable yield from the City's water sources is 67 percent of the City's contracted and permitted water rights. As discussed above, the City's water demand may exceed the reliable yield from its sources by as early as 2015. However, this reliable yield percentage is based on limited flow data for the City's water sources. A long-term flow-monitoring program should be implemented for all of the City's sources. As the flow data accumulates, the reliable yield percentage can accurately be re-calculated. The last water system master plan completed in 1997 indicated that the actual reliable yield may be greater than current data indicates. If a greater reliable yield can be calculated, based on long-term flow monitoring, the current predicted shortfall could be extended further into the future. Also,there is currently a 20 percent shrinkage factor (due to evaporation and seepage losses) imposed on the City's stored water rights in Hyalite Reservoir. A long-term flow-monitoring program on Hyalite Creek may allow the reduction of this shrinkage factor,making more water available. Treatment Hyalite/Sourdough The city of Bozeman has historically relied on water from its Hyalite and Sourdough sources for 90 percent of its supply. Water is diverted from intakes on Hyalite and Sourdough Creeks, and conveyed through gravity transmission mains to the existing water treatment plant(WTP). Constructed in 1983, the WTP uses a direct filtration process to capitalize on the low turbidity typical of Hyalite and Sourdough Creek waters during most of the year. The original plant included twin flocculation basins and eight dual-media filter units. In 1993, treatment capacity was expanded to 15 MGD with the addition of four filters, each paired with its own flocculation basin. Coagulant feed, fluoridation, and chlorination facilities are provided. The treatment system is housed in a single-story insulated metal building. The Hyalite transmission main has just been replaced and intake improvements are underway. The Sourdough intake was reconstructed and the upper half of this transmission main was replaced in 2002. A new Connection Building with pressure reducing valves was recently constructed at the WTP site in conjunction with the Hyalite improvements. Once all new Hyalite improvements are completed later this year, remaining needs relative to raw water facilities primarily involve screen icing and hydraulic problems at the Sourdough intake (screening) building. Forecasting and lead time for raw water releases from Hyalite Reservoir also result in periodic raw water"overflows"at the plant, and wasted water. 4 Executive Sultunao, Section 1 The WTP has remained in regulatory compliance,but faces three primary limitations: 1. Key components, especially mechanized equipment and the building structure, are nearing the end of their useful lives. 2. While effective most of the year, the direct filtration treatment process is marginal when raw water turbidity is high during spring runoff or flash thunderstorms in the watersheds. Frequent filter backwashes drop plant efficiency as low as 70 percent, reducing effective capacity to 10.5 MGD. 3. Rapid population growth and resulting water demands are already at the current WTP capacity during peak day use. Plant capacity is especially marginal when high raw water turbidity periods overlap with high consumer demand in early summer. Critical component problems at the WTP include substandard flocculation and hydraulic imbalances in the original eight-filter train, seasonal filter air binding, marginal filter-to-waste capability, and aging pumps in critical service for backwash handling. Chemical feed deficiencies include hazards and equipment obsolescence with existing (dry) fluoride feed and (gas) chlorination systems. Antiquated instrumentation and controls and limited ability for automated process operation pose additional plant constraints. Building deficiencies include inadequate floor space for equipment access, substandard HVAC, and deteriorated insulation and metal paneling. Lyman Creek System The existing Lyman Creek System consists of a groundwater (spring) collection system located at the head end of Lyman Creek and approximately 12,000 feet of gravity transmission piping that connects the spring collector to a disinfection building and 5.0 million gallon storage reservoir located north of Bozeman. There are a number of problems and deficiencies associated with this system that have been identified in detail in Section 3.A. A summary of the problems associated with the Lyman system is provided below: 1. The surface water flow in Lyman Creek cannot be utilized without constructing a surface water treatment plant. 2. The maximum flow from the Lyman Creek spring cannot be utilized due to undersized process piping located in the existing disinfection building. A significant amount spring flow overflows to the creek and cannot be used due to restrictions in the system process piping. 3. Flow leaving the spring collector is controlled by valves in the disinfection building 12,000 feet away. Operators must regulate flows at the disinfection building to be less than the spring yield to prevent air from entering the transmission main. If air enters the transmission main, it impairs the 5 Execteti}ve Sununaij, Section 1 performance of the pressure reducing valves located along the main. Impaired performance of the pressure reducing valves could cause high-pressure conditions in the main or a reduction in flow. 4. A lack of adequate flow monitoring and telemetry equipment makes it difficult for operators to regulate and monitor system flows. There is no electronic communication between the spring site and the disinfection building. Electrical power is not available at the spring site. 5. A "municipal watershed" designation is needed from the Forest Service to enhance the protection of the Lyman supply. 6. Wintertime access to the raw water transmission pipeline and spring collector is difficult,hindering operation and maintenance. 7. Miscellaneous improvements are needed to improve the performance of the chlorine and fluoride chemical feed systems and the flow monitoring system for the Lyman source. Miscellaneous site improvements are needed to improve access for chemical deliveries and remedy icing problems in the outlet control-building stairwell. Distribution and Storage The City of Bozeman currently serves customers with a gravity supplied water system. One booster station is active in the system which is capable of pumping from the North to the South pressure zones;however, operation of this booster station is not necessary for water distribution. Treated surface water is stored in four separate reservoirs (including the WTP clear well). The four storage reservoirs have a combined capacity of 12.1 MG. The water distribution system is comprised of approximately 200 miles of transmission mains and laterals. Distribution mains are constructed of Ductile Iron and Cast Iron pipe, with Ductile Iron pipe being the City's required material for all new construction. Pipe sizes range from 4 to 30 inches. There are three pressure zones which are separated and controlled by 14 Pressure Reducing Valves (PRV's). PRV's are installed to maintain a maximum operating pressure of 120 psi. The three pressure zones are referred to as the south, north and northwest zones. The City of Bozeman utilizes radio read meters to register usage by customers and generate revenue. The study period for this Facility Plan was 2000 through 2004. Water usage data gathered over this time period showed an average per capita water usage of 165.4 gped. The study period showed an average population growth of 3.5 percent, whereas water consumption rose only 2.5 percent during this same period. The data indicates some water conservation has been taking place either through reduced usage, reduction in leakage, more accurate meter readings, or a combination of all. The mean maximum day to average day ratio for the five-year period was calculated to be 2.12 and the peak hour to average day ratio on the max day is 2.93. 6 Executive Sunrncn-v Section I Reconunended average day usage, max day and peak hour ratios for the 20-year planning period are 170 gped, 2.3 and 3.0, respectively. Figure 1 shows the distribution of water usage by user type for the year 2003. Residential irrigation water usage during the summer months is approximately 18 percent of the annual water usage. Figure 1 - 2003 Water Use Distribution by User Type 2003 Distribution by User Type Unaccounted 14% ❑Residential 11%1% ❑Commercial Residential ❑Top 8 City Irrigation 48% 1% ❑City Irrigation Top 8 0 MSU 7% ❑Unaccounted J Commercial 19% The City of Bozeman water system is generally in good condition, due to quality engineering, design standards, material specifications, and an active and qualified operation and maintenance staff. The Water Facility Plan study evaluated and identified the following distribution and storage items for recommended improvements within the 20 year planning period. 1. Replace and/or install new mains to meet recommended fire flow requirements. 2. Replace aging and undersized mains. 3. Install new mains to add redundancy in the system. 4. Reconunended new transmission mains to serve future growth and development. 5. Construct an additional storage reservoir to meet 20 year water demands. 6. Address various maintenance items of existing storage. 7 F..rectttive Sutnnialy Section I 7. Hire additional operation and maintenance staff to meet demands of growth, and maintain quality of water system. 8. Construct an automated water fill station to increase revenue. DESCRIPTION OF ALTERNATIVES AND PREFERRED ALTERNATIVE Treatment Hyalite/Sourdough Five alternatives for upgraded Hyalite/Sourdough WTP facilities were selected for detailed evaluation and comparison. These included: a short term upgrade of the existing WTP; supplementing an upgraded WTP with 8 MGD of additional capacity using either a contact adsorption clarification (CAC) or membrane filtration "peaking plant"; and new 22-MGD CAC or membrane filtration plants ultimately expandable to 36 MGD. These alternatives cover a range of plant capacities — from the current 15 MGD process to 23 MGD with parallel peaking plants, to 36 MGD in ultimate capacity with replacement plants. New WTP alternatives involving direct filtration or conventional coagulation/filtration processes were eliminated; the former for marginal effectiveness and the latter for unnecessary complexity and cost. Based on these authors' recommendations and in consultation with City Engineering and Public Works staff, Alternative 4 — New Membrane Filter Treatment Plant has been identified as the preferred alternative. Membrane filtration technology utilizes a synthetic membrane with an approxiinnate 0.1 micron pore size to positively exclude turbidity particles and microbial contaminants. Membranes are configured as hollow tubes arranged in bundles, and water is forced through under pressure. The proposed equipment is skid-mounted with multiple modules (bundles) and integral controls on each unit. A new membrane plant would be initially configured for 22 MGD capacity (seven skids), with the later addition of five more filter skids for expansion to 36 MGD. The new plant would include a screening tower, membrane chemical cleaning equipment, a clearweIl, a backwash waste sump, hypochlorination and fluoridation systems, and lab/office/control rooms in an 18,800 sf main building. Separate structures include dual gravity thickeners for backwash water, settled backwash microstrainers, and vacuum-assisted drying beds for solids dewatering. All new facilities would be located on City-owned property at the current plant site, and the existing WTP would remain operable during construction. The recommendation of this alternative is based on its superior technical feasibility for compliance with future surface water treatment regulations and comparatively lower cost as compared to CAC treatment. This alternative is also preferred over short-term improvements at the existing WTP with incremental capacity expansions since it avoids $2.6 to $10.8 million in interim capitalization that would become obsolete and largely unrecoverable when water demands exceed 23 MGD. With the preferred alternative, the initial 22 MGD plant expenditure retains full utility when the facility is eventually expanded to 36 MGD. 8 Executh,e Surulnaty Section 1 Two aspects of membrane filtration as recommended should be noted. Membrane processes, including the equipment supplied, are proprietary and not interchangeable amongst competing vendors, locking the City into a sole manufacturing source. Membrane modules are forecast to require replacement every 10 years at a future estimated cost of $1.5 million. A rigorous 12- month pilot testing exercise is recommended ahead of plant design to confirm and optimize the membrane filtration process parameters for the exact characteristics of Hyalite/Sourdough raw waters. The City is required to conduct 24 months of sampling for Cryptosporidium under the recently enacted Long Term 2 Enhanced Sufface Water Treatment Rule (LT2ESWTR). Results of these tests will dictate what future level of future surface water treatment will be required. Testing must be completed by 2010, but with the new Hyalite/Sourdough WTP proposed, should be conducted earlier so results can be available ahead of plant design. For rehabilitation of the existing WTP or construction of a new plant, disinfection alternatives of liquid hypochlorination and ultraviolet (UV) disinfection were compared. To meet viral inactivation regulations, post-hypochlorination would still be necessary with UV disinfection, adding complexity and cost to that alternative. Retaining gas chlorination was disfavored due to safety hazards, pH suppression requiring subsequent finished water buffering, and the cost of the emergency scrubber now required for a gas cylinder storage area. Liquid hypochlorination is recommended for disinfection and would also provide the necessary chlorine residual. Alternatives for raw water storage were also considered, but are likely constrained by land availability at the required elevation to meet Hyalite/Sourdough transmission main(s) hydraulic requirements. A 12-acre pond on a 20-acre site could provide approximately one week of "average day" storage in the event wildfire compromised raw water quality in the watersheds. Aesthetics and liner requirements are additional considerations for such a facility. With its $6.2 million capital cost, this improvement remains questionable and the City is advised to defer further deliberations pending identification of a suitable site if available. hnprovements to offset hydraulic and screen icing problems at the Sourdough Screening Building are also recommended and involve new telemetry, the addition of non-electrified propane heaters, and limited underground re-piping adjacent to the flow measurement flume. Lyman Creek System Four alternatives for upgrading the Lyman source were considered and are summarized below: 1. The "no action" alternative. No improvements would be made and the system would continue to operate as it is today. Under this alternative a portion of the City's available water right would remain unused due to undersized process piping and the inability to treat surface water flow from Lyman Creek. 2. Construct a new contact adsorption clarification water treatment plant to treat surface water from Lyman Creek. 9 E.tecrctii,e Surnircar7 Section 1 3. Construct a new membrane filtration plant to treat surface water from Lyman Creek. 4. Capture additional groundwater flow. Additional groundwater flow would be captured by eliminating the hydraulic restrictions in the process piping and by collecting additional groundwater flow at the spring collection system. Currently, over 800 gpm of groundwater from the spring collection system overflows back to the creek at certain periods of the year due to constructions in the system piping and the inability to capture all of the flow at the spring collection system. The above alternatives are not necessarily mutually exclusive. For example the "no action" alternative may have to be implemented to allow adequate design and construction time to implement one of the other alternatives. Implementing the alternative to capture additional groundwater flow in the near future and then implementing one of the treatment alternatives in the future when the City must maximize all of its available water right on the Lyman system is a long-term consideration. Based on these author's recommendations and in consultation with City Engineering and Public Works staff, Alternative_ 4, Capture Additional Groundwater Flow has been identified as the preferred alternative. This alternative would include improving flow-monitoring capabilities for the Lyman System, removing the hydraulic restrictions from the process piping, and maximizing the amount of groundwater flow captured at the spring collector site. Miscellaneous improvements would also be made to the chemical feed system, control system and the systems infrastructure to improve the operator's ability to operate and maintain the system. Once this alternative is implemented, it may be possible to utilize the entire Lyman water right (3.8 MGD) with captured groundwater flow from the spring during the spring and early summer months. Construction of a new surface water treatment plant would not be implemented until the City needs to maximize the amount of water it can obtain from the Lyman source: Because surface water flows decrease significantly in the winter months, (down to 0.22 MGD) and because significant groundwater flows from the spring are available during the summer months, a new water treatment plant may not be required for the foreseeable future. Distribution and Storage A computer water model was constructed of the entire City's water system to assist in analyzing hydraulic deficiencies. The model was used to locate areas in the distribution system with low and high pressures, inadequate fire flow, high velocities, capacity constraints and redundancy concerns. Multiple scenarios were tested in the model to establish recornmended improvements of the distribution system over the 20-year planning period. In addition, the model was utilized to locate and select future transmission main sizes within the proposed study area to serve City growth over a 50-year period. Recommendations for improvement to the water distribution system fall into the following four categories: 10 Executive .Sununan, Section I 1. Replace undersized mains and install new mains to meet recommended fire flow requirements. 2. Replace mains smaller than eight inches in diameter and older than 100 years during the 20 year planning period. 3. Install new mains to serve the 20 year planning area. 4. Install new mains to serve the 50 year planning area. Approximately 34 percent of the City's water mains are undersized by current City standards, which require main sizes to be eight inches or greater. Undersized mains restrict water main capacity and available fire flow. The computer water model was run on the existing water system to identify areas which do not meet fire flow requirements. Alternatives considered for improving the existing water system included replacement, sliplining, pipe bursting and no action. The replacement alternative was chosen as the most logical and cost effective. Sliplining and pipe bursting are typically used for sewer mains and water transmission mains with few or no services. The costs of these technologies in residential and commercial areas where services are numerous are prohibitive, therefore the replacement alternative is recommended. Recommended improvements to the water system to meet required fire flow for the 20-year planning period are shown in Figure 5.13.1 of Section 5.13. In general, a total of 61,632 LF of water mains is recommended for replacement and/or new installation. In addition to identifying water main upgrades to meet required fire flow, older mains six inches and smaller were also identified for replacement. By the year 2025, approximately 14 percent of the City's water mains will be over 100 years old. Aging pipe increases the chance of water main breaks and leakage. Water main breaks interrupt service to customers and are costly. A system inventory of water main installation dates was completed to identify older mains. In addition, the City conducted a Water Needs Study in 1999 and compiled a list of water mains needing replacement. This list, along with the system inventory, was used to identify older mains needing replacement. Figure 5.B.2 in Section 5.13 shows the recommendations for replacing older and undersized mains. In general, a total of 54,506 LF of older and undersized water mains are recommended for replacement. Upgrades to the City's water system to serve the 20 year planning area include adding new mains to outlying areas and fixing redundancy issues. Three areas were identified as needing redundancy in the City water system. The first and most critical is providing an alternate transmission main from the Sourdough Water Treatment Plant (WTP) to the City. Currently, only one 30-inch transmission main supplies water to the City from the WTP. In the event of a main break on this line, the City would need to rely on storage to meet system demands, which for a maximum day event in 2005 would meet needs for about 24 hours. A new 48-inch transmission main in addition to the existing 30-inch main is needed to meet the City's water demand needs. The new transmission main is recommended to be installed from the WTP north on Sourdough Creek Road to Nash Road and then West on Nash Road to Third Avenue, then south on Third Avenue to Goldenstein Lane, see Figure 5.B.3 in Section 5.B. Installing looped 11 Executive Suarrnal), Section I mains to serve the Laurel Glen subdivision and East Frontage Road area are also recommended as development occurs in those areas, see Figures 5.B.4 and 5.B.5 in Section 5.B, respectively. Approximately 57,724 LF of water mains are proposed for fixing redundancy concerns and another 179,910 LF of mains for future extension into the 20 year planning area (see Figure 5.B.8 in Section 5.B). A study area boundary was developed by HDR and Morrison/Maierle Inc. in conjunction with the City of Bozeman staff. Some areas within the study boundary are at elevations which will not support a gravity fed system. These areas are primarily in the northeast and southeast sections of the study area and will require installation of booster pumps and storage tanks to serve customers. Per City staff's direction, a detailed analysis of these areas was not completed. To serve future customers in the outlying study area with gravity fed water supply, a computer model of the distribution system was constructed and analyzed to select future transmission main sizes. Future water main sizes were selected based on meeting a maximum day demand of 60 MGD plus a fire flow of 2500 gpm. The recommended transmission mains, for the 50 year planning area, consist of approximately 62,292 LF of mains. Locations and sizes are shown in Figure 5.B.9 of Section 5.B. Storage reservoirs are used to meet peak demands, provide fire flow, allow continued service when the supply is interrupted, equalize system pressure and facilitate the use of economical pipe sizes. Currently, the City has 11.3 MG of available storage, not including the clear well at the Sourdough WTP. The Montana Department of Environmental Quality requires storage to meet average day demand plus fire flow. The required storage for the City of Bozeman in the year 2005 is 7.2 MG. The existing storage of 11.3 MG results in a surplus of 4.1 MG. However, by the year 2025, required storage for the City of Bozeman (assuming a projected growth rate of 5 percent),will be 16.6 MG, resulting in a 5.3 MG deficit. At projected growth rates, the City will have a shortage of storage by the year 2017. To curtail the storage deficit, within the 20 year planning period, an additional 5.3 MG of storage capacity will be needed. It is recommended to construct a single 5.3 MG reservoir at the Sourdough WTP site by the year 2017. The benefits of constructing a single tank at the Sourdough WTP site are threefold. First, the City currently owns adequate property at this site to construct a new treatment plant as well as a new reservoir. Second, a higher elevation tank will allow development to expand further south of current City limits. City growtb to the south is currently limited by low water pressure. A new reservoir at the Sourdough WTP will provide an additional 100 feet of hydraulic head or approximately 43 psi of pressure. Third, constructing a single reservoir will be more cost effective than building multiple reservoirs. Various meetings with City staff provided the following additional operation and maintenance items, which need to be addressed over the next 20 years: Various maintenance items for Sourdough, Hilltop and Lyman reservoirs. (Please see Section IB for a complete description.) 12 E.tecutive Suini ai-v Section 1 • Fix water hammer problem on Oak Street in the vicinity of the Bridger Creek Shopping Center. Pressures as high as 165 psi are recorded in this area making the water system ultra-sensitive to water hammer. Water hammer is an event where a shock wave of water occurs in the mains and travels at high speeds, which causes undo wear and tear on plumbing fixtures, aggravates leakage, and can cause service line breaks at a customers' property. Service line breaks expel large quantities of water causing damage to property. The water hammer problem is a nuisance for both the City and the customer. Additional research on how to fix this problem is highly recommended. One solution is to install additional Pressure Reducing Valve stations to lower the system pressure. • Replace meters and purchase new laptop and software for meter reading. There are 8,800 meters in the City. Replacing 10 percent a year will result in all meters being replaced by the year 2008. Future replacement of meters will then occur at 15 year intervals. • Add new pumps and soft starts to Pear Street booster station to increase efficiency. • Find and replace all galvanized services with copper services. • Hire additional staff for the water and sewer department. Current staff is overwhelmed with the pace of development and is falling behind on operation and maintenance, such as valve operation, hydrant flushing and inspections. An additional half dozen Full Time Equivalent staff are needed to keep up with operation and maintenance demands. • Construct an automated water fill station. The current water fill station is located at the City Shop complex and interferes with daily operations of the water department. Water is sold on the honor system and accounted for through ticket stubs. Constructing an automated water fill station will assist the water department with efficiency and increase the accuracy of accounting to generate additional revenue. Budgeting for construction of a water fill station is recommended. COSTS TO CONSTRUCT PREFERRED ALTERNATIVES Treatment Hyalite/Sourdough Costs of the recommended alternative(s) for the Hyalite/Sourdough treatment system include the following(in 2006 dollars): • $25.4 million capital cost for new 22 MGD Hyalite/Sourdough membrane filtration plant. • $7.2 million capital cost for future expansion of Hyalite/Sourdough membrane filtration plant from 22 to 36 MGD capacity. 13 Executh,e Suntntai)' Section 1 • $1.74 million estimated annual O&M costs for new membrane filtration plant, including existing Plant Dept. 46 staff and required WTP staff additions. • $185,739 capital cost for telemetry, heating, and hydraulic upgrades at existing Sourdough intake,with $9,588 in estimated additional annual O&M costs. • Plus additional one-time cost for LT2ESWTR source water sampling, estimated at $60,000 with optional testing of Lyman Creek for future treatment. Lyman Creek System The estimated cost for the recommended alternative for the Lyman Creek System (Capture Additional Groundwater Flow) is $673,000. This cost includes upgrading the existing piping to eliminate the hydraulic restrictions in the system, installation of a new control and monitoring system, installation of electrical service to the spring collector site and upgrading the flow monitoring system. Distribution and Storage The following costs for water distribution system recommendations include constriction, engineering, inspection and a 20 percent contingency: • Replace undersized mains and install new mains to meet recommended fire flow requirements. A total of 61,632 linear feet of water main is recommended for replacement and/or addition. See Figure 5.B.1 in Section 5.B for a description of pipe sizes and location. Total estimated cost,including pavement removal and replacement, is $13.4 million. • Replace aging mains six inches in diameter and smaller. A total of 54,506 linear feet of water mains is recommended for replacement. See Figure 5.B.2 in Section 5.B for a description of pipe sizes and location. Total estimated cost, including pavement removal and replacement, is $11.8 million. • Install new transmission mains to fix redundancy issues. A total of 57,724 linear feet of new mains is recommended. See Figures 5.B.3, 5.B.4 and 5.B.5 in Section 5.B for a description of pipe sizes and location. Total estimated cost, including pavement removal and replacement, is $28.1 mullion. Following is a breakout cost for each redundancy area: o New transmission main from Sourdough WTP. 17,093 LF of 48 inch main 5,154 LF of 36 inch main 2,636 LF of 24 inch main 4,525 LF of 12 inch main Total estimated cost is $21.7 million 14 Executive Stunnuu:r Section I o New transmission main to serve Laurel Glen subdivision 9,177 linear feet of 16 inch main 2,302 linear feet of 12 inch main Total estimated cost is $2.8 million o New transmission main to loop East Frontage Road 7,157 linear feet of 14 inch main 7,352 linear feet of 12 inch main 1,609 linear feet of 10 inch main 719 linear feet, upgrading 6"to 14" Total estimated cost is $3.6 million • Install future mains to serve 20 year planning area. A total of 179,910 linear feet of new water mains is recommended. See Figure 5.B.8 in Section 5.B for a description of pipe sizes and location. Total estimated cost, not including pavement removal and replacement, is$46.3 million. • Install future mains to serve 50 year planning area. A total of 69,292 linear feet of new water mains is recommended. See Figure 5.B.9 in Section 5.B for a description of pipe sizes and location. Total estimated cost, not including pavement removal and replacement, is $12.4 million. • Construct new 5.3 MG concrete storage reservoir. Total estimated cost including engineering, inspection and 20 percent contingency is $5.3 million. Estimated O&M annual cost is $2,000. • Ongoing maintenance on existing three City reservoirs. Total estimated cost for maintenance on the three reservoirs is $1.3 million. Bids are currently being sought for maintenance on the Hilltop tank and are estimated to be around $750,000. Maintenance costs on the Sourdough and Lyman Reservoir are expected to be less costly. • Installation of additional PRV stations to fix water hammer problem on Oak Street. Total estimated cost for design, construction and inspection of a Pressure Reducing Valve station is $75,000. The number of additional PRV stations needed has not been determined. • Purchasing a new laptop and software for meter reading is estimated to cost $50,000. Meter replacement is estimated to cost $100 per meter. For 8,800 meters the total cost is estimated at$880,000. • Install new pumps at Pear Street Booster Station. Two new high efficiency 50 HP pumps with soft starts at the Pear Street Booster Station will cost approximately $125,000 for design, materials and labor. 15 Etecntive Saininai- Section 1 • Construct automated water fill station. Total estimated capital cost for design and construction of an automated water fill station is $430,000. Estimated O&M annual cost is $1,000. IMPLEMENTATION AND SCHEDULING Treatment Improvements to allow increased collection of Lyman groundwater up to seasonal maximums or the City's 3.8 MGD water right are recommended immediately to expand utilization of this existing source. Design is recommended to begin this year for the upgraded Inlet Control Building piping and other improvements. Construction of these improvements in 2007 will help offset increasing system-wide water demands until a new, larger Hyalite/Sourdough WTP can be constructed. Even with a proposed expansion of the Lyman groundwater supply to 3+ MGD seasonally, peak water demands are forecast to exceed existing Hyalite/Sourdough WTP capacity within five years. Five years is also estimated to be the minimum time frame for planning, financing, designing, and constructing a new WTP, so those activities need to commence shortly to assure new capacity is available when needed. The City will need to closely monitor water demand, including both average and peak use to determine how water demands materialize compared to projections. Any acceleration in demands will shorten the time available for implementing new WTP facilities, while a lag in demands may allow additional time to bring a new plant on line. The City faces a choice in scheduling tasks for a new Hyalite/Sourdough WTP relative to whether to complete LT2ESWTR source water testing before beginning membrane filtration pilot testing. The two-year period required for source water testing will protract completion of a new plant accordingly, but results may affect performance requirements for pilot testing particularly if source water quality results in an LT2ESWTR Bin Classification greater than `L' If monitoring of municipal water demands over the next 12 to 24 months shows any lag compared to projected demands, consideration should be given to at least partially completing source water testing ahead of membrane piloting. Excluding the future expansion of a new WTP to 36 MGD, the combined $26.2 million cost of the Lyman and Hyalite/Sourdough treatment improvements will require substantial borrowing by the City, likely through a revenue bond issue. Annual treatment (Plant Dept. 46) O&M costs are estimated to increase by $813,000. With 20-year financing at 6.0-percent interest, the combination of capitalization and additional O&M for recommended treatment improvements represents an average increase of over $40 per month per existing Bozeman water connection (excluding any grants received). To defray the capital required, federal grant funding of$1 to $3 million may be available from the STAG or WRDA programs, given successful lobbying. Other state grants through the TSEP and/or DNRC Renewable Resource Grant/Loan programs, if awarded, could provide up to $850,000, 16 E.iecuth,e Sltininai-v Section I Distribution and Storage Although none of the recommended distribution and storage improvements are considered in a state of emergency, each of them will ensure the City's water system integrity, capacity, and compliance with regulatory requirements in future years as the City grows and its infrastructure ages. Of the distribution improvements discussed, construction of a new transmission main from the WTP to the City is the most critical. Currently, the City is supplied with water through one transmission main from the WTP. In the event this main is out of service, the City only has enough storage reserve capacity to operate for approximately a 24 hour period during the current maximum day event. Financial planning for this project should begin immediately. Approximately one year for engineering design and one year for construction should be planned. Project phasing should begin as soon as possible, when funds become available. The remaining upgrades to the distribution system (to meet fire flow requirements and replace aging and undersized mains) should be spread over the 20 year planning period. Older mains and the lowest available fire flow areas should take precedence. In addition, improvements to the distribution system should coincide with street and other utility infrastructure improvements when possible. Replacing existing mains in downtown Bozeman will require a structured logistical approach to provide traffic re-routing, temporary water service, and interface with existing water, sewer and stormwater infrastructure. Therefore each of these elements should be considered while planning project schedules. Additional distribution system improvements to meet redundancy and which add future mains to the 20 and 50 year service areas should be constructed as development occurs in those areas. Typically, developers are required to install new mains to service their developments and will be granted impact fee credits from the City for main sizes installed over their development requirements. It is recommended the City adopt the proposed future transmission main sizes and locations as stated in this Plan. The specified sizes and locations will assure adequate capacity, fire flow and pressure is maintained. At the projected growth rate of 5 percent, the City's current storage reservoirs will reach capacity by the year 2017. To meet the 20-year planning period storage requirements an additional 5.3 MG of storage will need to be constructed and online by 2017. This will provide adequate storage until the year 2025. It is recommended to begin financial planning for this project immediately. Approximately one year should be planned for engineering design and another year for construction. Therefore project phasing should begin no later than 2015. Current ongoing maintenance and upgrade projects include repairs on the existing Sourdough, Hilltop and Lyman reservoirs, fixing water hammer problems, replacing water meters, and purchasing new laptop and software for water meter reading. There are currently 8,800 water meters in the City system, which are expected to all be replaced by the year 2008. Meters will then need to be replaced every 15 years at a present day cost of about $100 per meter. Replacing meters is critical to maintaining adequate revenue for the City's water departments since old meters typically error in favor of the customer. 17 E.vectttive Surrunar-7 Section 1 Installing new pumps and soft starts at the Pear Street booster station and locating galvanized services for replacement should occur as funds become available. Hiring additional FTE staff for the water department is recommended immediately. The department is currently understaffed to meet the needs of the existing system and keep pace with growth. Attention to operation and maintenance is critical to maintaining a fully functional water system. Constructing an automated water fill station will increase the efficiency of the water department and generate additional revenue from water sales to contractors. In 2005, the City sold 4,512,095 gallons of water to private entities at $2.60 per thousand gallons, for a total estimated revenue of$9,753. It is recommended to begin design and construction when funding becomes available. 18 Executive Sunwica-v Section I SUMMARY OF PREFERRED ALTERNATIVES, COSTS AND SCHEDULE Table 2—Summary of Preferred Alternatives, Costs and Schedules RECOMMENDED PREFERRED ALTERNATIVE ESTIMATED COST SCHEDULE SUPPLY& TREATMENT Lyman Creek System-Capture additional groundwater Flow $673,000 Commence: Immediately New 22 MGD Hyalite/Sourdough Membrane Treatment Plant $25.4 million Commence.2007 Expansion of 22 MGD WTP to 36 MGD Plant $7.2 million To be determined Annual O&M costs for new Membrane Treatment Plant $1.74 million Commence:2011 Upgrades to existing Sourdough intake $185,739 Commence: Immediately LT2ESWTR source water sampling $60,000 Commence:2007 Total(excluding FO&M $33.5 million DISTRIBOTION &STORAGE Install new Sourdough WTP transmission main $21.7 million As soon as possible Install new Laurel Glen transmission main loop S2.8 million As development occurs Install new East Frontage Road transmission main loop S3.6 million As development occurs Yearly,pending funding& other infrastructure Re lace undersize mains to meet recommended fire flow S13.4 million improvements Yearly,pending funding& other infrastructure Replace undersized and aging mains S11.8 million improvements Construct new 5.3 MG storage reservoir $5.3 million Commence: 2015 Maintenance on existing City reservoirs(Sourdough, Hilltop,Lyman) $1.3 million Currently ongoing Add additional PRV stations to fix water hammer problems(2) S150,000 To be determined New meter laptop/software and meter replacement S930,000 Currently ongoing New Pear Street Booster Pumps $125,000 Pending funding Construct new automated water fill station S430,000 Pending funding r $61.5 million Grand Total $95.0 million P:2004\04-104 Flozentan WFROesign Report'ifinal\Section l -Executive Summary.doe 19 Planning c& Service Area Sectfai 2 INTRODucTiON The Planning and Service area study was completed by Morrison/Maierle Inc. Select portions of the original document are included in this document as they relate to the Water Facility Plan. The reader should refer to the original document in the Wastewater Facility Plan for a complete description of this Section. Key areas relevant to the water facility plan are included in this document. The basis of this planning section is intended to set the stage for the detailed technical planning needed for wastewater and water planning. The planning period is defined as 20 years with the end of the planning period being the year 2025. The area to be included in the plan is defined in this section. A review of existing population trends is presented along with an analysis of future populations. STUDY AREA Introduction In order to begin an analysis of the water needs for a community a study area needs to be defined. A study area provides a geographic boundary which defines a reasonable area for fil ure development over the planning period while focusing the planning efforts to a defined boundary. Study Area Boundary Development The study area was developed through an analysis of geographical boundaries, a review of available planning documents, a cursory analysis of development trends and discussions with City staff. The details of the development of the boundary are provided below. The final study area boundary was presented to the City Commission on March 7, 2005. The boundary for a study area can be defined based on geographic, regulatory or envirorunental constraints. Geographic constraints can include topographic conditions, significant water bodies and other features that constrain the expansion of a community. Political boundaries generally include other cities or water districts of significant size. Regulatory constraints include the rules and guidelines associated with both development and water systems. Environmental constraints include wetlands, soils, groundwater, surface water and other constraints that limit or encourage development. The Bozeman 2020 Community Plan was adopted by the City Commission in October of 2001. This plan developed a study boundary that encompassed all land that was included in the 20 year wastewater and water service boundary identified in the City's 1998 Wastewater Facility Plan along with some minor additions based on a review of growth trends. An evaluation of future land needs based on population projections at that time determined that the 2020 boundary area was sufficient to support the anticipated 20 year growth of the community. The 2020 boundary 1 Planning &Service Area Section 2 provided a reasonable starting place for the development of the study area boundary for this study. It was noted in the early stages of the boundary development that the population projections utilized in the Bozeman 2020 Community Plan were significantly lower than the very high growth rates that have occurred since that time. Based on the high growth rates and a review of development trends the need for an expanded boundary became evident. Additional factors thus needed to be considered. One important regulatory boundary that exists near the Bozeman city limits is the Gallatin County/Bozeman Area Zoning District. This district was created at a time when the City of Bozeman had some jurisdictional control over land outside of the city limits. While the city no longer has jurisdiction in this area, the zoning district remains in place and is administered by Gallatin County. Gallatin County is in the process of updating the Bozeman Area Plan which provides guidance for development in Gallatin County/Bozeman Area Zoning District. The draft plan update states that "urban-density development is encouraged to annex to the City of Bozeman and medium-density development within close proximity to the City is encouraged to prepare for annexation in the near term." Since Gallatin County encourages annexation it was determined that it was important to include the Bozeman Area Zoning District in the study boundary for facility planning purposes. In addition, a review of recent development trends indicates that in both the northeast and northwest sectors of the community, growth is probable beyond the boundary of both the 2020 Plan and the Gallatin County/Bozeman Area Zoning District. As such the boundary was expanded in these areas. Bozeman is uniquely situated such that significant geographic and environmental constraints, on a macro scale, do not provide an immediate boundary to limit growth in any direction. hi addition, political boundaries do not appear to be a factor in the 20 year planning horizon. As such, the study area boundary is not based on these factors. Study Area Description The study area includes approximately 42,400 acres and is shown in Figure 2.1. The study area generally consists of land that is moderately sloped and generally slopes from south to north. The northeast corner of the study area consists of land with steeper slopes and varied terrain. The area is bisected by a variety of ditches, creeks and rivers. The notable water bodies include the East Gallatin River, Bozeman Creek, Rocky Creek and Bridger Creek. A network of small creeks and irrigation ditches crosses the westerly side of the study area. Groundwater is near the surface in many areas within the study area which provides for a significant amount of wetlands. In general, the study area is conducive of development which can make use of central wastewater and water facilities. A more comprehensive review of the history, physiography and description of the study area can be found in the Bozeman 2020 Community Plan. 2 : ycP'818it:�9; - LEGEND LAND USE: wW BUSINESS PARK cc } COMMUNITY COMMERCIAL VALLEY CENTER ;,°' - a uy GOLF COURSE ® N INDUSTRIAL NEIGHBORHOOD COMMERCIAL OTHER PUBLIC LANDS PARKS,OPEN SPACE AND RECREATIONAL LANDS -�+^ PUBLIC INSTITUTIONS BRIDGER CAIVYO REGIONAL COMMERCIAL AND SERVICES BAXTER RESIDENTIAL FUTURE URBAN SUBURBAN RESIDENTIAL DURSTON 11 LEGEND AREA BOUNDARIES: g 2020 BOUNDARY HUFFINE N -__ -- CITY OF BOZEMAN CITY LIMITS If - j® STUDY AREA BOUNDARY ly STUCICY ® m t 4 { 4L 11 KAGY !I ;q [1 ILWO 70ais —j J V 0 17 Z O _ 0 _ U O O T U fn 0 e000 0 3000 6000 N FIGURE 2-1 - NASH FEET City of Bozeman Wastewater Analysis � City Of Bozeman Wastewater Facility Plan MORRISON H:\0417.048.DOCS.SECOND DRAFT.FIG 2-1 LdUse Vec Rast.DWG "miMMERLE,I C. Planning & Service Area Section 2 Future Study/Service Area Expansion As with any planning document, a wastewater and water facility plan should be considered a working document subject to changes as necessitated by political, regulatory or growth changes in a community. While the recommended study area is based on a reasoned boundary and is more than adequately sized to accommodate growth for the 20 year planning horizon, development outside of the study area will likely be proposed during the planning period. As such, it is important that procedures be in place to evaluate the expansion of the study area if development is proposed outside of the study area. The following are recommended procedures for evaluating the expansion of the study area: l. Identify the area that is requesting City services. 2. Identify elevations and required pressure zones, booster pumps and tanks. 3. Submit the first two items of the process and an explanation of the applicant's proposed methodology (see below) to the City Engineer for review and comment. 4. Once approved, the evaluation processes should be completed. The level of the evaluation should be based on the size of the proposal and the relative impact that the proposal has on the impacted water system as follows: a. Small scale proposals. Defined as less than 10 acres and less than 5% of the distribution system demand at the proposed point of connection. i. Analyze if capacity exists in the existing pipe network based on a review of projected demands and installed and planned future pipe lines. ii. Analyze the impact that the proposed area has on existing distribution facilities and if future planned distribution improvements are required to serve the proposal. Assess the needed improvements to serve the proposed area. iii. Analyze the impact that proposed area has on the location and installation of distribution facilities to serve future additions to the study area. b. Large scale proposals. Defined as greater than 10 acres and/or greater than 5% of the distribution system demand at the proposed point of connection. i. Analyze the impact that the proposal has on the water treatment system and source based on a review of the available capacity of the plant relative to committed capacity. This requirement may be waived by the City Engineer as he deems appropriate. ii. If the applicant is requesting to connect to facilities which serve or will serve areas within the existing planning area the following shall be provided: 4 Planning&Service Area Section 2 a. Analyze if capacity exists in the existing pipe network based on a review of projected demands and installed and planned future pipe lines. b. Analyze the impact that the proposed area has on existing distribution facilities and if future planned distribution improvements are required to serve the proposal. Assess the needed improvements to serve the proposed area. C. Prepare a plan and perform a detailed water modeling study that includes an evaluation of future developments within the study area to show that capacity exists. 5. The evaluation shall be submitted to the City Engineer for review, comment and a recommendation for approval if appropriate. The final decision shall be made by the City Commission. 6. Depending on the size andunpact of the service area expansion, the City Engineer may request additional data collection and studies that he deems appropriate. The recommended procedures to evaluate the expansion of the service area are considered adequate to provide for a reasonable methodology of evaluating the impact of the service area expansion on a regional basis. POPULATION AND LAND USE Introduction Current and projected population data is required in order to evaluate the existing water facilities and to plan for the future. A review of land use patterns is also an important part of analyzing existing capacities and future needs. An analysis of population trends along with a review of published population projections has been completed. Existin-, Population Conditions The population of the City of Bozeman has been steadily growing over the past five years at a very fast pace. Population data is available from a variety of sources and can be estimated in a number of ways. A review of historic population figures for Bozeman is discussed and a more detailed review of population trends since the year 2000 is provided below. The following table provides the City's historic ten year population trends based on United States Census Bureau data from the year 1900 to the year 2000: 5 PlunninA,& Seri,ice Area Section 2 Table 2.1—City of Bozeman Historic Population Trends by Decade Year Population Percent Increase per Decade 1900 3,419 1910 5,107 49.4% 1920 6,183 21.1% 1930 8,855 43.2% 1940 8,665 -2.1% 1950 11,325 30.7% 1960 13,361 18.0% 1970 18,670 39.7% 1980 21,645 15.9% 1990 22,660 4.7% 2000 27,509 21.4% The Bozeman 2020 Community Plan provides background information regarding the rate of growth over the past decades. The current growth trend is likely due to the ongoing trend of migration to the Rocky Mountain West. In addition to the detailed census completed for each decade, the United States Census Bureau provides annual population estimates each year. These estimates are based on the population in the month of July compared to the decennial census which is based on the population in the month of April. The following table lists the Census Bureau's yearly estimates from the year 2000 to 2004. Table 2.2—City of Bozeman Recent Population Trends by Year Year Population Percent Increase per Year 2000 27,948 2001 28,663 2.9% 2002 29,475 2.8% 2003 30,753 4.3% 2004 32,414 5.4% Based on the estimates, the population is growing at a fast pace and the rate of increase in population is rising. The average yearly percent increase over the period is approximately 3.9 percent. An analysis of building permits issued by the City of Bozeman was completed to provide a more current assessment of population trends. The assessment starts with the 2000 Census base data and utilizes the average capita per dwelling unit from the 2000 Census of 2.3 people per dwelling unit. Building permits were taken on a yearly basis with an assumed occupation of the dwelling unit the following year. A 5% vacancy rate was utilized to account for unoccupied dwelling units. The following table provides a tabulation of building pen-nits and the associated population estimates. 6 Planning&Service Area Section 2 Table 2.3—City of Bozeman Recent Population Trends by Year Building Permit Analysis Year Building Estimated Estimated Population Percent Permits Additional Additional Estimate Population Issued in Occupied Units Population April of Year Increase Previous Year 2000 n/a 27,509 2001 354 336 773 28,282 2.8% 2002 386 367 843 29,126 3.0% 2003 503 478 1,099 30,225 3.8% 2004 613 582 1,339 31,564 4.4% 2005 861 818 1,881 33,446 6.0% 2006 949 902 2,074 35,520 6.2% Based on this information the recent trend in growth is continuing. The average yearly percent increase over the period is approximately 4.4 percent. The rate of growth is continuing to increase over the period. The number and size of development proposals including annexations and subdivisions submitted to the City of Bozeman Department of Planning and Community Development continues at very high levels indicating that the current growth trends are not slowing down. Existing Land Use Conditions Every community is unique in terms of its water demands. Characteristics that provide for variation in flows and loading are related to the type of user. For example some communities have large industrial users which can generate very high water demands. In other communities the commercial and industrial demands may be very small such as in a "bedroom" community. Some of the unique characteristics of Bozeman that relate to water include it is the home of Montana State University, there is a limited amount of industrial activity and it serves as a regional commercial center. In 2005, commercial users (businesses, industrial and manufacturing) excluding MSU contributed approximately 26% of the water usage demands. Montana State University is the largest employer in Bozeman and contributes greatly to the population base. The student population of MSU is approximately 12,000 with approximately 75% of the students living within the city limits of Bozeman. Based on the City of Bozeman 2020 Plan, MSU directly accounts for approximately 11% (2,400) of the total employees working within the City limits. MSU conducts a large amount of research in a wide array of fields. MSU also attracts a large number of people to the community for athletic events, conferences and other activities. In 2005, MSU contributed about 11% of the water demands for the community. Bozeman serves as a regional commercial center drawing employees, shoppers, health patients and others from Gallatin County and the surrounding areas. This activity increases water 7 Planning& Seri,ice Area Section 2 demands beyond what is considered normal for a typical city the size of Bozeman. The temporary visitors to the community contribute to the water demands of the system to a varying degree. For example a person staying at a motel may consume a similar amount of water as a resident of the City, while a shopper or an employee that spends a day in town will consume much less water than a typical fiilltime resident. Population Projections Projections of future populations serve as a foundation for the planning and design of collection and treatment systems and for financial plamiing purposes. There are several methods that may be used to project population growth. No method is exact and all have limited reliability and must be tempered by knowledge of the area, its industry, employment potential, economic conditions, trade area, and state of development. It is important to note that while population projections are used in the planning of water facilities, the timing of specific projects should be tied to actual water demands. Published population projections are available from a variety of sources at the state and county level. Projections at the city or town level are generally only available through individual studies. The following tables provide a summary of various published population projections for Gallatin County and the City of Bozeman. Table 2.4 - Gallatin County Population Projections-2005 to 2030 2000 2005 2010 2015 2020 2025 2030 Very High Growth (Bozeman Area Transportation Plan,2001) 65,229 87,600 111,707 High Growth (Bozeman Area Transportation Plan,2001) 65,229 80,901 96,573 Moderate Growth (Bozeman Area Transportation Plan,2001) 65,229 74,649 84,068 MT Economic and Demographic Databook,2004 68,210 81,090 93,200 99,140 105,110 Bozeman 2020 Community Plan,2001 65,229 72,280 79,620 86,240 93,220 NPA Data Services,2004 67,831 74,570 80,430 86,120 91,750 97,340 Gallatin County Needs Assessment, 2004 85,050 93.810 102,790 112.020 Table 2.5 -City of Bozeman Population Projections- 2000 to 2020 2000 2005 2010 2015 2020 Bozeman 2020 Community Plan,2001 31,636 35,950 39,600 43,120 46,600 The Bozeman 2020 Coininunity Plan population projection was completed in the late 1990's prior to the 2000 Census being completed. A review of the data indicates that the year 2000 population was over estimated and the growth rate between 2000 and 2005 was under estimated. 8 Planning&Service Area Section 2 The population data available for the last four years clearly indicates a high rate of growth and an upward trend in growth rates. On a yearly average basis the growth rate over the last 3 years has averaged 4.7%. Based on recent growth rates and continued growth trends it is our recommendation to utilize a 5% growth rate for the 20 year facility planning period. The table below identifies the recommended population projections: Table 2.6—City of Bozeman Projected Population Year Projected Population 2005 33,450 2010 42,700 2015 54,500 2020 69,500 2025 88,700 These population projections are substantially higher than projections in the Bozeman 2020 Community Plan and higher than historical trends. Due to this difference it is important to review what impact the population projections will have on the planning effort and examine a few key questions relative to the projected growth. Is there any indication that growth will slow down in the near term? Based on a number of indicators such as economic reports, building permits and development proposals there is no indication that growth is slowing in the Bozeman area. What will the population projections be utilized for in the facility planning process?The primary use for the population projections in the facility planning process is to plan for the future improvements needed to accommodate growth. It is not the intent of the facility plans to recommend that all improvements needed to serve the 2025 population be implemented in the near term,but rather to identify what improvements may be required in the future so that projects implemented in the near term provide for the flexibility to be expanded to meet long term needs. While the plan will evaluate what improvements may be needed in the 20 year planning period, it is important to note that recommendations for the timing of improvements will be based on population or demand values and not tied to specific years. What will happen if the projections either under estimate or over estimate future populations? If the population projections under estimate the future population, the City will find itself falling behind on needed infrastructure improvements and may not be able to accommodate growth. If the population projections over estimate the future population, the facility plans will identify long term projects that may not be needed within the 20 year planning period. Bozeman is expected to continue growing at a significant rate during the planning period. Population projections are simply one of the tools to be used in the planning process. Population trends, building permit activity and development activity should be monitored during the life of the facility plan so that appropriate decisions can be made over the useful life of the planning document. 9 Planning& Service Area Section 2 Land L'se Projections Projecting future land uses in a detailed manner is not possible through an infrastructure planning study; however, it is useful to examine trends and available planning documents that impact overall land use patterns. The available land use planning documents include the Bozeman 2020 Community Plan and the Gallatin County Bozeman Area Plan. The Bozeman 2020 Community Plan provides land use designations for all land within the 2020 boundary which provides a useful basis for water system planning. The Bozeman Area Plan provides a framework for land uses, although as property is annexed into the City of Bozeman the land designations are subject to significant changes. As such the Bozeman Area Plan is not utilized as a detailed tool in the projection of future land use within the study boundary. Land use trends that impact water system planning include overall population/land use densities and significant changes in percentages of various land use categories. City of Bozeman census data from the last two censuses indicate a downward trend in the overall average number of people occupying a dwelling unit. In 1990 the average number of people per dwelling unit was 2.5,while in 2000 the average number declined to 2.3 people per dwelling unit. This decrease in occupancy rates results in an increase number of total dwelling units for a given population. Another noted trend is a decrease in lot size resulting in increased housing density that has occurred over the past ten years. The City of Bozeman's Unified Development Ordinance encourages higher density development than previous city planning regulations and the current economic climate in terms of lot supply/demand and cost encourages developers to market smaller lots and increase project densities. The general mix of land use categories is not expected to dramatically change over the duration of the planning period. However, increasing lot density is an important factor in the planning of water facilities. SERVICE AREA Introduction A service area is a defined boundary where a community makes a commitment to provide water service as facilities become available. For the purposes of facility planning, a service area can be a subset of the study area. In many communities service area boundaries adjoin the boundaries of other water districts or other community water system service areas. The reasons for having a distinct service area can be based on a number of geographical and political reasons. 10 Planning & Service Area Section 2 Service Area Delineation The recommended service area for this plan is the entire defined study area. This is based on the general trend of the governing bodies to accept annexations to expand the size of the community and to promote development that utilizes central water services_ At the present time it does not appear that any other water district or community is reasonably positioned to provide water service to the land within the study area. POPULATION AND LAND USE DISTRIBUTION Introduction The existing and future distribution of population through the study area is an important consideration in water distribution system planning. The land use patterns and the distribution of population establish the basis for water system needs. The land use patterns also can be utilized in the evaluation of potential regional water treatment or distribution system improvements. It is important to note that this document is not intended to be a land use planning document thus the population and land use projections are made on a generalized basis in order to accommodate future growth. For the purposes of this plan the population/land use distribution is based on a saturation density or full build-out conditions. The specific location of future growth and land uses cannot be accurately predicted. In order to adequately size the distribution system for long term growth a saturation model is appropriate. Future Study Area Characteristics The study area includes a mix of developed and undeveloped lands and a variety of land uses. The study area contains numerous micro scale features that impact development potential. These include streams, wetlands, areas of steep slopes, utility and transportation corridors and other similar features. While these features impact development potential at a micro scale within the study area, they do not significantly impact the projection of water demands within the study area. The two significant land features that will likely limit development in specific areas include designated flood plains and areas of excessively steep slopes. There are many areas within the study area that are developed at rural densities that would place a low demand on water distribution facilities, however it is probable that many of the areas will re-develop at higher densities within the 20 year planning period or within the 100 year useful life of the distribution system infrastructure. With these items in mind, the future characteristics of the study area are assumed to mirror the characteristics of those withal the existing city limits of Bozeman for the purpose of water system planning. Recommended Distribution Methodology The recommended procedure for distributing population and associated water demands throughout the study area is based on land use classifications. The study area has been divided into five general categories for this purpose. These categories are as follows: 11 Plarurin- Service.lrea Section 2 1. Developed areas within the city limits. For developed areas of the city the land use is defined based on the gross area of the land and is defined by a variety of land use categories. 2. Vacant areas within the city limits (city infill). This land has a defined general land use designation and assigned zoning. 3. Land outside of the existing city limits but within the 2020 Plan boundary that has defined land uses. This land is generally undeveloped and unzoned, however the general land use is defined. 4. Land within the 2020 Plan boundary that is designated future urban. This category of land does not have a defined future land use. The 2020 Plan designates it as land that will be incorporated into the city; but, the use of the land is undefined. 5. Land outside of the 2020 Plan Boundary. This category includes land that the use has not been contemplated in an urban setting. While Gallatin County has a land use plan for the area it is not appropriate for the purposes of this study. This category of land is treated the same for water facility planning purposes as the land within the future urban category noted in Item 4 above. The methodology noted above is utilized to assign existing water demands for areas connected to the water system and predict future water demand distribution within the study area for the purposes of water distribution system planning. A detailed description of flow distribution is provided in Sections 3.B and 5.B. References Allied Engineering Services, Inc. (2005), City of Bozeman Water Facility Plan—Work Product City of Bozeman (2001), Bozeman 2020 Community Plan Gallatin County (2005), Bozeman Area Plan Update—Draft City of Bozeman (2005),Building Permit Reports City of Bozeman (2005), GIS Land Use Data City of Bozeman (2005),Wastewater Flow Data Gallatin County (2004), Office Space and Facilities Needs Assessment Montana Department of Commerce (2004), Economic and Demographic Databook NPA Data Services (2005), Montana Population Projections Robert Peccia &Associates (2001), Greater Bozeman Area Transportation Plan US Census Bureau, (2002), 2000 Census Data US Census Bureau, (2005) Population Estimates 12 Evaluate Condition of*E_risting Facilities-Treatment Section 3.A HYALITE/SOURDOUGH WATER TREATMENT PLANT History The City of Bozeman has historically relied on water from Hyalite and Sourdough Creeks for over 90 percent of its water supply. The Lyman Spring source provides a minor although increasingly important contribution, both for primary supply to the North Pressure Zone and recently to augment Hyalite/Sourdough flows during periods of high turbidity from those sources (see Lyman system discussion appearing later in this section). Water is diverted from intakes on Hyalite and Sourdough Creeks, and conveyed through gravity transmission mains to the existing water treatment plant (WTP) located at the south end of Sourdough Road. Four concrete sedimentation basins from the 1950's pre-date the WTP, and provided rudimentary treatment by settling until 1983 when the original plant was constructed. These basins were incorporated into the plant construction, having been partitioned into clearwell and backwash basin areas. The WTP as constructed in 1983 uses a direct filtration process, capitalizing on the low turbidity typical of Hyalite and Sourdough Creek waters during most of the year. The original plant included twin flocculation basins and eight dual media filter units, the latter arranged in two banks with common-wall construction. Flocculation and filtration equipment, along with supporting controls,were provided and designed by Thomas, Dean& Hoskins. Coagulant feed, fluoridation, and chlorination facilities were provided, intended for batching of dry coagulants and polymers. The plant was designed with a treatment capacity of 10 MGD, although key pipelines and flow facilities were designed to handle 20 MGD in anticipation of future expansion. The 1983 treatment system was housed in a single-story, steel framed Armco insulated metal building. In 1993, treatment capacity was expanded to 15 MGD with the addition of four filters, each paired with its own flocculation basin. AquaFloc treatment units supplied through Filter Tech Systems of Commerce City, Colorado were used. That manufacturer's design incorporated several refinements, compared to the earlier construction. This resulted in some differences and improvements with the newer equipment, most significantly the dedication of individual hydraulically mixed flocculation basins ahead of each filter. The original plant building had ample floor space for the additional filter units. Coagulant (including filter aid polymer) feed systems were upgraded to allow handling of liquid chemicals instead of the original volurnetric dry feeders. While currently occupied in part by liquid chemical storage and feed equipment, building floor space remains for up to four additional filters. 1 Evaluate Condition of'Existing Facilities-Treatment Section 3.A The plant control room area was also expanded in 1993. Plant controls have been incrementally upgraded over the life of the plant. Real time data tracking is provided through proprietary Total System Resource software, although automated control is generally lacking. Operators control most key plant functions manually. In conjunction with replacement of the Hyalite raw water transmission main in 2005-2006, a new Connection Building was constructed at the southwest corner of the plant. This building includes flow control valves for the new Hyalite raw water pipeline, and will be commissioned in July 2006 (see Raw Water Facilities section following). Other major capital improvements at the plant since 1993 include the following: • New 15,000 sf concrete drying bed with gravel lining for solids dewatering from filter backwash water(1998). • Pumps and piping for discharge of settled backwash water to Sourdough Creek to comply with terms of an MPDES Discharge Permit issued to the City in 1996. • New caustic feed building for handling and delivery of 35 percent liquid sodium hydroxide for post-chlorination pH adjustment of finished water(1998). • Expansion of plant building office area(2000). • New asphalt paving for plant access roads (1998), and upgraded plant perimeter chainl nk fencing and signage (2004). • Filter effluent valves, actuators, and positioners replaced on Filters#1 through#8 (2003 — 2005). • New car ports and storage sheds, including oil storage area(2000—2005). • Replacement of plant air compressor system for pneumatic valve control (2005). • New fluoride residual analyzer(purchased; to be installed in 2006). WTP performance has generally been excellent. The plant has been able to maintain regulatory compliance through the evolution of the Surface Water Treatment Rule and amendments thereof. This is due partly to process improvements and retrofits, and in large share to the Operators' diligence. The City's $3.6 million capital investment in the plant (1983 plus 1993) has unarguably been recovered. With 22 years of service, the plant now faces three major limitations: 1. Key components, especially mechanized equipment and the building structure, are nearing the end of their useful lives. Regular equipment maintenance and replacements (e.g., pumps and motors) will not forestall facility replacement indefinitely. 2. The direct filtration treatment process, while effective most of the year,becomes marginal when raw water turbidity is high during spring runoff or flash thunderstorms in the watersheds. During such events filters can maintain adequate effluent quality, but backwash cycles become excessive, dropping plash efficiency to as low as 70 percent. 3. Rapid population growth and expansion of the water service area are steadily increasing the water demand. The current 15 MGD WTP capacity may be exceeded in as few as 2 Fi,aluate Condition of'F_.ristinsj,Facilities-Treatrnent Section 3.A five years. Plant capacity is already marginal when high raw water turbidity periods overlap with high consumer demand in early summer. With completion of disinfection, fluoridation, radon-stripping (currently unused), and storage improvements on the Lyman Spring supply in 2004, Operators intend to gradually expand its use, potentially beyond the North Pressure Zone (see Lyman system discussion appearing later in this section). Contingent of success of ongoing experimentation, Lyman water may be able to provide up to 2.0 MGD seasonally, rather than the historic 0.7 to 1.0 MGD used in the past. As an underground spring collector, Lyman water offers two distinct advantages over the WTP: 1. Water quality remains consistently high during spring runoff and precipitation events. 2. As a groundwater source not under the direct influence of surface water, filtration treatment is not necessary. Expansion in the use of Lyman water therefore may factor into future decisions and timing on improvements at the Hyalite/Sourdough WTP. Increased utilization of Lyman water may prove cost-effective in temporarily forestalling expansion or replacement of the WTP. Financial History The 1983 Hyalite/Sourdough plant construction was funded by a water revenue bond. The 1993 plant expansion was funded by an additional revenue bond. Both expenditures required repayment through the City water rate base, which along with inflationary increases in O&M costs have resulted in incremental rate increases over the past two decades. Debt remains on the Hyalite/Sourdough WTP facilities from a series 1995 (refinanced) bond, which expires in December 2006. Additional bond and loan (DNRC Coal Tax Bond) debt remains on the recent Lyman spring collection and piping improvements, and will not expire until 2009 and 2011 (see Section 3.D). Analysis of Existing Facilities A site plan of facilities external to the Sourdough/Hyalite WTP appears in Figure 3.A.1, and includes piping from raw water sources, backwash handling facilities, and finished water delivery piping. 3 3 lD n r v+ P n z STORM DRAIN DETENTION m POND SLUDGE DRYING BED N CAUSTIC BUILDING 0 a x a 0 Q 0 IY z —�, 0 Z Q V BACKWASH 'ACCESS p G SURGE � RrV� � a BASIN CAR N � OIL SHED �PORTS 'i OPERATOR MAIN W.T.P. RESIDENCE BUILDING BACKWASH WATER BASINS OLD 24" HYALITE RAW WATER SHED AGE ' r MAIN ' NEW HYALITE RAW WATER l—W CONNECTION BLDG. IN 4 NEW 24" HYALITE RAW WATER J MAIN 30 "SOURDOUGH RAW WATER MAIN RAW WATER TRANSMISSION VAULT INLET TOWER EXISTING HYALITE/SOURDOUGH WTP SITE PLAN CITY 1' D 7� "�d�i�!/,,7 BETA 5/24/06 CIT 3 �� Civil I;nginccring ��twrPf 4V FIGURE 3.A.1 WATER�R FACILITY'PLAN Land snrv��i,�g \v ij D..z,gr: Gnu ALLIED Gcotechnical Engineering +iip - SEC. 2 005 BOZEMAN,MONTANA FNGINEKRtN. Structural Engineering «,,�� FIG-7 c� LEGEND HYALITE RAW WATER HYALITE RAW WATER MAIN MAIN (NEW) PROCESS WATER 0 SOURDOUGH RAW a WATER MAIN RAW WATER TRANSMISSION $ N MAIN VAULT BACKWASH WATER/ — — — — — — — - o g ti CLEARWELL EXIT WASTE WATER z SOURDOUGH CREEK TO SOURDOUGH 0 _ OVERFLOW TO � m CHEMICAL FEED (ALL FEED —� `u` "' PLANT AIR CREEK POINTS NOT SHOWN) cz HOUSE WATER I m < a o cc CL BOOSTER METER SURFACE WASH PUMP------- �� —)TO SOURDOUGH (FILTERS #1—#8) t_r;r F TANK 1rr� BACKWASH PUMPS I 1 I FILTERS #1—#4 — — —BACKWASH DISCHARGE 'I...._'vHL RI�tlE \ PUMPS >`=s_ METER .'� —> E C'iI INCJ9p c�•��"- FLOC BASIN #1 I I Ii STORAGE t V LET FLUM use \ 1 — — +—FILTER TO WASTES r — —f — — T— Fl-LORIDE O ORINATOR .y °�Z:;3 R}OM ROOM FROM BACKWASH FILTERS #5—#8 SURGE BASIN.. G ---,I FLASH MIX I FLOC BASIN #2 ONTROL I`i\ TROOM o ROOM �,—; HIPLu Qz Z FERRIC CHLORIDE S---� k4~l z u CATIONIC POLYMER I z vi W N FILTERS #9—#12 I i LAB LIQUID CHEMICAL /� STORAGE & FEED AREA CLEARWELL—/ INSPECTION ! PORT FLOC BASINS FOR FILTERS #9—#12 'FILTER AID POLYMER BACKWASH SUMP AIR SCOUR t BLOWERS (FILTERS #9—#12) r' L ' pq L� BACKWASH WATER BASINS I W H W C) ' TO BACKWASH SURGE BASIN 4- - - - - - - - -- -- - - -- - -- - - - - -- - -- - - - - -� —� EXISTING HYALITE/SOURDOUGH W.T.P. PROCESS SCHEMATIC Evaluate Condition of Existing Facilities-Treatment Section 3.A A schematic of the water treatment process within the plant appears in Figure 3.A.2. Individual treatment units, major piping, and supporting chemical and pump systems are shown Raw Water Facilities Sourdough Creek Intake and Transmission Main The Sourdough Creek supply provides approximately half of the raw water supply to the Sourdough/Hyalite WTP. Sourdough Creek water is the "baseline" supply for the plant. Sourdough water is supplemented by the City's seasonal (winter) water rights on Hyalite Creek, and stored rights in Hyalite Reservoir used for summer peak demands. The City of Bozeman holds 263 miners inches (2,959 gpm) of year around water rights on Sourdough Creek (see Section 3.Q. Sourdough water is collected at a new creek diversion and intake, and enters a gravity transmission main to the WTP. The diversion and intake was constructed in 2002, and includes a stream side retaining wall with a stilling cove and grated pipe entrance along the east side of a small natural pool in the creek approximately 6,000 feet upstream from the plant. The pipe entrance is equipped with an adjustable gate to regulate flow. Water is piped to a screening building adjacent the intake, where it cascades through inclined stainless steel "wedge wire" fine screens. Screen slot size (i.e., 1 mm) is adequate to exclude small sticks, leaves, fish fingerlings, and most pine needles. Screened flow enters the raw water transmission main, and surplus flow and debris not passing through the screens is shunted by pipeline back to the creek. The screening arrangement promotes safe fish passage back into the creek, which was also factor in the design. A manually gated bypass of the screen is provided, allowing creek water to enter the raw water transmission main unscreened. The City constructed an insulated, wood frame building over the screening equipment after freezing problems were encountered during initial winter operations. Power is not available at the site, the nearest electric utilities being approximately one mile downstream at the mouth of the Sourdough Canyon. Operators have added spray-applied foam insulation to the inside of the building since construction, in an effort to combat screen icing problems in the winter. Immediately downstream of the screening building, a deep prefabricated manhole with 12-inch Parshall flume is installed for flow measurement. The flume is read manually, and no flow monitoring or telemetry equipment is provided. A Venturi flowmeter provides additional flow monitoring on the Sourdough raw water transmission main,just upstream of the Inlet Tower at the WTP site. Downstream of the Parshall flume, flow is conveyed through relatively new 24-inch ductile iron pipe (DIP) for 2,800 feet. Laid in 2002, the new DIP replaced substandard 18-inch clay pipe that restricted hydraulics in the system to an estimated 8.9 MGD (Water Facility Plan for Bozeman, Montana, MSE-HKM Engineering, 1997). A theoretical capacity analysis has not been redone since the piping upgrade, but the new DIP is an obvious hydraulic asset in terms of larger 6 Evaluate Condition of Existing Facilities-Treatinent Section 3.A diameter, pressure-rated pipe. A detailed hydraulic analysis should be done in the near future on the newer (upper) portion of the Sourdough raw water transmission main, if additional water rights and flows are contemplated from this source in response to future growth. Below the new DIP, the downstream 3,555 feet of Sourdough raw water transmission main is 30- inch concrete cylinder pipe, dating from 1983. This pipe is also in good condition, and the above-referenced 1997 study rates its theoretical capacity at 19.8 MGD. The transmission main operates primarily as an open-channel flow conduit, and drops approximately 100 feet from the intake to the plant site. Backpressure on the lower end of the line from the WTP Inlet Tower reduces the overall hydraulic gradient change to between 60 and 70 feet, depending on water level in the tower. The open channel flow behavior of flow in the Sourdough raw water transmission main is suspected of promoting air entrainment and dissolution in water entering the WTP. As discussed in following sections on Inlet Tower and Plant Filter performance, air binding from air entrainment in both raw water sources is a significant plant performance problem. The Sourdough raw water transmission main and new intake is in good condition, with the oldest components in service only dating to 1983 (30-inch portions of transmission main). Design of the facilities generally complies with requirements of Circular DEQI. No current problems are reported with the raw water transmission main, other than hydraulically induced air entrainment and resulting impairments to water filtration. Theoretical hydraulic capacity is adequate, and exceeds the City's water rights on the Sourdough Creek source. Several performance problems have been encountered during the iiutial years of operation with the new intake and screening facility: • Large debris can accumulate in the stilling cove of the creek intake, plugging the inlet grating and restricting flow. Manual removal is difficult and hazardous for Operators. Debris accumulation is aggravated by fluctuating stream flows, and the location of the intake wall on the opposite side of the pool from the active creek channel. Waterlogged brush and logs are the most troublesome, and Operators have installed additional lumber deflectors across the entrance to the stilling bay to exclude more debris. During a June 2004 field inspection of the intake, the authors also noted silt accumulation built up in the creek pool adjacent the intake, likely induced by the lack of stream velocity there. • The screening building lacks power, lights, and heat. This has proven problematic with chronic freezing difficulties during winter operation. During the past three winters of operation, the screening facility has routinely been bypassed for extended periods due to ice fouling of screens. Multiple factors appear to underlie the freezing problems. Sourdough Creek water can be at an ambient winter temperature of 32 degrees or less. When cascading across the screens in the unheated building, ice formation is inevitable. The open head tank directly upstream of the screens also freezes over. Once ice forms on the screens, it is difficult to remove, given the absence of heat and power at the building. The screens are located in an open concrete wet well, and Operators have found that 7 Evaluate Condition af'Eristing Facilities-Treatment Section 3.A projecting heat into that area with portable propane units is difficult and marginally effective. The tremendous thermal mass of cold water also compromises the effectiveness of any continuous heating efforts. Operators typically bypass the screens during the first icing episode, attempt to thaw out the drained screens, and eventually are forced to abandon (bypass) the screens altogether each winter. While loads are reduced in the creek during the winter, the cessation of screening allows unnecessary debris to enter the raw water transmission main and treatment plant. Sourdough Creek water is the City's main winter water source, so any impairments to sustainable flow collection are serious! • Hydraulic turbulence at the Parshall flume in the manhole directly downstream of the screening building prevents accurate flow measurements. The 24-inch piping leaving the screening facility includes a 90-degree elbow just downstream of the screens. The Parshall flume is located too close to this elbow to allow laminar flow conditions to resume. The resulting turbulence causing "bouncing" of the water level entering the flume, and compromises accurate flow readings. The manhole is deep and inaccessible without using Confined Space Entry procedures, so the flume-mounted staff gage is unreadable and manual flow measurements are made from the top of the manhole. A stilling well is provided in the prefabricated flume channel, but has not been used for measurements. It may help dampen hydraulic interference to take measurements in the stilling well. The system would also benefit from flow monitoring instrumentation to automatically relay flow readings to the WTP, perhaps via a solar-powered telemetry transceiver if electrical power is not extended to the site. Hyalite Intake and Transmission Main Water released from Hyalite (Middle Creek) Reservoir is conveyed down Hyalite Creek, and can be partially diverted into a City intake there. This is a second year around raw water source for the WTP, and provides important peaking supply for higher seasonal (suminer) demands. Use of the Hyalite source during the winter remains at a consistent 190 acre-feet per month, based on the City's water right on Hyalite Creek between September 15"'and April 15`i'. The City of Bozeman also holds 5,319 acre feet of water rights under a reservoir storage contract on this source, to be discharged at any rate of its choosing (see Section 3.C). A 20-percent shrink is assigned to the lake water per a water users' agreement. A ditch rider controls the withdrawals from the reservoir. When more or less flow is desired at the plant, this individual must be contacted to adjust the reservoir outlet. The approximate eight-mile distance between Hyalite Reservoir and the City intake results in three to four hours of transit time before any flow changes reach the intake. The ditch rider requires 24-hour advance notice to adjust reservoir withdrawal rates. Substantial additional flow is conveyed from the reservoir, down Hyalite Creek,to serve downstream irrigation users. The existing Hyalite raw water transmission main has just been replaced. The existing Hyalite Creek intake is also being upgraded as part of these improvements with new screening facilities and intake vaults. The City budgeted for these $5 million improvements from cash reserves, and 8 Evaluate Condition of Existing Facilities-Treatment Section 3.A construction occurred in 2005 - 2006. The new raw water transmission main and Connection Building will be commissioned in June 2006, with start-up of the new intake on Hyalite Creek anticipated in July. Built in 1957, the existing intake used one-inch bar screens for debris exclusion. An ogee weir provides backwater to the two screened intake gates. The old transmission main consists of 18,200 feet of 21-inch and 2,800 feet of 18-inch concrete cylinder pipe. Approximately 260 feet of fall occurs along the pipeline, with gradient boxes and air/vac valves provided to maintain hydraulics. Theoretical capacity was estimated at 8.6 MGD, although empirical experience has shown it to be only 6.9 MGD, likely due to air binding in the line (Water Facility Plan for Bozeman, Montana, MSE-HKM Engineering, 1997). Hyalite raw water flow was measured in the past with a Venturi meter at the entrance to the plant, just upstream of the Inlet Tower. (This flowmeter was removed in 2005, and will be moved to the Hyalite intake in 2006.) Flow control was accomplished with a valve near the intake, recently supplemented by throttling at the downstream end of the pipeline at the WTP to partially surcharge the line and reduce air entrainment and air binding in the plant filters. With downstream throttling, air binding problems still persisted at flows above 4,000 gpm. Preparations for the recent Hyalite raw water improvements included the May 2003 publication of the Hyalite Water Transmission Main and Raw Water Intake Project Pre-Design Report (Morrison-Maierle, Inc.), a subsequent January 2004 Preliminary Design Report by the same authors, and 2005 construction drawings by Morrison-Maierle, Inc. The new design is sized for up to 17.5 MGD of flow. Newly constructed facilities include: • Existing spillway(ogee weir)repairs and enhancements, and addition of a fish ladder; • New intake with turbidity baffle curtains, trash racks, and pre-settling vault; • New Intake Building with power, HVAC, flow metering, and control provisions; • Removable stainless steel "tee screens" with air backwash (for cleaning and ice deterrence) in new Intake Building,with bypass capability, • New 30-inch DIP transmission main from the intake, 1,750 feet downstream; • New 24-inch DIP transmission main for the remainder of the distance to the WTP (approximately 21,000 feet), terminating at the new Connection Building; • Blow-off, isolation, and air/vacuum release valves intermittently located along the new transmission mains; and • New Hyalite Transmission Main Connection Building at WTP site. The new transmission main follows a different alignment than the existing line. The existing 18- and 21-inch transmission main is proposed to remain in place for potential and/or redundant capacity for the future. The new Connection Building at the plant includes six-inch, 14-inch, and 24-inch flow control valves, incrementally sized for winter, intermediate, and peak summer flows. A 10-inch pressure relief valve is also provided. Pilot-actuated flow control valves interface with the plant SCADA system to allow flow rate selection and provide flow measurement. 9 Emlctate Condition oj'Existing Facilities-Treatment Section 3_4 In addition to greater capacity, the intake improvements will afford better screening, flow rate management, and ice deterrence. Significantly, the proposed new transmission main will operate as a pressure conduit, remedying past air entrainment problems attributed to open channel flow. Flow will be regulated to arrive at the WTP with approximately 20 psi of residual pressure, intended partly to accommodate the addition or modification of pre-treatment processes at the plant (Hyalite Transmission Main and Raw Water Intake Project Preliminary Design Report, Morrison-Maierle, Inc., January 2004). Water Treatment Plant Inlet and Tower Raw waters from the new Hyalite Connection Building and the 30-inch Sourdough transmission main join in a vault outside the southwest corner of the WTP building. Separate valving permits either line to be isolated. As described above, flow monitoring of the Hyalite raw water is now accomplished in conjunction with new flow control valves in the Connection Building. A Venturi flowmeter remains on the Sourdough line in the vault. A temporary Doppler meter is currently in place on the Hyalite main in the vault, replacing the Venturi meter that is being relocated to the Hyalite intake. Operators are considering a permanent new Doppler meter on the Hyalite transmission main in the vault, at an estimated cost of$9,000. The combined Hyalite/Sourdough flow enters the bottom of the Inlet Tower, a 7,500-gal concrete headbox extending above the plant building roofline. Inside the building, a 36-inch raw water pipeline exits midway up the side of the Inlet Tower, delivering flow to the treatment process. The Inlet Tower includes a weir and separate overflow chamber, piped back to Sourdough Creek directly west of the plant. When raw water delivery from Hyalite and/or Sourdough Creeks exceeds the plant operating rate (dictated by consumer demand through storage tank levels), excess water overflows back to the creek. This overflow can be substantial, averaging 1.0 to 1.5 MGD annually, with peaks approaching 5.0 MGD (see Figure 3.A.3 following page). Two phenomena cause significant overflows from the plant Inlet Tower: • Raw water flow into the Inlet Tower is not fully regulated at the plant. Sourdough raw water flow control occurs at that intake, and Hyalite stored water releases are controlled at that reservoir. The new Hyalite raw water improvements will provide instantaneous flow regulation at the plant from that source, but flow adjustments in remote locations are time-consuming and transit time in the long raw water lines delays resultant flow changes at the plant. • The inability to quickly regulate flows arriving at the plant forces Operators to forecast water demands a day or more in advance. Forecasting must err on the high side to avoid shortfalls, and unexpected rain can suddenly curtail consumer demand. 10 � I - VOOZ/L/9, b00Z/L/£ bOOZ/L/L - £OOZ/L/Lb CL tm £OOZ/L/6. EOOZ/l/L' £OOZ/091 +' I £OOZ/L/L c r ZOOZ/W6!, O N ti O .ZIIZLI/L i M L .v ZOOZ/L/£ ZOOZ/L/L'I LOOZ/L/L I 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a o 0 6 0 6 0 6 6 o 0 0 0 0 0 0 0 Ci Ci C 0 C 0 0 C 0 0 0 0 0 0 0 0 0 0 o a o 0 0 0 0 0 0 0 0 0 0 0 L6 M N N Ei,aluate Condition of Existing Facilities-Treatment Section 3.A Overflow rates are determined mathematically by the difference between Hyalite/Sourdough flows arriving at the plant and the flowmeter reading to the treatment process (downstream of the Inlet Tower). This mathematical approach to plant overflow rates occasionally results in negative overflow values due to metering inaccuracies (see Figure 3.A.3). Plant operators calibrate the Hyalite, Sourdough, and plant influent flowmeters periodically, but suspect some chronic meter inaccuracy (see Instrumentation and Control Section). When plant pipelines were installed, coal tar lining was field applied to the interior of lines, reportedly up to a thickness of 1/4 inch. No record exists if such coating continued through the interior throats of Venturi flowmeters,but if so,meter accuracy could have been affected. No raw water screening provisions are provided at the plant inlet. The new Sourdough Creek intake includes fine self-cleaning screens, omen bypassed in winter because of icing problems. New screens are also included in the current Hyalite intake improvements. A pre-chlorination point at the Inlet Tower has been historically unneeded and unused. With the new (downstream) flow control valves at the Connection Building, the new Hyalite raw water transmission main should remain pressurized. This will eliminate the open channel flow that occurred in portions of the old pipeline, and minimize air entrainment and resulting filter air binding problems. Dissolved gas super-saturation in cold temperature water may still occur seasonally,causing similar problems. Raw water turbidity monitoring is provided separately on the Hyalite and Sourdough sources. Each has a surface scatter turbidimeter. Additionally the combined raw water flow stream is monitored with a Hach 1720C turbidimeter. Turbidimeter measurements are continuous, and real time readings are logged through the plant's Total System Resource software (see Instrumentation and Control Section). I nmediately downstream of the Inlet Tower, flow to the treatment process is metered through another Venturi flowmeter. Plant flow is controlled through a 36-inch modulating Pratt butterfly valve. This valve was electro-pneumatically actuated, although manually set using a potentiometer to compare signals with the plant influent flowmeter. Operators are currently replacing the pneumatic system with an Auma electric actuator with integral controller. The replacement is intended to simplify flow adjustment, eliminate errant position "hunting" by the old actuator, and avoid problems with grease stiffening in the old unit during cold weather. The 36-inch valve remains too large for good flow adjustment sensitivity in the 5.0 to 10.0 MGD range over which the plant usually operates. In general, the Inlet Tower and related overflow and raw water valve vault perform satisfactorily. Operation and maintenance (O&M)problems relating to these facilities include the following: • Limited ability to adjust plant raw water flows arriving at the plant results in excessive overflows and complicates pacing treatment process operation to consumer water demand. 12 Evaluate Condition of Existing Facilities-Treatment Section 3.A • Absence of raw water screening at the plant allows pine needles and fine debris missed by intake screens to enter flocculation basins, although newly installed fine screens at the Hyalite intake will reduce this occurrence. • Field-applied pipe liner coatings may be adversely affecting the accuracy of Venturi flowmeters upstream and downstream of the Inlet Tower. Flocculation 10 MGD Flocculation Basins (1983 Construction) The original WTP construction included two,42,000-gal flocculation basins. Downstream of the plant influent flowmeter and flow control valve, the 36-inch header from the Inlet Tower splits to two lines feeding the respective basins. Coagulant injection points on each line precede mixers. Static in-line mixers on the lines are sized for 10 MGD each(20 MGD plant design), resulting in low mixing intensity at current plant flow rates. A 3.0-horsepower Lightnin 9LBS300 mechanical in-line mixer has been added on the piping train leading to the west flocculation basin in an attempt to improve flash mixing. Operators report recurring problems with leaks in the low-pressure packing, and sheared propellers on the mixer. Operators note that the coagulation process at the plant is relatively unaffected by flash mixing limitations. For the direct filtration process, a small "pin floc" is created, without the need or facilities for settling. Currently a combination of a relatively low dosage of liquid ferric chloride and seasonally varying amounts of Cytec 592C cationic polymer perform effectively without undue sensitivity to the degree of flash mix. Ferric chloride is fed approximately four feet upstream through an injection quill, while polymer is fed about one foot closer to the mixer(s). Resulting floc is strong and well captured in the downstream filters. Flocculation basins each contain two chambers, and are freestanding aluminum tanks (Photo 1). Original equipment included Reeves/Cleveland belt-driven paddle flocculators, which have not been used for eight years. Operators cite unavailability of replacement parts and the hazard of large oil bath gear reservoirs located above the open water surface as reasons for abandoning this equipment. Floc formation remains adequate without operating the mechanical flocculators. No individual flow control or flow metering is provided to the two flocculation basins, other than inlet isolation valves. Flow to each basin is outlet controlled. A drop box discharges flow from each basin, with close to a three-foot free fall, attesting to the durability of the pin floc formed. Outlet boxes were not positioned symmetrically in the two basins, with flow entering two sides of the box on the east basin and able to enter three sides on 13 I i Photo 1 - Floc Basin #2 serving 1983 train, showing discharge weir box in foreground and bridge for abandoned flocculator drive. jj7t1 C� t4 Photo 2- Individual Flocculation Basins on 1993 filters,with filter chambers visible in upper left. Evaluate Condition of*E.x-isting Facilities-Treatment Section 3.A the west unit. This resulted in a hydraulic imbalance, which operators remedied by adding a wood baffle in the west basin to mimic outlet conditions in the other basin. From the outlet boxes, flow combines in the influent channel feeding Filters#1 through#8. Flocculation basins are cleaned annually to remove accumulated sediment and debris. Flat floors in the basins, coupled with high sidewalls and undersized drain piping make this a labor- intensive process. Single eight-inch drain lines with butterfly valves plug with twigs and debris (there is no screening at the plant). Sediment must be hosed down and much of it bucketed out of the basins. A portable trash pump is used to convey sediment to the Backwash Water Basins, but its use is marginal given the suction head limitations posed by the 15-foot basin sidewalls. Two operators spend approximately seven, 10-hour days cleaning the battery of 12 newer and original flocculation basins. 5 MGD Flocculation Basins (1993 Construction) Flocculation basins installed in the 1993 construction are individually paired with Filters #9 through #12. The four basins each feed a dedicated filter. Ahead of the basins, a 3.0 hp variable speed mechanical flash mixer is Iocated on the header to the newer units. Ferric chloride is fed approximately four feet upstream of the mixer through an injection quill, while cationic polymer is fed into the propeller chamber of the mixer. Mixer speed is typically adjusted between 50 and 100 percent for low and high plant flows, respectively. This Lightnin XJC-350AM mixer is equipped with high-pressure packing, and does not experience the mechanical failures typical of the mechanical mixer on the west train of the old flocculation basins. Each new floc basin is of unitized construction with its respective filter(Photo 2). Flow enters at the east end of each pair through an individually metered and controlled influent line. Total plant flow is allocated between the old and newer floc basins (and filters) by a somewhat tedious manual process. Once total plant inflow is metered downstream of the Inlet Tower, the influent flow rate to each of the four newer flocculation basins (including their respective filters) is manually set using the butterfly valves and flowmeters at the inlet to each basin. This requires portable radio dialogue between the operator doing the adjusting and a companion in the plant control room. Flows to each of the four units are apportioned equally. Once set, these four flow increments are mathematically subtracted from the total plant inflow to determine the flow rate to the 1983 flocculation basins and Filters #1 through #8. The distribution of flow to each of the four newer flocculation basins (and filters) must be manually reset each time the total plant (in)ow is changed. Flocculation basin inlet lines also each have an electro-pneumatically actuated Keystone isolation valve, used primarily to stop flow for backwash of a filter. At 35,000 gallon each, the new flocculation tanks are of a different design than the original two plant basins. Operators report their performance to be superior to the older basins, and have routed as much as 50 percent of the plant flow through them when raw water turbidity is high. They also speculate that the better performance of the four newer flocculation basins may partly explain why Filters #9 through #12 consistently produce approximately 0.02 Ntu lower effluent turbidity than Filters#1 through#8. 15 Evaluate Condition of'Existing Facilities-Treatment Section 3.A The 1993 basins are of a three-chambered design with hydraulic mixing through a series of pipe ports and baffles. Flow enters each chamber through open-ended tees located high in the chamber, and then exits through pipe inlets near the floor. Flow from the final chamber enters the downstream filter. Problems during annual cleaning are similar to the older flocculation basins. Flat floors make sediment and debris removal labor intensive, and undersized single drain lines are obstructed with butterfly valves. A combination of hose-down, manual bucket removal, and trash pumping to the Backwash Water Basins is required. Flocculation Performance In general, flocculation performance at the Bozeman plant is satisfactory, and adequately suited to the direct filtration treatment process. Without a sedimentation step in the treatment methodology, aggregating a large settleable floc is not required; instead simply a durable pin floc is desired. Coupled with filter aid polymer addition downstream and other manipulations of the filters, the flocculation process is meeting the necessary treatment goals. Most flocculation process problems and limitations are related to O&M issues,rather than process performance. Given a direct filtration treatment scheme, Operators report that conventional laboratory jar testing is not routinely conducted as it has limited applicability to the process. No structural problems are reported with either train of the flocculation basin equipment. Minor aluminum pitting has been observed when cleaning the older flocculation basins. Headroom in the building is limited above the flocculation basins, particularly at the twin 1983 basins. This complicates access to the mechanical flocculator drives, although this equipment is currently unused. A comparison of flocculation basin parameters with Circular DEQI requirements shows general compliance with required design criteria. Areas of nonconformance with DEQI include the following: • No flocculation agitation currently used/usable in 1983 process train. [DEQI-4.1.3c requires variable speed agitators.] Effective hydraulic agitation is provided in the newer process train, although it is non-mechanical. [DEQI-4.1.3e allows baffling exemption for "smaller plants only."] • Flocculation hydraulic detention time of 12.1 minutes in 1983 twin basins at plant design flow of 15 MGD (5 MGD per 42,000-gal basin). Flocculation hydraulic detention time of 10.0 minutes in four 1993 basins at plant design flow of 15 MGD (1.25 MGD per 8,700- gal basin). [DEQI-4.1.3b requires 30 minutes minimum.] • Plug flow velocity through the 1983 flocculation basins reaches 3.0 fps (5 MGD in 11'w x 14'd basin) at plant design flow. [DEQI-4.1.3b limits flow through velocity to 0.5 to 1.5 fps.] Four 1993 flocculation basins meet this criterion(1.25 MGD in 8'x x 14'd basin). 16 Evaluate Condition of'Existinq Facilities-Treatment Section 3.A Comparing the two generations of flocculation equipment at the Bozeman plant, the older twin basins serving the 10 MGD process train perform less well than the four newer basins. This is evidenced directly by improved filtration performance from the latter train. The lack of good hydraulic or mechanical agitation in the two older flocculation basins, coupled with higher plug- flow velocity, both likely impair performance. O&M Problems: • No high water/overflow alarms in basins. • Labor-intensive, difficult cleaning due to basin and drain line configuration (aggravated by lack of plant inlet screening). • Hydraulic imbalance in twin flocculation basins in 1983 process train (temporary Operator-installed baffle remedy). • No flow monitoring or individual flow control to two flocculation basins in 1983 process train (flow determined by mathematical difference between total and new flocculation basins flows). • Substandard flash mixing in 1983 process train (oversized static mixers and mechanically unreliable mechanical mixer on west basin). • Mechanical flocculators in twin 1983 flocculation basins not operated due to lack of available manufacturer's support. • Hydraulic turbulence in flocculation basin effluent drop boxes in 1983 process train risks floc shear. • Labor-intensive individual flow adjustments to four newer flocculation basins. Filters Filters #1 through#8 (1983 Construction) The original WTP filters (#1 through #8) are arranged in twin banks, fed by a central filter influent flume (Photo 3). The 1983 flocculation basins discharge to this channel, and each filter is fed by a single inlet pipe with pneumatic actuated valve. The influent flume lies level, affording a constant water level therein to equalize head to each filter influent line. Weir boxes at the pipe outlet inside each filter tank disperse influent flow and maintain backwater conditions in the influent flume to promote equal flow to all eight filters. Differential water velocities along the length of the flume do impart some imbalance in influent flow to the eight filters. 17 `, Win_ _�^��'��, �b"'=• � _iL_��� � a w_ 9 ' lo- __.. ..c.r. _- •� v�M Ida. �"" _—�—� ' ..... 1 Photo 3 - Inlet Flume serving Filters#1 through#8 (1983 train)with individual filter inlet control valve visible in foreground. • • •i3 train) showing inlet box and surface wash • •• with rotating arm under water. Evaluate Condition of'Eristing Facilities-Treatment Section 3.A Filters tanks are aluminum. Each filter has 178 square feet of surface area, and uses 24 inches of anthracite coal (1.0 min effective size) over 12 inches of graded garnet sand. A 24-inch gravel plenum surrounds the perforated square aluminum tubing underdrains. A welded aluminum box header connects underdram laterals. During operation, a non-ionic filter aid polymer drips into the influent flow at a usual rate of 0.14 mg/l. Nalclear 8181 is used, fed in a 100:1 dilution. The polymer improves filter performance by enhancing particle agglomeration and capture in the interstices of the media. Twin aluminum backwash launders are located above the normal filter operating level, apparently a design measure to save the cost of launder isolation valves. During backwash events, the water level is increased to overflow into the launders. Launders have adjustable broad-crested weir strips, and discharge to continuous waste gullets along the discharge ends of the two filter banks. Backwash is routed by gravity to the Backwash Water Basins. A hydraulically driven surface washer is positioned above the media in each filter (Photo 4), powered by a single 20 hp surface wash pump. During a run, filter flow is outlet-controlled through a pneumatically positioned effluent control valve. Proprietary Andron hydro-pneumatic probes sense filter water level through a diaphragm, and proportionately adjust air pressure to a Bailey valve positioner. The positioner amplifies the probe line pressure (3 to 15 psi) up to 62 psi to match the plant air system, and in turn modulates the filter effluent valve to maintain a constant water level and filtration rate. At the start of a filter run, the effluent valve is throttled, introducing artificial headloss. As the filter dirties, the effluent valve opens further based on the signal from the Andron probe, and the filter water level is maintained. Head loss meters originally installed at the plant to trigger backwash events did not function properly, and were replaced with float switches. Filter effluent valves, actuators, and positioners were replaced on Filters #1 through#8 over the last three years. Operating experience showed that filter run length could be extended by allowing the water level to rise approximately six inches above normal operating level, introducing a one- to two-hour period of"declining rate"filtration at the end of a filter run. The added filter run length has been particularly advantageous for Operators during seasonal high raw water turbidity, when frequent backwashes strain filtration capacity. This operational modification was achieved by adjusting the position of"backwash" float switch in each filter tank. Backwash events are normally initiated automatically based on level setpoint (float switch) signals registered at the plant control room. However the control system does allow backwashes to be enabled by the Operators, based on filter water level analog setpoints or filter run time. Operators use the latter criteria during winter operation to limit filter run length in the absence of terminal headloss development. A significant limitation in the hydraulics of the 1983 filter units is an immediate increase in flow to seven operating filters when one unit is idled for backwash. There are no provisions to shunt 19 Evaluate Condition of'Existing Facilities-Treatment Section 3.A influent flow for a backwashing filter back to the head of the plant. Instead it simply redistributes as a 12.5-percent increase to the other seven filters. This creates a "bump" to those filters, inviting turbidity spikes in their effluent. The situation is even more acute if less than all eight filters are operating. The 1997 Water Facility Plan (MSE-HKM Engineering) recommended addition of a bypass line to route surplus flow to the Recycle Water Sump, followed by pumped return to the head of the plant. Flow returns from the Recycle Water Sump to the head of the plant have been discontinued in favor of discharging settled backwash water to Sourdough Creek (see Backwash Water and Solids Handling Section). Piping materials have been acquired for the bypass line,but it is not yet installed, and an alternate location or plumbing scheme will likely need to be identified. The alternative of routing surplus flow (during a filter backwash) to the Backwash Water Basins could impair compliance with MPDES Discharge Permit limits. Operators note that flow bump to operating filters has not proven to be an acute problem, compared to other maintenance priorities. Filter inlets required significant modification by Operators, due to hydraulic problems experienced with the original design. Flow onto the filters originally plunged onto the surface of the anthracite media, causing scouring problems and media displacement. This was corrected by the addition of submerged aluminum splash plates below the filter inlets. Because backwash launders are located well above the normal filter operating water level, the level remains high at the end of a backwash cycle (when backwash ceases to overflow into the launders). This created the condition whereby the Andron level sensor detected a high level, causing the filter effluent valve to fully open at the start of a filter run. This resulted in abnormally high filtration rates during the initial minutes of a filter run, causing effluent turbidity spikes. After a 1993 plant evaluation by Dr. John L. Cleasby (Iowa State University) and Gregory L. Sindt (Bolton and Menk, Inc.), filter operation was modified to keep the effluent valve closed until the filter water level normalized following a backwash. This was accomplished by continuing to hold open the "filter-to-waste" valve to drain the water level down from backwash launder height to normal operating level, before the effluent valve opened. This modification was achieved by introducing an adjustable software timer into the backwash control scheme, and corrected the initial filter hydraulic overload and associated turbidity spikes following backwash. Filter-to-waste (FTW) provisions on the filters only provide a modicum of the usual FTW function. While not required by Circular DEQ-1, FTW is usually desirable in a filtration plant to shunt initial filter output following backwash to waste or back to the head of the plant. This is often necessary because the clean filter media does not "bridge" adequately to provide optimal performance for several minutes. In traditional FTW applications, waste lines are equipped with flowmeters and actuated valves, tied to turbidimeters reading waste flow turbidity. Once the turbidity drops adequately, filtering to waste ceases and the filter effluent valves open. At the Bozeman plant, FTW piping has no flowmetering or turbidity monitors. Operators use the FTW piping to shunt flow for the period required to lower the filter water level to normal (to 20 Evaluate Condition of'E_ristinq Facilities-Treatment Section 3.A avoid fully opening the effluent valve at the start of a run). FTW flow is not adjustable, and is routed to the Backwash Water Basins. An air gap is provided on FTW piping leaving the building, providing backflow protection. Effluent quality is not measured, nor is it a direct consideration in the duration of FTW. Although not conforming to the usual practice of filtering to waste, the results are nonetheless effective at the plant. Initial effluent turbidity spikes are minimal to nonexistent during most filter runs. This is also due to both Operator care in the back-washing sequence, and the feeding of 1.5 mg/l of filter aid polymer during the last three minutes of backwash flow. The latter is believed to "pre-coat" the cleansed filter media, enhancing initial particle removal and subduing any tendency toward post-backwash breakthrough. Nalclear 8181, the same nonionic polymer fed continuously as a filter aid, is also used for this purpose. During the "pre-coat" step the polymer is fed neat using a timer-operated peristaltic pump, tied to the backwash sequence controls. Filter media has been replaced once in the 1983 filters, partly because of underdrain failures in several of the units. Anthracite coal and graded garnet sand were replaced to similar specifications as the original filter construction. Backwash Sequence The backwash sequence for the 10 MGD filter train is initiated as described above. Typically backwash is initiated when terminal headloss is reached in an individual filter. During periods of low raw water turbidity, backwashes are often initiated after a prescribed run time (e.g., 100 hours), before terminal headloss is reached. Operators use the latter protocol to assure that filters do not run so long as to incur microbial growth. Chlorinated water drawn from the clearwell during backwash provides a microbial deterrent. Time-based backwashes also aid in limiting ice formation in Backwash Water Basins during winter operation. The general backwash sequence for Filters #1 through #8 is as follows. Filters are back-washed one at a time, as capacities of the backwash pumps and drain gullets are not intended for simultaneous cleaning of two filters. 21 Evaluate Condition of'Existing Facilities-Treatment Section 3.A • Float switch is tripped by rising water level at end of filter cycle. • Filter influent valve closes, isolating filter. • Effluent valve to clearwell closes and backwash valve to filter outlet opens, admitting backwash water. Clearwell water is delivered by 100 hp backwash pump; a second pump is provided for redundancy. • Surface wash is initiated, and typically continues for the first three to five minutes of backwash. Duration is adjustable. • Filter media is expanded by a reverse flow of 19 to 20 gpm/sf, causing the water level in the filter to rise and reach the backwash launders. • Backwash duration is adjustable,but typically continues for 15 to 20 minutes. • Filter aid polymer is added to backwash water during the last three minutes of flow. • Backwash flow is gradually reduced toward the end of the cycle by a Cla-Val modulating valve. As flow gently tapers off, filter media is allowed to re-stratify. • Timer-controlled FTW valve opens to allow the water level to drop below the level of the backwash launders. • Filter influent valve opens, readmitting water onto the filter. The filter effluent valve (to the clearwell)remains closed, and filter throughput flows to the FTW line. • Filter water level continues to drop from the elevated level of backwash. • An adjustable timer allows the water to drop to the normal filter operating level by delaying opening of the filter effluent valve. • Filter effluent valve gradually opens through the subsequent filtration cycle to maintain filter water level as headloss (dirt) accumulates in the filter. Operators annually conduct a "super backwash" event on each filter, ahead of the spring runoff season. This is a manually initiated sequence of two consecutive cleanings using full backwash flow for an extended, 30-minute period. This has proven helpful in removing accumulated particles that escape routine backwashes. Filters#9 through#12 (1993 Construction) Filters #9 through #12 are individually tied to their respective flocculation basins, and fed directly by the discharge from each basin. Filter construction is similar to the eight original plant filters, with aluminum tankage and media consisting of 22 inches of anthracite coal and 8 inches of 0.45 to 0.55 min garnet sand atop a 25-inch gravel support plenum. Each filter has 174 square feet of surface area. Unlike the 1983 filters, underdrains are perforated PVC. Filter media has not yet needed replacement. Flow enters each filter through the common (double) wall with its flocculation basin (Photo 5). The entry opening has a flap valve to dissipate velocity and prevent media scour. Nalclear 8181 filter aid polymer is drip-fed at the inlet at a typical rate of 0.14 mg/1. Flow rate is controlled upstream of the flocculation basins by manually adjusted valves, with adjacent flowmeters. 22 Photo 5- Filter#10 (1993 train)showing backwash launders, and media retention shrouds with vent pipes for use during scour.air , , r r> Photo 6 - Dual 100 hp backwash pumps with smaller surface wash (Filters#1 through#8) pump in background; note Floc Tank#1 at left and difficult access to pumps. Al Evalceate Condition of'Existing Facilities-Treatment Section 3.A Filter operation is constant rate, with a Foxboro differential pressure transmitter and bubbler line sensing filter water level. Water level is maintained by modulation of the pneumatic effluent control valve. Towards the end of a filter cycle, once the effluent valve is fully open, water level is allowed to rise. This results in a one- to two-hour period of declining rate filtration at the end of the cycle. Similar to Filters #1 through #8, this extends the filter run which is particularly advantageous during spring runoff(high raw water turbidity) events. At a preset water level, backwash can be initiated manually or automatically. Unlike the original plant filters, the newer units use air scour instead of surface wash. Air distribution piping is located in the lower strata of sand media. A compressor system delivers 140 efm at 6.0 psi pressure for the air scour. Two 7.5 hp Roots Dresser rotary lobe compressors are housed in a wood frame enclosure north of Filter #12. Operators observe superior performance with the air scour system, compared to surface washers on the 1983 filters, resulting in quicker cleaning during backwash. Sloped aluminum baffles above the media create a gable- like hood shape to prevent media wash-out during backwash. The baffles are vented by rows of PVC snorkels, releasing air to the surface during the air scour sequence. Twin backwash launders are located above the normal filter operating water level, connected to a waste gullet along the west end of the filter train. Water level rises during backwash to flow into the launders. Backwash flows by gravity to the Backwash Water Basins. Launders have bolted leveling weirs. Removing any of Filters #1 through #8 from service for backwash results in a proportionate increase in flow to the other 11 filters. Since flow rates are individually set to Filters #9 through #12, the "surplus" water fiom the backwashing filter redistributes itself onto the 10 MGD filter train (filters #1 through #8). This creates a hydraulic "bump" to those filters, although resultant turbidity spiking has not been significant. Filter aid polymer is added to the backwash water during the last minutes to "pre-coat" the cleansed filter media. At the end of a backwash cycle, FTW lines are used to shunt initial filter flow to the Backwash Water Basins as the water level in the filter tank recedes (from launder level) to normal operating level. FTW valves on the newer filters have adjustable stops, permitting manual adjustment of FTW flow. Flow and turbidity measurement instrumentation is lacking on the FTW lines. Operators report that the 1993 filters consistently produce effluent 0.02 Ntu lower than the older plant filters. They note both superior flocculation basin performance and better filter cleansing with air scour in the newer train as likely explanations. The newer filters also receive a "super backwash"annually, in preparation for springtime high raw water turbidity conditions. 24 Evaluate Condition of'Existing Facilities-Treatment Section 3.A Backwash Sequence • Foxboro bubbler system senses rising water level at end of filter cycle. • Filter influent valve closes, isolating filter. • Effluent valve to cearwell closes and backwash valve to filter outlet opens, admitting backwash water from 100 hp backwash pump. • Filter media is expanded by 60 seconds of reverse flow of 15 gpm/sf, causing the water level in the filter to rise and reach the backwash launders. • Backwash flow reduces to approximately 5.0 gpm/sf as air scour initiates; air scour continues for an adjustable duration,typically five minutes. • Air scour ceases, and backwash flow increases 20 gpm/sf to flush freed particles. • Backwash duration is adjustable,but typically continues for 10 to 15 minutes more. • Filter aid polymer is added to backwash water during the last three minutes of flow. • Backwash flow is gradually reduced toward the end of the cycle by a Cla-Val modulating valve. As flow gently tapers off, filter media is allowed to re-stratify. • Timer-controlled FTW valve opens to allow the water level to drop below the level of the backwash launders. • Filter influent valve opens, readmitting water onto the filter. The filter effluent valve (to the cearwell)remains closed, and filter throughput flows to the FTW line. • Filter water level continues to drop from the elevated level of backwash. • An adjustable timer allows the water to drop to the normal filter operating level by delaying opening of the filter effluent valve. • Filter effluent valve gradually opens through the subsequent filtration cycle to maintain filter water level as headloss (dirt) accumulates in the filter. Backwash and Surface Wash Pumps The plant relies on two 100 hp Aurora backwash turbine pumps, each rated for 3,500 gpm and capable of providing the required backwash flow (Photo 6). Pumps are single stage, and date from the 1983 plant construction. No major maintenance has been required other than rebuilding motors on each pump,the second of which was done in 2004. Given the critical reliance of the filtration process on these pumps, their age is a concern. An October 2004 underwater inspection of the cearwell included visual observation of the pump bowls and columns, and showed no apparent external problems (see Clearwell Section). However these pumps are logically near the end of their useful lives. The backwash pumps do not have hour meters, but Operators alternate their use by calendar dates. One complete backwash pump is scheduled for replacement in the FY07 budget for the plant, which will improve reliability. The single surface wash pump for Filters #1 through #8 is in less critical service, but likewise dates from 1983. Without a backup pump, surface wash capability is lost if this pump fails. This occurred for one month during the summer, but Operators were able to maintain acceptable filter performance without surface wash. Another such failure during a period of high raw water 25 Evaluate Condition of'Existing Faeilities-Treatment Section 3.A turbidity could be more critical. Replacement of the backwash pump is likewise budgeted for FY07. Building headroom for pulling any of these pumps is insufficient, and pump columns would require disassembly for removal (see Plant Building and Physical Facilities Section). Filtration Performance Most filtration process problems are related to limitations of the direct filtration process in handling seasonally high raw water turbidity loads, and other O&M issues. Filter performance is generally good, the limitations of the direct filtration process notwithstanding. Filter effluent consistently complies with Surface Water Treatment Rule requirements, and turbidity violations have not historically occurred. Effluent from each filter is continuously monitored with Hach 1720C turbidimeters. Data is relayed to the plant control room, where real-time plots are generated and monitored on computer screen For compliance reporting, Operators sort turbidity to determine consecutive 15-minute readings, and determine minimums and maximums. Effluent turbidimeter sample lines are long, creating some lag in response tune. Turbidimeter readings are not interrupted during backwash events, and the plumbing of sample lines is such that meters actually monitor return flow from the clearwell during backwash. The surge in backwash flow (and pressure) is suspected of dislodging accumulated particles in turbidimeter sample lines, creating a false turbidity spike during backwash. This occurs despite regular cleaning of sampling lines, and is non- consequential since no flow from the filter is entering the plant clearwell during a backwash. However Operators plan in the future to electronically interrupt the effluent turbidimeter signal during backwash, since such artificial spikes tend to skew data averages. Also because of such spikes, Operators have had to disable the automatic filter "high turbidity" shutdown controls on the individual filters (disabled at toggle switches in main plant control panel). Particle capture in filters is consistently good, and is tracked using on-line particle size counters. Particle data from the raw water and combined filter effluent is tracked on-screen in the control room as a process optimization tool. Particle size counts are categorized by the instrumentation according to size classes. Removals are typically two to three orders of magnitude in the 5.0 to 10.0 micron range, typical of Giardia oocysts. When raw water turbidity is very low, removals drop to the two log range. Raw water particulate levels are generally low, other than during runoff events, consistent with the pristine mountain watersheds. Visual observation of filter backwashes in both the 1983 and 1993 filters, as demonstrated to the authors during the preparation of this facility plan, showed good flow distribution and uniform flushing of removed particles. Filter air binding remains a seasonal problem at the plant. Entrained air should be significantly curtailed by recent improvements to the Hyalite raw water system. However cold water temperatures still cause gas super-saturation in the raw water. When exposed to reduced pressures in the depths of a partially dirtied filter, these gases release from solution causing air binding. Resulting bubbles become trapped in the filter media, creating artificial headloss and 26 Evaluate Condition of Existing Facilities-Treatment Section 3.A causing media disruption as they "burp" to the surface. Such eruptions can cause violent"boils" during backwash, when excessive air has been trapped in a filter. Media loss, particularly of anthracite coal,results when air is released in this fashion. Air bind rig drastically reduces filter run times. Operators have two corrective options—interrupt a filter cycle by lowering the water level to "burp" the filter, or go to a premature backwash. Excessive surface foaming during backwash of an air bowed filter is also a problem, and foam conveys directly out to the Backwash Water Basins. While the situation has improved, air binding remains a problem with both the 1983 and 1993 filters, particularly at higher plant flows or colder water temperatures. Media problems have abated in the older filters. Modified inlets with splash plates now prevent media displacement, although anthracite deterioration is suspected by Operators to continue due to abrasion from surface washers. Mud ball formation does not typically occur, and media loss during backwash has been curtailed by closely controlling backwash flows. The use of air scour in the newer filters appears to avoid problems with media damage or loss, other than due to air binding. Some structural problems are reported with the filters, especially in the 1983 train. When media was replaced in these filters, interior surface pitting was noted in tank walls below the media level up to an estimated one-third of the aluminum plate thickness. Welds also showed corrosive attack, resulting in discoloration and tuberculation. Welded aluminum underdrains in the older filters have broken on two occasions, requiring reconstruction. In one isolated instance, a loose rock in the gravel plenum of one of the older filters wore a hole in the tank floor (and underlying concrete) due to vibration induced by backwash flows. There is no catwalk access to the inlet flume or individual tank uilets on the eight original filters. Building headroom and maintenance access is also limited. Filters #9 through #12 have good catwalk access and better headroom. No structural problems have been observed, although the original 1993 media has never been removed to permit inspection on inner tank walls. Film accumulates at the waterline on exposed aluminum tank walls and media containment baffles, creating a chronic maintenance task. The film is brown tinged, and is suspected to result from ferric chloride and organic complexes. During periods when alum was tried as the primary coagulant at the plant, a similar film was observed. Operators hand clean the waterline areas of two filter tanks daily to control the accumulation. Filters have individual float switch "high level" alarms to signal an imminent overflow. Backwash launders and gullets are not valved, so an abnormal surcharge of a filter should safely overflow to the Backwash Water Basins, preventing potential flooding of the plant. The one flooding vulnerability that exists is potential overflow of the filter influent flume to Filters #1 through #8. This condition could result if individual inlet valves to multiple filters failed simultaneously. Operators report instances of flooding have occurred due to signal failure to only one filter inlet valve during"brown out"(low voltage)conditions in the power grid. 27 Evaluate C'ondilion of'Existing Facilities-Treatment Section 3.A Equipment obsolescence is a chronic problem at the plant, particularly with certain key filter components. Andron hydro-pneumatic probes are not longer manufactured and existing units must be rebuilt using a small private shop in Denver, Colorado. Pneumatic valves and positioners are antiquated, although fiuctional. A comparison of filter characteristics with Circular DEQI requirements shows relative compliance with required design criteria. Filter media characteristics, underdrain, control, and turbidimeter provisions all conform to DEQI stipulations. Potential departures from DEQI design standards include the following: • Maximum filtration rates are 5.0 gpm/sf, presumably conforming to DEQI-4.2.1.2 requirements for design consideration of raw water characteristics in selection of a "...design filtration rate satisfying the reviewing authority." • The nominal 15 MGD plant capacity is effectively derated in DEQI-4.2.1.3 to 13.75 MGD for the capacity with one filter out of service. • Individual flowmeters are not provided on Filters #1 through #8. [DEQI-4.2.I.100 requires metering, unless a "modified rate controller" is used.] Effluent control valves appear to meet the functional requirements allowed in lieu of meters. • Filters #9 through #12 air scour air flow rate is 0.8 scfin/sf of media surface, although operating experience has proven air scour performance to be adequate. [DEQI-4.2.1.9 requires 3.0 to 5.0 scfin/sf.] • Filters #8 through #12 air scour piping is shown on filter manufacturer's drawings as "located at sand/support gravel interface. [DEQI-4.2.1.9e prohibits air piping within the filter media.] O&M Problems: • During media replacement, some structural deterioration was observed in Filters #1 through#8—i.e., tank interior pitting and abrasion damage. • Film accumulation at water line in tanks requires labor-intensive cleaning, potentially due to porosity and/or lack of passivation of the aluminum surfaces. • Flow "bumps" to Filters #1 through #8 when any of 12 filters removed for backwash (pipe materials purchased for"surplus" flow bypass to head of plant). • Lack of individual rate-of-flow control to Filters#1 through#8. • Repeated underdrain piping failures in Filters#1 through#8 have required repair. • Surface wash in Filters #1 through #8 is less effective than air scour; it is also suspected of promoting erosion of anthracite media. • Seasonal air binding impairs filter performance, causing short runs, media disruption and loss; it is most acute higher flows and/or during cold-water temperatures. • Andron hydro-pneumatic level sensors on Filters#1 through #8 are obsolete and difficult to service. • Effluent turbidimeters continue monitoring during backwash; false spikes result fiom backwash flow/pressure surge in sampling lines. • FTW lines on Filters #1 through 48 lack capability to (manually) regulate flow; FTW lines serving all filters lack turbidimeters and flowmeters. 28 Evaluate Condition of Existing Facilities-Treatment Section 3.A • Low headroom and lack of catwalks impair access to inlet zones of Filters#1 through#8. • The backwash not scheduled for replacement in FY07 is 22 years old and has never been rebuilt. Given its critical service, overhaul or replacement is advised. The two most acute limitations to existing filter performance are loss of plant capacity due to overly frequent backwashes during high raw water turbidity, and hydraulic flow "bumps" to operating filters when a unit is removed for backwash. Absence of traditional FTW fimctions is not considered by Operators to be a significant problem, given the irnmediate resumption of high effluent quality from a filter following backwash. The use of filter aid polymer in a "pre-coat" step at the end of backwash appears to offset the lack of controlled FTW. The severity of the frequent backwash problem during spring runoff cannot be overstated. During periods of high raw water turbidity, plant efficiency (finished water volume as a percent of raw water) has historically dropped to as low as 70 percent. Most springs, efficiencies in the low 80 percent range recur. The net effect is a reduction in plant capacity from a 15 MGD design to 10.5 to 12 MGD in actual capacity. This stems from the inability of a direct filtration process to handle high raw water turbidities. Theoretically direct filtration is recommended where raw water quality is consistently below 30 Ntu. While this fits the Sourdough and Hyalite source water most months of the year, spring runoff sees maximum raw water turbidity events usually approaching 100 Ntu(see Figure 3.A.4, following page). Periodic summer thunderstorms in the watersheds can be equally troublesome. The increased solids load to the filters results in very frequent backwash, since no sedimentation step precedes filtration. Operators report up to 30 backwash events within a 24-hour period at such times. Given that a full backwash cycle takes approximately 45 minutes, 30 such events daily removes the equivalent of 1.25 filters from the process. Often several filters end up idled from service, awaiting backwash. Unfortunately spring runoff conditions in the watersheds typically coincide with escalating (early summer)water demand by city water users. A summary of daily plant production (Figure 3.A.5, second page following) shows that in June and early July lawn irrigation is in full swing within the city, creating peak water demands. A comparison of Figure 3.A.4 and Figure 3.A.5 shows that peak runoff is often occurring simultaneously from the watersheds. This creates the undesirable situation where maximum water demand overlaps with minimum plant production capacity. Therein lies the crucial limitation of Bozeman's existing filtration process. 29 M; ti 'VOOZ/4/17 VOOZI M EOOM/U I EOOZ/6/L i £OOZ/L/1V COMM ZOOZWO L z ZOOM/L a � I ZOOM/v 3 ZOOZ/M H LOOM/06 K L OO Z/6/L c� 600Z/4/.V I 600Z/M j OOOZ/6/0 6 o OOOZ/b/L 00 OOOZ/6/b Q ; OOOZ/M � M F= i 6661.16 U 666 M/V M1f. I j 666M/4 y 866 M/O 6 866 4/L/L 8661 b/V 866 6/6/6 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 J LO O U') Cl LO O U') O In m co N N i— ^T i rr, v J70OZ/b/b -vooz/M COOZMOro i COOZI LrL COOZ4/t, COMMCL Im zoozWaL L o : ZOOZIWL co �. ZOOZ/bl17 U. ZOOZ/4/b o �: • 6OOZ/ O4 f—; 4 OOZ/6/L v o E: looz4/1V a �• 60oz/M C I a _ OOOZ/L/O 6 OOOZ/4/L a OOOZ4/V OOOZ44 666 b/L/O G 0 666 M/L m 666 6l blb Q -- 666[/M ti M 866 W/N 866 M/L i s 8661IN ZZ 866 M/L O O O O o O O O r. O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O M O O O O O O O O O O O O O O O O O O O O O �t (N O O ( ' N v Evaluate Condition o/'Existing Facilities-Treatinent Section 3.A Filter Valve Air Compressor System Air-actuated valves control critical flow distribution functions for the filter trains, including operation of inlet, effluent, and FTW valves. The 1983 plant construction included an over-sized duplex 10 hp-rated compressor system, equipped with 5 hp motors and alternate drive sheaves. Pressure output was inadequate to operate the plant valves, and the manufacturer upgraded to 10 hp motors and different sheaves. Pratt air-actuated valves at the plant are rated to operate on 100 to 120 psi, but even with the compressor modifications only obtain 65 psi. This has proved adequate for valve functioning, but operation below the valve manufacturer's specifications is believed to result in intermittent valve "sticking"problems. Operators counter this deficiency by keeping air actuators meticulously clean. The two plant air compressors and drier/filtration system were completely replaced with new, suitably sized units in December 2005. The air receiver tank is the only original system component still in service. Chemical Feed Systems Chemical feeds at the Bozeman plant include separate systems for coagulation, fluoridation, disinfection, and corrosion control chemicals. The 1983 design anticipated coagulants and fluoride handled and fed as dry chemicals using volumetric feeders, with gas chlorination for disinfection. Corrosion control chemical feed was prompted by the much later Lead and Copper Rule, and a separate caustic feed building was constructed in 1998 to house this system. Other chemical feed and chlorination systems are located in the main plant building in three separate areas—the chlorinator and chlorine storage rooms, a separate fluoride feed room, and the general coagulant chemical feed area in the northeast corner of the building. Ferric Chloride Feed Liquid ferric chloride is used as the primary coagulant at the WTP. Truck deliveries are taken of ferric chloride in 35 percent solution to refill a single 3,000-gal polyethylene bulk tank. Chemical is periodically pumped to a scale-mounted, 350-gal day tank without further dilution. Peristaltic feed pumps deliver chemical from the day tank to three separate points in the treatment system — ahead of the west 1983 Flocculation Basin, ahead of the east 1983 Flocculation Basin, and ahead of Filters (with flocculation basins) #9 through #12. Chemical is added at each point through injectors in the raw water inlet piping. Cationic polymer is added immediately downstream of ferric chloride, and flash mixing is provided (see Flocculation Section). A single peristaltic feed pump fitted with multiple pumping heads handles delivery to all three locations, assuring consistency in delivery to all points. The Operators set the ferric chloride dosage, and manual adjustment is favored. Feed rate requires adjustment whenever plant flow or raw water quality changes. The existing plant control system includes capability to pace flocculent dosage based on electro-kinetic charge as measured by a streaming current monitor. 32 Evaluate Condition of Existing Facilities-Treatment Section 3.A However the provisions use antiquated electronics, and operating experience has shoXA111 the practice to be marginally effective (see Instrumentation and Control Section). Typical ferric chloride dose to the coagulation process is 1.8 mg/l (pure chemical), which remains relatively consistent irrespective of raw water turbidity and temperature. Historically doses as low as 0.9 mg/l and as high as 5.0 mg/1 have been used for short periods. Operating experience has shown that adjusting cationic polymer dosage in response to fluctuations in raw water turbidity, while maintaining constant ferric chloride dose, is more effective. Ferric chloride, fed at these dosages, has negligible effect on the pH of the raw water. In conjunction with the cationic and filter aid polymers also used, ferric chloride appears highly effective at removal of both turbidity and true color. Secondary containment tankage is not provided for the ferric chloride bulk tank or day tank, and floor drains are open in proximity. Bulk deliveries are relatively convenient with access through the north overhead door. A delivery truck pumps ferric chloride to the bulk tank. Some past problems have been encountered with ferric chloride deliveries to the plant. Contamination with unknown precipitates have resulted in rejection of truck deliveries in the past, and attempts to use higher concentration 40 percent solution have resulted in crystallization. Currently Operators source their ferric chloride from only one vendor who manufacturers a "treatment grade" product, and with whom they've had long-term successful experience. Historically alum has also been used as the primary coagulant at the plant, although it has proven less effective than ferric chloride. The existing ferric chloride feed system is also appropriate for use with liquid alum. Operating experience has shown in order for alum to be effective, dosage must be relatively high to create significant pH suppression. Alum reactions have also been significantly slower, likely due to cold water temperatures, resulting in post-filtration sedimentation in the clearwell. Since the mid-1990's, the plant has standardized operations using ferric chloride. Cationic Polymer Feed The cationic polymer feed system is similar in many respects to that used for ferric chloride. Neat liquid polymer, currently Cytec 592C, is stored in a 3,000-gal bulk tank. Polymer is manually pumped to a mixed 350-gal day tank and diluted to 50 percent solution for feeding. The day tank is scale-mounted, allowing Operators to monitor chemical use. A peristaltic pump with multiple heads feeds solution to the same three points as ferric chloride, i.e., ahead of flash mixers to the three trains of flocculation basins and filters. Cationic polymer is injected into the raw water downstream of ferric chloride feed(see Flocculation Section). Cationic polymer dose to the treatment process is varied in response to changing raw water conditions. Doses usually remain in the range of 1.0 to 2.0 mg/1 (pure polymer), although feed rates escalate to 5.0 to 10.0 mg/1 during periods of particularly adverse raw water turbidity. The plant typically consumes 3,000 to 3,500 gallons of Cytee 592C per year, at an approximate cost of$1.00 per pound. 33 E►,aluate, Condition(Y'E_Yisting Facilities-Treatment Section 3.A Pacing polymer feed based on electro-kinetic charge is possible from the plant's streaming current monitor, but the potentiometer-based controller lacks the sophistication to allow the use of log algorithms or "double loop" control (see Instrumentation and Control Section). Linear proportioning of cationic polymer to plant flow sometimes results in overdosing, and Operators retain manual control of feed rates. This requires adjustment of the cationic polymer feed whenever plant flow or raw water turbidity change. Like the ferric chloride feed system, cationic polymer feed tanks lack secondary containment. The 1983 plant design contemplated use of only dry chemical feeders. Liquid tanks were added once the plant converted from volumetric feeders. Bulk truck deliveries for cationic polymer are handled similarly to ferric chloride. Filter Aid Polymer Feed Non-ionic filter aid polymer is purchased in 50-gal barrels, and mixed to a 1.0 percent solution in a 350-gal day tank located in the coagulant chemical feed area of the plant. Nalclear 8181 is currently used. Polymer is fed from the scale-mounted day tank to individual "drip feeds" at the inlets of each of the 12 filters. Multiple-headed peristaltic pumps are used. Usual target dose is 0.14 mg/1 (pure polymer), although during periods of adverse raw water quality dose is increased slightly. Dosage adjustments are manual, requiring re-adjustment as plant flow changes. The same filter aid polymer is also added in neat form directly to filter backwash water during the last three mu-lutes of backwash. This is accomplished with a separate peristaltic pump located near the plant backwash pumps. Using an electrical interlock and adjustable timer, this pump draws from a one-gallon portable tank to add 1.5 mg/1 of polymer to the last minutes of backwash flow. Operators have achieved success with this measure to minimize turbidity spikes when filters re-start following backwash, attributed to "pre-coating"the cleansed media. Fluoride Feed Fluoridation for dental health is mandated on Bozeman public water supplies by City ordinance. At the Sourdough/Hyalite WTP, the original volumetric feeder installed in 1983 is used for this purpose. The feeder is located in a separate room. Powdered "treatment grade" fluorosilicate is used, and handled in 50-pound bags. Bags are manually cut and dumped into the feeder hopper. An adjustable feed screw delivers chemical to the solution tank. Fluoride solution is drip fed to the clearwell, near its outlet. Fluoride dose is manually adjusted to achieve a target dose of 1.0 mg/l. Fluoride feeder operation is electronically blocked by plant software when flow drops below 1,100 gpm (1.6 MGD). The plant's fluoride feed system suffers from several problems. Flow pacing is not provided, and dosage must be manually adjusted whenever plant flow changes. Fluorosilicate solution causes chronic encrustation problems in the feeder tank and delivery piping. The solution feed system lacks positive flow indication, and although automatic shutoff is provided through the plant control system when clearwell effluent flow drops below 1,000 gpm. This condition is sensed 34 Evaluate Condition of Existing Facilities-Treatment Section 3.A through the plant effluent flowmeter. Operators recently purchased a fluoride analyzer to monitor concentrations in finished water, which should be installed in the near future. This will provide better confirmation of fluoridation, and indirectly detect loss of solution flow. The analyzer will be tied into the central plant control system to also detect and react to any accidental overdose. Handling of the dry bagged product is hazardous to Operators. The fluoride feed room includes a personal air hood for workers loading the feeder hopper, but residual dust remains a problem. The fluoride room has a small roof-mounted "baghouse" ventilator with fan for exhaust to the outside,but it is not effective. Coagulant Chemistry and Performance Coagulant chemical selection and dosage at the Bozeman WTP are highly effective, reflecting long term operating experience and process optimization. While not solely a reflection of chemical selection and application, removal of raw water turbidity and true color are good indications of the successful coagulation chemistry used. Obviously the performance of the flocculation basins and filters also directly affect removals, but the underlying coagulation chemistry is necessary for these unit processes to function effectively. The combination of ferric chloride, cationic and filter aid polymer currently used is very successful in removing raw water turbidity and true color. Figure 3.A.6 (following page) shows daily average turbidity in combined effluent from the 12 filters since January 1998. With two exceptions, filtered effluent has averaged below 0.20 Ntu, and the typical mean is about 0.05 Ntu. Comparing with Figure 3.AA (shown previously), turbidity removals of up to three orders of magnitude are consistently accomplished. The plant routinely removes over 96 percent of turbidity when raw water levels are low (e.g., 2.0 to 4.0 Ntu), and exceeds 99.5 percent removal when raw water levels are high(e.g., 20 to 80 Ntu). Removal of organically based true color is likewise highly effective at the Bozeman plant. Seasonal spikes in raw water true color associated with spring runoff range from 20 to 30 color units. As shown in Figure 3.A.7 (second page following), removals below 5.0 units are generally obtained. During periods of reduced raw water color, plant effluent typically ranges between zero and 3.0 units. This is particularly impressive for a direct filtration plant. The ferric chloride and polymer chemistry is obviously successful for color removal, even without forced pH adjustment or a separate coagulation-sedimentation process. No pH adjustment is used to enhance flocculation or color removal. Raw water pH averages approximately 8.2, and the low level of ferric chloride addition causes negligible suppression. Chemical Feed System Problems Comparing coagulant and fluoride feed equipment with Circular DEQI standards shows some variations from current design standards. Considerations and/or exceptions with DEQI include the following: 35 Evaluate Condition of'E.xisting Facilities-Treatment Section 3.A • Chemical feed equipment, other than the fluoride feeder, is not housed in a separate room as required by DEQI-5.1.7a. • Dual feeders (pumps) not provided for coagulants per DEQI-5.1.1.al, although replacements pumps are available on site and can be readily plumbed into service. • Equipment is not located such that flow to the rapid mix stage is by gravity as required by DEQI-5.1.7d. • Dust containment and air cleaning equipment are lacking in fluoride feed room. [DEQI- 5.1.13c reconunends same.] • Backflow prevention is not provided on polymer solution make-up water lines as required by DEQI-5.I.8d, although the plant water system has a central backflow preventer. Operators fill the polymer solution tank with a hose, and conscientiously create a manual air gap when doing so. • Liquid coagulant bulk and day tanks are not enclosed with secondary containment or protective curbing as required by DEQI-5.1.9d2 and 5.I.IOi. • FIuorosilicate solution is discharged by gravity flow from the volumetric feeder to the clearwell,rather than being pumped as required by DEQI-4.7.2e. • Water softening is not provided for fluoride solution water as required for waters exceeding 75 mg/l hardness as calcium carbonate [DEQI-4.7.2i], which may contribute to solution line encrustation. Plant water used for solution has a hardness of 56 to 116 mg/l, which varies seasonally. Operators purposely keep fluoride solution strength to less than 2.0 percent to minimize incrustation, and still have to manually flush solution lines monthly with hot water. • The exhaust fan and dust filter on the bag hopper of the fluorosilicate volumetric feeder do not function properly. Integral ventilation equipment should keep the hopper under negative pressure per DEQI-4.7.5a. 36 tlOO EW 17 I VOOE/M c I EOOZ/1/01 £OOZ/6/L L II EOQE/Y/V 00 n I COOZ/M 1 ZOOM/O b 1 ZOOZ/6!L Z EOMM, .a I - ZOOZ/6/b � }1 6OOM/06 c 606Z/6/L W L 1,00E/6/t7 d � LOOM/6 m CD i I 0002:/4!0 6 C � i 000z/UL CL 000z/M � I I . 6661/1/01 J co � I 666 6!4/L t` 6661/6/t, br �p Q M 6661./6/1. v c 9661MOL 9661/I/L ti 866 MA7 8666/l/6 o Ln o Ln o Ln o Ln o In o .� Ln lz� lz� CM M. N N 17 7 O O O O O O O O O O O O O M, t700Z/4/9 t700Z/4/S O OOZ/4/, t700Z/4/£ >U L VOOZ4/Z O vOOZ/4/4 i �t w o £OOZ/4/Z4 c a U) w z D £OOZ/4/44 Q ~ £OOZ/4/04 L £OOZ/4/6 D £OOZ/4/9 CL £OO ML ►_ -- — £OOZ/4/9 o � £OOZ1419 COMM, COMM O p £OOZ/4/Z U COMM0 � COMMcn F- ZOOZ/4/Z 4 IL i ZOOZ/4/44 F— ZOOZ/4/0 4 cu ZOOZ/4/6 E N ZOOZ/A m ZOOZ/4/L s ti ZOOZ/4/9 Q ZOOZ/4/S ch ZOOZ/4/V i% ZOOM/£ ZOOZ/4/Z ZOOZ/4/4 400Z/4/Z 4 400Z/4/4 4 400Z/4/04 400Z/4/6 o 0 0 0 0 0 0 0 0 0 0 0 o a o 0 to o LO o Sri o ui o v CM M N N s- -L Ei,aluate Condition of'Existing Facilities-Treatment Section 3.A Other O&M Problems with existing coagulant and fluoridation chemical feed systems include: • Positive flow indication for chemical feeds is not confirmed in plant control room. Operators must rely on daily tank scale readings and visual observation of peristaltic pump rotating elements. • Emergency deluge showers are not provided in coagulant chemical feed area or fluoride feed room. A handheld shower is provided in the coagulant feed area. • Bulk liquid chemical delivery requires lengthy runs of portable hose to bulk tanks, creating a spill risk. • Flow-pacing provisions for coagulants are not provided. Fluoride feed cannot be automatically flow-paced. Both require manual adjustment with changes in plant flow. • The fluorosilicate solution gravity feed line from the volumetric feeder to the clearwell is subject to chronic encrustation and potential plugging. • Positive flow indication for confirmation of delivery of fluoride solution to finished water is not provided. The City plans to purchase a fluoride analyzer that Operators will be installing. • Chemical delivery truck parking on sloped, ice-prone area outside overhead door creates vehicular and chemical spill hazard. • Bulk truck delivery of ferric chloride has been subject to past precipitate formation in vendor-owned tankers. Open floor drains present in coagulant feed area, although drains discharge to open storm/roof drainage percolation basin on plant grounds rather than septic or sewer system. • No special Uniform Building Code (UBC) designations have been determined or implemented for building areas where coagulant or fluoride chemicals are stored or handled. It is believed that the chemical areas were deemed exempt when the plant constructed in 1983 as a dry chemical only facility. UBC and Uniform Fire Code requirements have also changed since that time. Corrosion Control (Caustic) Feed A new liquid sodium hydroxide feed facility was constructed in 1998 in a separate building directly north of the plant. Compliance with the federal Lead and Copper Rule proved tenuous with pH suppression induced by gas chlorination of the finished water. Raw water alkalinity is moderate, and varies seasonally between approximately 60 and 100 mg/l (as calcium carbonate). Despite this level of natural buffering, chlorination typically reduces finished water pH to approximately 7.75. This proved enough to induce corrosive tendencies, and resulted in periodic distribution system test results exceeding lead action levels. Based on predictive analysis using the Rothberg, Tamburini& Winsor(RTW) model, the addition of caustic provided adequate attenuation of corrosivity. Addition of 5.0 to 8.0 mg/l of sodium. hydroxide raised the pH of chlorinated water to approximately 8.6, which proved adequate to stay below Lead and Copper Rule action levels. This prompted the construction of the new liquid caustic feed facility. 39 Evaluate Condition of Existing Facilities-Treatment Section 3.A The caustic feed facility uses a 7,000-gal fiberglass bulk tank for storage of 35 percent liquid sodium hydroxide solution. Operators made the decision to use this concentration of caustic, instead of 50 percent solution, to reduce handling and freezing risks. Solution is fed without further dilution to the finished water transmission main leaving the clearwell. Reinforced 1/2- inch plastic tubing is routed from a peristaltic pump, through a two-inch buried conduit beneath the parking lot, to the application point in the clearwell effluent vault in the WTP Building. The original hard-piped design proved faulty. Pulling this tubing underground proved difficult at the time of construction due to the small size of the PVC conduit, with several elbows. Operators are concerned that tubing could have been damaged due during installation, and could eventually lealc caustic into the conduit. The feed line was considered to be experimental at the time of installation, and replacement with a more permanent line is tentatively scheduled by operators in 2006. Caustic feed is paced from pH readings using an in-line probe on a two-inch sample line from the main to the Caustic Building. PLC-based controls allow compound loop control, integrating the finished water flowmeter signal, but this has proven unnecessary. System performance has been good using only the post-caustic-addition pH reading of the finished water. The building includes a concrete pit providing secondary containment for the caustic tank. A differential pressure cell detects the tank level, although the opaque tank wall prohibits any verification of level signal accuracy. Deliveries of 4,000 gallons are typically ordered. Two-inch tank fill piping runs from an outdoor connection port for bulk truck delivery. A downturn in the piping inside the wall adjacent the connection can "back drain" several feet of pipe to the port when a delivery hose is disconnected. An emergency eyewash/shower is provided in the Caustic Building, along with a tempering tank to moderate shower water temperature. Protective aprons, gloves and face shields are stored in the building. Plant operators have made some instrumentation changes at the caustic facility. Original Honeywell pH probes have proven difficult to service, and operators replaced them with redundant Hach pH probes and EC310 readers. Original Honeywell PLC's controlling caustic dosage have been retained with the new probe system. A comparison of the caustic feed equipment and facility with Circular DEOI design standards shows no apparent deficiencies with this modern system. Three redundant peristaltic feed pumps are provided, similar to those used elsewhere in the plant, and an extensive pump parts inventory is available on site. Some O&M problems are noted with the caustic facility, including: Caustic storage tank level indicator (differential pressure cell) is not subject to independent verification. Failure or error in tank level indicator could permit dangerous over-filling and overflow of storage tank. 40 Evaluate Condition ofE.aisting Facilities-Treatment Section 3.A • Storage tank fill line does not continuously slope towards tank, allowing potential for limited back drainage and spillage at the outdoor fill port. • Caustic feed line routing is lengthy and inaccessible through two-inch buried conduit to WTP building. Installation difficulties raise concerns over integrity of 1/2-inch delivery tubing, although replacement is tentatively scheduled for 2006. (Disinfection (Chlorination) Filtered water is chlorinated in the plant clearwell. Free residual gas chlorination is used, with one-ton cylinders housed in a separate Chlorine Storage Room. A hoist rail system and cylinder scales are provided. Typically up to six cylinders are kept in inventory. While the hoist system extends outdoors to permit loading cylinders from supply trucks, the parking area is sloped too steeply away from the building and is ice prone during the winter. Operators try to keep adequate inventory to avoid winter deliveries. Twin 500 ppd vacuum regulators are mounted to separate one-ton cylinders in the Chlorine Storage Room for redundancy and automatic switch-over capability. In the separate Chlorinator Room, three Capital Controls vacuum chlorinators are provided — two with 500 ppd capacities and one with 200 ppd capacity. The chlorinators have obsolete electric actuators, apparently intended for automatic pacing of chlorine feed. The actuators were never used, given the absence of central plant controls to flow-pace chlorination. Operators manually set chlorine dosage using electric toggle switches to manipulate the valve positioners. Dosage must be adjusted with changes in plant flow or finished water chlorine demand. Conveniently chlorine demand remains consistently low, and is not subject to appreciable seasonal fluctuations. Historical chlorine feed rates rarely exceed 250 ppd, and typically are less than 200 ppd. Feed rates fluctuate in direct relation to plant flows. A 7.5 hp vertical lineshaft turbine pump provides chlorinator water, drawing from the plant clearwell. This pump was replaced in the last year, although its motor was not. A dedicated back-up pump is not provided, although the house water pump is identical, and is piped to provide back-up chlorinator service if the primary pump fails. Spare motors for both pumps are kept on site. The plant also has a calcium hypochlorite "puck" feeder available on site as an emergency back-up in the event of a gas chlorination failure. Solution water is piped from the booster pump, through the Chlorine Storage Room, to the chlorinators. Operators recently replaced this feed line through the cylinder storage room, due to suspected leakage of the original line beneath the slab. Operators have also replaced most piping in the Chlorinator Room with new Schedule 80 PVC, due to corrosion of original copper piping. Multiple chlorination points are available in the plant, each with separate rotameter (flow) controls in the Chlorinator Room. Separate chlorination points discharge to each of the four chambers of the plant clearwell, using perforated PVC diffusers. With individual filters discharging into each of the four clearwell chambers, these are all used simultaneously to promote consistency in residual (see Clearwell Section). Alternate chlorination points for raw water pre-chlorination, and for disinfection of flow in the plant emergency bypass are available, but not used. Pre-chlorination has not proven necessary in typical operation of the plant. 41 Evaluate Condition of Existing Facilities-Treatment Section 3.11 Chlorine residual leaving the clearwell is continuously monitored using a Hach CL17 residual analyzer. Residual is displayed on the central plant control system, with high/low alarms. Both the Chlorinator Room and Chlorine Storage Room are accessed only by separate outside doors. The Chlorinator Room is viewable through a window from the main plant entry hall, and another window is present between the two rooms. Leak detection kits, a cylinder repair kit, and personnel air packs (SCBA's) are all available at the plant. Some structural limitations exist with the gas chlorination facilities. Settlement and cracking of the concrete floor slab in the Chlorine Storage Room has been observed. Leakage in the buried water line to the chlorinators was suspected, prompting Operators to replace the portion of the line beneath the slab with new exposed piping. Wall construction for chlorine rooms is not gas tight, and a large leak could easily contaminate the rest of the plant, including the control room. No chlorine gas scrubber for neutralization of a chlorine leak is provided, nor is building space in the form of a separate scrubber room available. The 1993 Uniform Fire Code requires a neutralizing (caustic mist) scrubber, or equivalent, sized to handle the largest chlorine container on site. In Bozeman's case this translates to a costly unit sized to neutralize 2,000 pounds of chlorine gas. Comparing against Circular DEQI design standards, the chlorine disinfection facilities at the Bozeman plant have the following deficiencies: • Chlorine solution is added directly into the plant clearwell rather than a finished water pipeline. Pipeline application for thorough mixing is recommended in DEQI-4.3.1.7. • The 22-year-old chlorinators are obsolete and replacement parts are not readily available from the vendor, contrary to the requirements of DEQI-4.3.1.3. • Full redundancy is not provided for the chlorine booster pumps [DEQI-4.3.1.3], although temporary substitution of the house water pump provides back-up. • While not required by DEQI-4.3.1.5 due to the relative consistency of WTP flows, automatic proportioning (flow and/or residual paced) chlorination would be desirable at the plant. Additionally the following O&M problems occur with the existing disinfection system: • Chlorine solution pipes have been subject to recurring leaks, requiring Operator replacement of chlorinator and sub-slab booster pump water delivery piping. • Settlement of the Chlorine Storage Room floor slab may contribute to building structural problems and/or jeopardize safe storage of one-ton gas cylinders. • With typical chlorine feed rates of less than 200 ppd,the 500 ppd capacities of two of the three chlorinators are oversized for optimal sensitivity and adjustment. The single 200 ppd capacity is used predominantly. • Convenience and safety for delivery of one-ton chlorine cylinders is potentially impaired by seasonal icing conditions and slope of the delivery truck parking area. 42 Evaluate Condition of'Eristing Facililies-Treatment Section 3.A Chlorine Dosage and CT Values Target chlorine residual leaving the WTP varies seasonally between 1.4 and 2.0 mg/l, which empirically provides the desired residual of at least 0.50 mg/I at the extremities of the distribution system. Post-chlorination pH is suppressed to approximately 7.75, requiring subsequent sodium hydroxide addition for corrosion control and compliance with the Lead and Copper Rule (see Corrosion Control Caustic Feed Section). The plant's 630,000-gal clearwell was retrofitted in 1983 from existing outdoor sedimentation basins. It is not well baffled, and MDEQ has reportedly only credited 10 percent of its volume for disinfection CT ("concentration-time" or chlorine concentration in mg/I multiplied by time in minutes) credit. Since this rating has not apparently been provided to the City in documented form, Operators conservatively discount any clearwell credit for disinfection CT. Chlorine contact time is calculated solely in the 30-inch transmission main to the Sourdough storage tank, using only that portion of the line upstream of the first water user. Up to two "illegal" water services connections are suspected by Operators occur between the plant and the Sourdough tank, and if present, would not have the benefit of full CT credit. Sus,face Water Treatment Rule requirements for 99.9 percent Giardia inactivation dictate a CT value for plant effluent of 24, assuming a maximiun water temperature of 15 deg C, an effluent pH of 8.5, and 2.5 log removal in the direct filtration process. The actual CT provided is generally about twice this requirement. Historically no less than 137% of the required CT value has ever been achieved. Values over five times the requirement have also been recorded. Variations in plant flow change the hydraulic detention time in the Sourdough Tank transmission main, and directly affect CT value. Since CT as calculated only considers the detention time in the transmission main, new residential users locating closer to the WTP will likely reduce CT capability. Sourdough and Hyalite raw waters exhibit low to moderate total trihalomethane (TTfIM) precursor levels. Free residual chlorination in the presence of such organically-based precursors can result in formation of TTHM's and haloacetic acids (HAA5). System data taken for compliance with the Stage I Disinfectants and Disinfection Byproducts Rule indicate Locational Running Annual Averages of 36 ppb for TTHM's and 26 ppb for HAA5. This is safely below the required maximum contaminant levels (MCL's) of the Stage I Rule and the proposed long- term limits of the Stage 2 Rule (see Regulatory Compliance Section). The Interim Enhanced Surface Water Treatment Rule requires a Disinfection Profile for systems where the one-year averages for TTHM or HAA5 exceed 80 percent of the MCL, or 64 ppb TTHM and 48 ppb HAA5. Finished water from the Sourdough/Hyalite plant did not exceed these limits, based on 12 months of distribution system sampling data submitted by Operators to MDEQ in 2001. Preparation of a further Disinfection Profile is not being required by MDEQ at this time. Should the City of Bozeman propose a significant change in its disinfection methodology, possibly in conjunction with modification or replacement of its WTP, a 43 Evaluate Condition of E.visting Tacilities-Treatment Section 3.A Disinfection Benchmark as defined in the Interim Rule and determined from the past profile may need to be met for the new system. Backwash Water and Solids Dandling Filter backwash water and removed solids are handled in a series of four settling basins, a backwash surge basin, and a sludge drying bed. Clarified wastewater is typically discharged to Sourdough Creek under Montana Pollutant Discharge Elimination System (MPDES) Permit #0030155, rather than being recycled to the raw water stream. This permit became effective January 1, 1996. Backwash Water Basins The four pre-1983 outdoor sedimentation basins were incorporated into plant construction. The west half of these basins were partitioned off for the plant clearwell, atop which the WTP building is located. The east half of the basins were retained as uncovered backwash water settling basins, and lies adjacent the east wall of the building. While the concrete basins date from the 1950's, they are in relatively good conditions and serviceable. Basins primarily receive wastewater from filter backwashes. Solids and liquid from annual cleaning of the flocculation basins in the plant are also deposited in the Backwash Water Basins. Because the original sedimentation basins had sloped floors (deepening to the west), the retrofitted backwash basins have similar slopes. This hampers uniform distribution of settled solids, and makes cleaning difficult. Each 30-foot wide basin is 150 feet long, with depth varying from approximately 5.2 feet at the east end to 7.7 feet at the west end. Backwash flow is distributed from a 24-inch header along the west wall of the WTP building through an 18-inch valved inlet to each basin. All four basins are typically used in parallel. Flow from each filter backwash is distributed to all basins. Given their geometry, good plug flow conditions result. Each basin was equipped with a telescoping valve for decant of clarified backwash water. These valves do not work well — they do not travel deep enough into the basins, and being located adjacent the basin inlets, catch too many solids. Alternatively, flow courses down the length of each basin, and overflows through an eight-inch valved outlet to a discharge channel along the east ends of the basins. Operators have added down-turned inlet elbows on the discharge valves to reducing freezing during winter operation, and use heat tape seasonally. Discharge from this channel is piped to the Recycle Sump beneath the northwest corner of the plant building, and overflows to the Backwash Surge Basin. The original plant design contemplated regular recycle of settled backwash water to the head of the plant. A pump was located in the Recycle Sump for this purpose, with piping to the Inlet Tower. When the pump was off, settled backwash water overflowed from the Recycle Sump through a 12-inch line to the Backwash Surge Basin. Since the plant obtained an MPDES discharge permit for settled backwash water in 1996, recycle has been discontinued. Operators favor discharge of backwash water to avoid potential concentration of microbial contaminants such as Giardia or Cryptosporidium in the raw water. 44 Evaluate Condition of Existing Facilities-Treatment Section 3.A The four Backwash Water Basins have a combined volume of approximately 750,000 gallon, or roughly the volume of eleven, 20-minute filter backwashes. This affords an equivalent hydraulic detention time of 24 to 48 hours when the plant is operating with relatively clean raw water. During seasonal high raw water turbidity, filter backwash frequency can exceed 30 times per day, reducing backwash basin detention time to approximately eight hours. At the deeper inlet ends of the basins, propeller mixers have been added to deter ice formation. Surface ice formation on the basins is a chronic problem each winter. In the past Operators have used chain saws and ice augers to keep the basins from sealing over with ice. The mixers have helped, but the potential remains for catastrophic flooding of the plant during a filter backwash if the basins were frozen solidly enough to prevent additional water from entering. Also the loss of volume due to ice formation can prompt the backwash water discharge pump (to Sourdough Creek) to cycle almost every filter backwash cycle. This results in Operators having to do MPDES sampling daily (when discharge occurs) in compliance with the requirements of that permit. Ice cover can also reduce chlorine residual dissipation in backwash water, risking non- compliance with discharge permit conditions. Annual cleaning of the basins is a cumbersome, labor-intensive process. Basins are cleaned one at a time to retain capacity for ongoing filter backwashes. During cleaning, water is lowered and portable trash pumps transfer remaining slurry through temporary piping to the Sludge Drying Bed. Keeping solids suspended during pumping is difficult, and requires continuous agitation using both a fire hose and an ATV vehicle driving in the floor of the basins. Cleaning is conducted in October of each year to coincide with lower water demand and fewer backwash events, but ahead of freezing temperatures. The cleaning of each basin requires the labor of a four- to five-person crew for a full day. Access to the basins for cleaning is poor. Catwalks do not exist atop basin dividing walls, making personnel access, particularly to the two inboard basins, hazardous. Basins have ramps for vehicle access at their east ends, but the consistency of the solids slurry is unsuitable for loader handling. Backwash Surge Basin and Discharge A 600,000-gal surge basin receives settled backwash water overflowing from the Recycle Sump. This bentonite-Iined earthen impoundment primarily serves a flow equalization function, and hydraulically "floats" on the water level in the Recycle Sump. As filters backwashes discharge additional wastewater, the Backwash Water Basins overflow, raising the level in the sump and the surge basin. The storage capacity afforded by the surge basin normally prevents discharge pumps from cycling during every filter backwash event. The surge basin originally gravity drained back to the Recycle Sump for return of settled backwash flows to the head of the plant. When recycle was discontinued as a regular practice in later years, discharge was piped to Sourdough Creek. With the issuance of an MDPES pen-nit flow rate limits were imposed on the discharge, requiring a means of flow control. Permit flow 45 Evaluate Condition ofE.risting Facilities-Treatment Section 3.A limits vary monthly, allowing for seasonal dilution flows in the creek, and range front a low of 165 gpm in February to a high of 765 gpm in May. Surge basin discharge arriving back at the Recycle Sump is now conveyed to Sourdough Creek by two pumps retrofitted in the sump to precisely control the flow rate. An old 15 hp Aurora turbine handles the highest monthly flows allowed under the MPDES permit, and a new 650 gpm submersible pump with variable speed drive handles other flows. The turbine can be throttled to lower flows,providing a backup to the submersible pump. Other requirements of the MPDES permit include a maximum total chlorine residual of 0.175 mg/l, and concentration and annual average load limits for dissolved aluminum and total suspended solids (TSS). The latter limits are 30 mg/l for a 30-day average, 45 mg/1 for an instantaneous maximum, and 37 ppd annual average load. Operators conduct sampling for total chlorine residual on any day which discharge occurs, and monthly sampling for other parameters in compliance with the permit. Historically discharges have not exceeded requirements of the permit. The Backwash Surge Basin visually appears to have lost volume over its years of service due to accumulated solids, although its volume is not functional below the invert of the inlet/outlet pipe. The basin is not normally cleaned. In its current condition, the surge basin is performing adequately, although aquatic weed intrusion is a minor problem. Icing can temporarily diminish capacity, resulting in excessive discharge pump cycling. Sludge Drying Bed and Solids Disposal Solids cleaned from the Backwash Water Basins are deposited on a newer drying bed that replaced the 1983 sludge drying ponds. Constructed in 1998, the new 100-foot by 150-foot bed is lined with 36 inches of gravel, and has concrete walls. Solids are applied to the bed only once per year, in conjunction with the annual cleaning of the Backwash Water Basins. This results in the application of approximately one foot of slurry to the bed annually. Solids are allowed to dry for a full year, and then removed by front-end loader, and graded onto plant property directly west of the bed. The bed has no underdrains, but provides good dewatering, likely enhanced by winter freeze-thaw cycles on the sludge. Backwash Water and Solids Handling Performance Backwash and solids handling facilities at the Bozeman plant perform adequately, and generally conform to Circular DEQI design requirements. Facility limitations and O&M problems result from the retrofit of pre-existing sedimentation basins for backwash wastewater handling. Deficiencies relative to DEQI include the following: • Backwash Water Basins do not fully conform to "alum sludge lagoon" requirements (ferric chloride sludge not addressed), including effective adjustable decanting devices per DEQI-4.11.4e, and overflow weirs of length equal to basin depth [DEQI-4.11.5.2e]. 46 Evaluate Condition of Existing Facilities-Treatment Section 3.A • Backwash Water Basins only provide one to two times the daily backwash volume generated during periods of low raw water turbidity. During periods of poor raw water quality, the capacity diminishes to as little as one-third of the daily volume. [DEQI- 4.11.5.2 requires capacity of 10 times the daily backwash volume for lagoon type impoundments, although the Backwash Water Basins are arguably not true lagoons.] • Only limited velocity dissipation [DEQI-4.11.5.2f] is provided at the inlet ends of the Backwash Water Basins by the 18-inch piping entering the individual channels. Propeller mixers used seasonally for ice deterrence may impair solids removal, although are necessary given icing problems and resultant safety and flooding hazards. • Tentative indications were reported in the 1997 Water Facility Plan (MSE-HKM Engineering) of suspected cearwell leakage into the Backwash Water Basins. While a double wall separates the two facilities in compliance with DEQI-7.1.3, detection of a chlorine residual in the southwest corner of the backwash basins prompted this suspicion (see Clearwell Section). 47 r r Evaluate Condition of Existing Facilities-Treatment Section 3.A Additional O&M problems with backwash and solids handling facilities include: • Backwash Water Basin outlets are located at the water surface, and are prone to freezing. Plugging of basin outlets could cause overtopping of the basins during a filter backwash. Surface ice formation on the Backwash Water Basins could potentially"seal" the basins, preventing any new filter backwash water from being admitted. If undetected, this could result in a catastrophic flood in the WTP building during a filter backwash. • Ice control on the wastewater basins poses hazards to operating personnel. • The retrofitted settling basins with floors sloped opposite the direction of flow are not conducive to uniform solids distribution throughout the basins, resulting in excessive accumulations near the inlets. • Removal of accumulated solids from the wastewater basins is labor-intensive and requires considerable portable equipment. • Personnel and equipment access is difficult,particularly to the two inboard basins. • Flow distribution to the four Backwash Water Basins is likely not uniform, given the header and inlet piping arrangement, and likely loads the south basin most heavily. • The earthen dikes and bentonite seal in the Backwash Surge Basin are not conducive to removal of accumulated solids to maintain capacity. Aquatic weed proliferation also occurs. Compliance with conditions of the MDPES permit for discharge of settled backwash wastewater to Sourdough Creek has been consistently good. Plant Clearwell The clearwell underlies most of the WTP, and was converted from pre-1983 sedimentation basins by adding structural columns to support the building. An eight-inch cover slab serves as the building floor. ClearwelI concrete dates from the 1950's, but is in generally good condition. The clearwell floor slab slopes at approximately 0.2 inches per foot (east to west), stemming from the original sedimentation basin construction. With an average eight-foot depth, the 120- foot by 115-foot clearwell has a usable volume of 630,000 gallon. This represents approximately 60 minutes of clearwell detention time at the plant design flow of 15 MGD. Openings were made in sedimentation basin dividing walls to provide a baffled flow pattern in the clearwell. Unfortunately an opening in the wall separating the third and fourth chambers lies directly adjacent the clearwell outlet, allowing flow to short circuit the last chamber. Double transverse walls separated by a dry gallery were installed in the old sedimentation basins to isolate the clearwell from the adjacent Backwash Water Basins (see Backwash Water and Solids Handling Section). Leakage is suspected from the clear-well at the southeast corner of the backwash basins, based on observed low levels of chlorine residual in the latter. While unconfirmed, any such leakage should be investigated and remedied. With an accessible gallery between the two impoundments, visual assessment of leakage should be possible. Seepage is also noted into the pipe vault adjacent the northwest corner of the clearwell. 48 Emluate Condition of'Existing Facilities-Treatment Section 3.A Filters discharge individually through the building floor slab to the clearwell area below. Filters #1 and #2 discharge into the second chamber of the clearwell, while filters #3 through #6 discharge to the third chamber. Filters #7 and #8 discharge into the last chamber near the clearwell outlet, minimizing any contact time for effluent fi-om these filters. Chlorine solution is simultaneously applied in each chamber of the clearwell for this reason (see Disinfection - Chlorination Section). Chlorine solution drop pipes are equipped with perforated PVC diffusers. The filter discharge plumbing arrangement compromised the apparent design intent of providing a four-chambered, serpentine flow path through the clearwell to optimize disinfection CT credit. MDEQ has reportedly acknowledged that a CT credit of 10 percent of the clearwell volume is allowable,but Operators conservatively discount any clearwell credit in their CT calculations. Additional clearwell CT credit may be attainable by rerouting discharge lines from at least filters #7 and #8 to the third clearwell chamber and relocating the opening in the wall separating the third and fourth chambers. Operators have contemplated such a modification, but substantial plumbing and cost would be entailed. The two backwash turbine pumps and the filter surface wash pump hang in a sump in the second chamber of the clearwell. With initial chlorine addition upstream of this point, filter backwash flows are chlorinated (see Filters Section). House water and chlorinator booster turbine pumps hang in another sump in the last chamber of the clearwell. Finished water leaves the clearwell by gravity flow to down-gradient distribution and storage facilities, and high service pumping is not required. Flow exits the clearwell through a 36-inch line connecting to the transmission main to the Sourdough Tank. The 36-inch line is accessible in a vault beneath the northwest corner of the plant building. In this vault a magnetic flowmeter is provided to measure plant effluent flow, along with the sample tap for the chlorine residual analyzer. Unfortunately the mag meter is inaccurate due to substandard velocities (less than 1.0 fps) in the pipeline unless plant flow exceeds approximately 5 MGD. For significant portions of the year plant flow does not exceed this threshold (see Figure 3.A.5, previous), and the clearwell flowmeter is unused in favor of downstream meters at the Sourdough Tank (see Instrumentation and Control Section). The City conducts underwater inspections of the clearwell every five years, using a hired "sanitary dive" contractor. The most recent of these inspections was in conducted in September 2004, and found only minor sediment accumulations and no structural problems. The 1950- vintage concrete was observed to be in excellent condition, without surface spalling or exposed reinforcing steel. During this dive a close visual inspection of the southeast corner of the clearwell was made, looking for any cracks or evidence of potential leakage (to the Backwash Water Basins). No cracks were observed, although the video transcript notes that white mastic sealant along floor and corner joints "could be a possible source of leakage." When necessary divers also vacuum clean accumulated sediment from the clearwell. Such sediment is largely byproducts of latent coagulation, and accumulations have not required cleaning since the plant discontinued alum use in the 1990's. 49 Evaluate Condition of Existing Facilities-Treatment Section 3.A Clearwell volume has proven adequate for even the highest filter backwash frequencies without undue level loss. The cearwell has a 24-inch overflow line. Separate venting to the outside of the south wall is provided. There is an access hatch with a visual inspection window. Clearwell compliance with Circular DEQ1 is deficient in three respects: Baffling is not optimal for chlorine contact time as required in DEQI-7.1.2a. A baffle opening and the discharge points for Filters #7 and #8 lie in proximity to the cearwell outlet. • The prospect of unquantified leakage from the cearwell to the Backwash Water Basins exists, posing a potential sanitary hazard (see Backwash Water and Solids Handling Section). Additional minor leakage is noted from the northwest confer of the Cearwell into the effluent line vault. Other cearwell problems relating to O&M include: • Only one access hatchway (inspection window) is provided, limiting maintenance access and emergency exit during maintenance. • Floor drain piping in the cover (building floor) slab could pose contamination risks in the event of concrete or piping cracks or leakage. Instrumentation and Control Control at the WTP is centralized, and has been replaced sequentially over the life of the plant. The main control panel in the Operator office and control room area was upgraded in 1993 to include the new treatment units added at that time. This panel uses a combination of conventional relay logic and programmable logic controllers for process control. The panel includes digital displays for critical treatment parameters, along with alarm annunciation. Individual monitoring and control stations are included for each of the 12 filters. Raw and treated water pH and turbidity, including effluent from each individual filter, are continuously displayed on a separate panel. Plant flow and chlorine residual are similarly displayed. Instrumentation for all of these parameters includes both digital displays and strip chart recorders. The remote-mounted instruments for turbidity and chlorine residual measurements include local displays. 50 Evaluate Condition of Existin,Facilities-Treatment Section 3.A Plant flows are metered at multiple locations, including: 1. Sourdough Raw Water Transmission Main—30-inch Venturi flowmeter in inlet vault 2. Hyalite Raw Water Transmission Main — temporary Doppler flowmeter in inlet vault; flow control valve meters in new Connection Building; and 24-inch Venturi flowmeter (to be relocated to intake) 3. Plant Influent(downstream of Inlet Tower)—36-inch Venturi flowmeter 4. Filters #9 through #12 — individual 10-inch propeller flowmeters (none on Filters #1 through#8) 5. Clearwell Effluent—36-inch magnetic flowmeter 6. Sourdough Tank Inlet—new Cla-Val orifice flowmeter and new Doppler flowmeter Additionally backwash flows to the 1983 and 1993 filter trains are metered with 12-inch Venturi and propeller flowmeters, respectively. Pumped backwash water flow to Sourdough Creek is also metered for compliance with the MPDES discharge permit (see Backwash Water and Solids Handling Section). Plant flowmeters suffer inconsistencies due to several suspected causes. Venturi flowmeters are suspected of having coal tar coating applied inside their throats when steel pipeline interiors were field painted at the time of construction. If so, this could have reduced throat dimensions, affecting accuracy. Most Venturi meters are located where inadequate straight pipe exists adjacent the meters to permit temporarily installing an external (e.g., Doppler) meter for calibration. The fact that Inlet Tower overflows (mathematically determined by subtracting plant influent from the sum of Sourdough and Hyalite raw water flows) sometimes are negative points to some inherent inaccuracy with those Venturi meters (see Figure 3.A.3 previous). The clearwell effluent mag meter reads inaccurately below about 3,500 gpm (5.0 MGD) due to inadequate water velocity. The two new meters at the Sourdough Tank replace its function. Plant raw water turbidimeters include individual Hach surface scatter meters on the Hyalite and Sourdough raw water mains, plus a Hach 1720C unit on the combined raw supply(Photo 7). 51 • u e T '6 Photo 7- Raw water turbidimeter station with individual surface scatter meters on Hyalite and Sourdough supplies at left, and combined flow turbidimeter at right. AL Photo 8 - Individual eflluent turbidimeters on Filters#1 through#4 (1983 train). Evaluate Condition of Existing Facilities-Treatment Section 3.A Filtered water turbidimeters include individual Hach 1720C units on each of the 12 filter effluent lines (Photo 8), plus another on the clearwell effluent. Filter backwashes are initiated automatically by float switches for Filters #1 through #8 and by headloss signals for Filters 49 through #12 (see Filters Section), although manual cycles are preferred in the winter to avoid excessive run times. Backwash and filter surface wash pumps, and filter air scour blowers are controlled automatically according to presets in the main control panel. Operating durations are adjustable, and manual overrides are provided. High (individual) filter effluent turbidity alarms can be enabled to automatically shut off a filter. Use of this function is generally disabled due to the current inability to block false turbidity spikes during filter backwash (see Filters Section). Chemical feed system control is not incorporated into the central plant control. Chemical feed pumps for coagulants and polymers, the fluoride volumetric feeder, and chlorinators are all manually controlled and adjusted on location. The plant lacks flow-pacing provisions for coagulant feeds. The ability to pace coagulant feeds using flow-based algorithms or "compound loop" control is not provided. Furthermore operating experience has shown that cationic polymer dosage is not necessarily linear with flow (see Chemical Feed Systems Section), and directly proportioning feed based on flow can result in polymer overdose. The plant also has some ability to pace coagulant feed based on an analog signal from the post- coagulant-addition streaming current monitor, although the control mechanism is not well understood nor is it used. Coagulant dose would be proportioned according to electrical charge potential on particles in the water, modulating the dose until charge minimization occurred. The primary limitation of this technique has been maintenance requirements on the streaming current monitor. It has a double strainer that requires frequent cleaning, up to hourly, during high raw water turbidity periods. The frequent cleanings needed to keep the unit functional and reliable for pacing coagulant addition have proven impractical, particularly when the plant struggles with high raw water turbidity events. House water and backwash discharge pumps are controlled from pressure (tank) and sump level switches, respectively, with manual overrides. The smaller backwash water discharge pump includes a variable speed drive. Mechanical flash mixers for the treatment process are controlled with local start-stop or speed controls. Supplementing the relay and PLC-based main control panel, the plant has a networked computer system for data acquisition, compilation and management. Three main data functions are done with these PC's: 1. Total System Resource® software, a proprietary product specifically for water utility applications, is used to track water and process parameters such as pH, temperature, and turbidities in "real time." This program also provides for limited analysis of such data by deriving averages, minimum and maximum daily readings. 2. Operators have created and maintain a Microsoft Excel spreadsheet of all critical water and treatment process data. Data for 110 different parameters, ranging from water source 53 Evaluate Condition of Existing Facilities-Treatment Section 3.A flows to turbidity readings to chemical doses, are manually entered each day. Some of the data for the spreadsheet is taken from the Total System Resource software. 3. One PC is dedicated to real time tracking of particle size counts in raw and finished water as a process optimization tool. This combination of data logging and archiving functions stops short of giving the Bozeman plant full SCADA (Supervisory Control and Data Acquisition) capability. The data acquisition provisions exist, but are not centralized with a computer driven central control system. This reflects both the vintage of the plant and Operator preference in its operation. Current Operators and management advocate a relatively high degree of manual control over the treatment process, both for reliability and optimization of treatment. To prepare MDEQ compliance reports, Operators manually take data from the plant's Excel spreadsheet, also accessing the Total System Resource database as necessary. Compliance reports are prepared by hand. The Sourdough/Hyalite WTP is tied into a central utility telemetry system for the City. Data from both the municipal water and wastewater systems is relayed through a communication hub to the City Shop server. A leased Quest T-1 communication line connects the server at the City Shop to the WTP. A computer at the WTP currently provides the on-site interface, although a new server at the plant has been contemplated but never budgeted. Water storage reservoir levels from the Kenyon Drive (Hilltop), Lyman, and Sourdough tanks axe all transmitted to the WTP. The Sourdough and Hilltop tank signals are first relayed by radio to the WTP, then over the T-1 line back to the City Shop server. Level signals from the Lyman reservoir are routed through the City Shop, then to the WTP. Failures and operating problems have been experienced periodically with the T-1 line to the plant. Facility planning is si nultaneously underway for the City's wastewater system, and may portend changes in SCADA and telemetry options at those facilities. Such changes may require integration with future plans for the WTP, and a holistic approach to citywide utility telemetry and SCADA is worth considering. Primary problems relative to plant instrumentation and control relate to the vintage of the central control equipment. The age and obsolescence of most of the central control hardware and Total System Resource software make modifications and future adaptations difficult. When the need to add interlocks, lock-outs, electronic timers, or other programming changes in the main control panel arises, Operators are dependent on a single individual nationally that still supports the equipment. The same limitation is true with the Total System Resource software. While adequately serviceable for the existing WTP, both systems are obsolete given current advances in electronics and software. Availability of long-term technical support for both systems is likely tenuous. 54 Evaluate Condition of Existing Facilities-Treatment Section 3.A Other instrumentation and control problems include the following: • Absence of individual flowmetering and flow rate control to Filters #1 through #8; separate metering and flow control are likewise not available for the two 1983 floc basins. • Flowmeter limitations include accuracy and calibration problems with Venturi and magnetic flowmeters, as noted above. Convenient means for meter calibration are not available. • Automatic shutdown of filters on high effluent turbidity alarms are generally disabled due to aberrant turbidity spikes associated with backwash flows (see Filters Section). • Chemical feeds and disinfection cannot be flow-paced with the existing control system; both require manual adjustment with plant flow or raw water quality changes (see Chemical Feed Systems and Disinfection- Chlorination Sections). Reliability of existing WTP instrumentation and control is bolstered significantly by around-the- clock staffing at the plant (see Staffing Section). At least one Operator is working at all times, and one staff member lives in the residence at the plant site. Full time staffing affords continuous observation of treatment performance, and quick reaction to any changes in process or raw water quality. Security of WTP data is promoted by good "firewall" protection on both City Shop and plant computer servers. The Operators and staff carefully control access to plant data. Care is taken to avoid vulnerabilities associated with transmitting data in FAX or accessible e-mail communications. Operators perform manual back-ups of plant operating data on a regular basis. Security issues relative to the WTP and other water system facilities are addressed in detail under separate cover. Regulatory Compliance A recent Comprehensive Performance Evaluation (CPE) of the Sourdough/Hyalite WTP has not been conducted by MDEQ, but Sanitary Surveys of both the Sourdough/Hyalite WTP and Lyman Creek facilities have been. An MDEQ Sanitary survey was conducted on April 16, 1999, and a subsequent survey was conducted September 27, 2002. No problems or recommendations were cited by MDEQ in the latest survey relative to the WTP. Both recent Sanitary Surveys appear in Appendix A.I. The promulgation by the USEPA of significant amendments and supplements to the Safe Drinking Water Act over the last decade have increased the complexity and stringency of regulatory compliance for surface water treatment plants such as Bozeman's. Significant regulatory mandates affecting the Sourdough/Hyalite WTP and its general compliance history are addressed in the following paragraphs. Interim Enhanced Surface Water Treatment Rule (IESWTR) The two primary impacts of this rule to the Sourdough/Hyalite WTP were: 55 Evaluate Condition of Existing Facilities-Treatment Section 3.A 1. Requirements to continuously monitor turbidity individually from each filter; plus limiting combined finished water turbidity to 0.3 Ntu or less in 95 percent of measurements taken at four-hour intervals. 2. Disinfection profiling for systems whose one-year data average of TTHM and HAA5 levels meets or exceeds 80 percent of the MCL(or 64 ppb THM and 48 ppb HAA5). The plant has fully complied with both of these requirements. Continuous effluent turbidity monitoring from each filter was in place prior to promulgation of the rule, and data has never exceeded the 1.0 Ntu threshold for exceptions reporting. Likewise combined filter effluent has consistently remained below 0.3 Ntu in 95 percent of measurements taken. The City submitted one-year of distribution system TTHM and HAA5 data to MDEQ in 2001. Levels were below 80 percent of the MCL, exempting the City from further Disinfection Profiling. Should a significant change in disinfection be contemplated in conjunction with future WTP improvements or replacement, Disinfection Benchmarking and/or further Disinfection Profiling may be required. The January 2002 promulgation of the Long Term I Enhanced Suf face Water Treatment Rule does not affect Bozeman, in that it merely extended the requirements of the IESWTR to smaller systems. Stage 1 Disinfectants/Disinfection Byproducts Rule Promulgated in December 1998, the Stage 1 Rule set both chlorine residual limits and MCL's for TTHM and HAA5. It also set mandatory removal thresholds for Total Organic Carbon (TOC) for surface water systems using"conventional treatment." Operators keep Running Annual Averages (RAA's). The RAA of 36 ppb for TTHM and 26 ppb for HAA5 for plant effluent as sampled in the distribution system easily meets the Stage I Rule MCL's of 80 and 60 ppb, respectively. As a direct filtration treatment process rather than conventional (with sedimentation) treatment, the Sourdough/T.-Iyalite WTP is exempt from the TOC removal requirements. The plant has been taking monthly TOC samples of the combined Sourdough and Hyalite raw water since January 2003. Data has been submitted to MDEQ in the hopes of being granted "reduced (frequency) monitoring" under this rule. The WTP should qualify, since raw water TOC levels to date have averaged 1.6 mg/l, with a maximum of 3.6 mg/l. A running annual average of less than 4.0 mg/l TOC is the threshold for "reduced monitoring." If a change to conventional treatment were contemplated, these levels coupled with ambient raw water alkalinity would likely require 25 percent TOC removal in such a process. Filter Baclavash Rule The Sourdough/Hyalite WTP is unaffected by this recent rule as long as the current practice of not recycling treated backwash water continues. The plant has filed the required information 56 Evaluate Condition of'Existing Facilities-Treatment Section 3.A with MDEQ on type, location, rates, and treatment of potential recycle flows, in the event recycling were to be reinstated. The original plant design included recycle provisions to the head of the treatment process, which would comply with the Treatment Technique Requirement of this rule. Operators do not contemplate resuming backwash recycle, preferring instead to continue discharge of settled backwash water to Sourdough Creek under the plant's MPDES permit. Stage 2 Disinfectants/Disinfection Byproducts Rule Promulgated in January 2006, the Stage 2 Rule will require the City to select new and additional distribution system sampling sites for TTHM and HAA5, and generate running averages on a location-specific basis (Locational Running Annual Averages or LRAA's). The latter will replace the RAA's used in the past. An Initial Distribution System Evaluation (IDSE) must be prepared and submitted for regulatory review by January 1, 2010 for systems of Bozeman's size. An IDSE Plan must be submitted by October 1, 2007, and testing must be complete by September 30, 2009. Compliance with anticipated requirements of the Stage 2 Rule appears likely, given the plant's recent RAA data of 36 ppb for TTHM and 26 ppb for HAA5. Barring a dramatic future shift in the averages for the City, the Stage 2 Rule LRAA requirements of 80 ppb TTHM and 60 ppb HAA5 should be achieved. However Operators note that new Stage 2 requirements for sampling at more remote locations in the distribution system may reduce compliance margins. The Stage 2 Rule contains provisions allowing a"40/30 Certification" in lieu of an IDSE Plan for systems that can demonstrate TTHM's consistently below 0.040 mg/1 and HAA5's below 0.030 mg/1 for eight consecutive quarters. To qualify for this certification, no TTHM or HAA5 monitoring violations can have occurred during Stage I Disinfectants/Disinfection Byproducts Rule sampling. Given historic TT14M and HAA5 averages, Bozeman may want to consider exploring this certification which would exempt it from an IDSE. With a 40/30 Certification, subsequent quarterly monitoring for Stage 2 Rule compliance must still be conducted. 57 Evaluate Condition of*Existing Facilities-Treatment Section 3.A Long Term 2 Enhanced Surface Water Treatment Rule This 2006 rule is intended to mitigate risk from Cryptosporidium, and mandates 24 months of source water monitoring for this protozoan. Systems such as Bozeman's that serve 10,000 or more persons must begin sampling no later than April 2008, and complete same by October 2010. A sampling schedule and descriptions of proposed sampling locations must be prepared and submitted by January 1, 2008. Sampling and analytical methodology is prescribed in the Rule, and generally involves filtration of a 10-liter sample through a prescribed filter for later microscopic analysis. Depending on observed Crypto concentrations, systems will be classified according to one of four "Bin Classification Numbers." Higher Bin Classification numbers reflect greater Crypto risk. Depending on Bin Classification, mitigation and/or additional treatment requirements may be required using methods from a"Microbial Toolbox." The Rule allows systems to "grandfather" Crypto sampling data from up to 24 past months. The City of Bozeman has yet to begin Crypto sampling, and hence will not have data to grandfather. MDEQ is currently in the process of developing its protocol for oversight and administration of the final Rule, which was just promulgated January 5, 2006. Recommendations for initiation and the structure of a testing program to comply with the Long Term 2 Enhanced Surface Water Treatment Rule are contained in Appendix A.2. Plant Building and Physical Facilities Structure The WTP is housed in a steel framed Armco metal building, constructed in 1983. The building uses a "sandwich" wall panel with interior and exterior pre-finished metal skins and approximately one to two inches of rigid fiberglass insulation. The interior surface is smooth, while the outside skin is corrugated. The roof system is standing seam metal roofing, with interior vinyl-faced fiberglass batt insulation. The building layout included space for the original two flocculation tanks and eight filters, along with space for up to eight additional filters. in 1993 Filters #9 through #12 were added, consuming half of the remaining space. The conversion to liquid chemical feeds resulted in the addition of a chemical feed area in the remaining space, although relocating feed tanks and equipment could permit the future addition of up to four more similar filters. The Inlet Tower is built into the southwest corner of the building, and separate rooms for fluoride feed and filter air scour blowers are provided. Two overhead doors provide access to the chemical feed area and for equipment removal. A common office, control room, and laboratory area is provided, and was expanded in 2000. Other separate rooms for the emergency electrical generator, chlorine cylinder storage, and chlorinators are also provided. A vestibule was added to the north side of the building in 1993, independently of the other plant improvements at the time. 58 Evaluate Condition of'Existing Facilities-Treatment Section 3.A Building space is nonetheless relatively minimal, due in part to cost economies in the original construction. Aisles throughout the plant are narrow, and access is not provided to all sides of the 1983 filters and floc tanks. Catwalks are provided, but do not fully access those filters or the influent channel feeding them. Aisle ways are restrictive and generally do not include adequate space for convenient removal and maintenance access to major equipment such as backwash pumps. Building height also restricts overhead access for pump removals and maintenance atop filter tanks. Operators have been able to work around these physical limitations, but equipment maintenance access is more difficult than necessary. A significant deficiency for Operators in the building floor plan is the absence of any dedicated shop space for equipment maintenance. The condition of the building structure is generally only fair. Due to limitations in heating and ventilating systems, and constant exposure to high levels of moisture, it is suspected the ceiling insulation is saturated and compromised. Periodically condensed moisture accumulates in ceiling fiberglass batts to the point where large volumes of water are suspended on vinyl facing sheets, requiring puncturing to drain out the liquid. Additionally rust of the interior wall panels recurs,requiring periodic repainting. A floor drain system is provided in the building, draining to the stormwater percolation pond north of the parking lot. A unisex restroom with shower is available. The plant's sanitary wastes are treated in an on-site septic tank and drainfield system, as city sewer service is not available in the immediate vicinity. The plant septic system is reported to use an old metal tank, raising the possibility of corrosion. The adjacent Operator's residence has its own dedicated septic system with a concrete tank. Both septic tanks were pumped in 2005, and appeared to be in serviceable condition. A house water pump hanging in the clearwell provides chlorinated domestic water for the plant. The pump operates in conjunction with a bladder-type hydropneumatic tank, and is controlled by a pressure switch. The system currently performs well. HVAC Heating, ventilating, and air conditioning (HVAC) systems for the plant building are relatively minimal. The main room of the plant is heated by two 475 MBH Cambridge gas-fired air handling units, ceiling-mounted along the south wall, plus one 400 MBH gas-fired unit heater on the west wall. The two air handling units have been replaced once since the 1983 plant construction, but are somewhat of a maintenance problem. Thermostatic controls are not provided on the air handlers, and the units simply have three heat range settings. Manufacturer certified service technicians are not available in state. The units have no ductwork for return air, so all air to be heated comes from the outside, creating energy inefficiencies. During sub-zero temperatures, fans in the units accumulate ice sometimes causing failure. Overall heat is marginally adequate, aggravated by significant air leaks in the building structure. 59 Evaluate Condition of Existing Facilities-Treatment Section 3.A Ventilation in the main area of the building is even more problematic. No power ventilating fans are provided. A single wall-mounted gravity exhaust damper is located in the east wall,but does not function, since there is no power ventilation to provide the pressure to force it open. During warmer months, moisture can be better managed by opening doors, although security concerns somewhat restrict this option. The absence of functional ventilation equipment compounds the moisture accumulation problems in the building. Operators note that dehumidifiers are sorely needed in the building, along with improved heating and ventilating equipment. Moisture-related structural and insulation damage to the building attest to these deficiencies. Separate gas-fired unit heaters and ventilation fans are provided in the Chlorine Storage and Chlorinator Rooms. These systems appear adequately sized and functional. The office and control room areas are heated with electric baseboards, and vaults have electric unit heaters. Electric baseboards are also used to heat the emergency generator room. Air conditioning is not provided in the building, but is not considered an inconvenience considering the elevation and moderate summer climate at the WTP location. Operators do report some problems with computer equipment overheating during the summer. The new Caustic Building has a good HVAC system, with a gas-fired unit heater, power wall ventilator and motorized wall damper. Electrical Electrical service from Northwest Energy is provided through a 500 amp, three-phase service. This power service has proved generally adequate for the plant's needs, although start-up of a backwash pump causes regular dimming of building lights. Whether this is due to an undersized service or limitations in the plant's electrical circuits is uncertain. The plant lies at the dead end of a feeder line from Goldenstein Road to the north, and dual or looped service is not currently available. The nearest loop point for redundant service is the Sourdough Tank at Goldenstein Road. The plant is currently served through a seven-year-old transformer that was used at the time of installation by the power utility. Consideration needs to be given to adding a looped and/or larger power feed when such capability becomes available for the area from the power utility. Most switchgear in the plant dates from the 1983 construction, and predominantly uses Cutler Hammer motor starters. Backwash pumps have partial wind starters, allowing the motors to ramp start over approximately a three-second period. Operators report recurring problems with these motor starters, and they should likely be replaced. The only other pump with modulated starting capability is the newer backwash discharge pump, which has a variable speed drive. The high humidity environment in the plant reportedly induces some corrosion in switchgear and controls, although no failures or problems have occurred. Most critical controls are located in the office and control room area, where humidity is not a problem. A diesel powered emergency electrical generator is located in a separate heated room at the northwest corner of the plant. A fuel day tank is located in the room, assuring reliable fuel 60 Evaluate Condition of'Existin`f,,Facilities-Treatmeni Section 3.A delivery during cold weather. This gen-set is rated at 260 kVA peak load and 240 kVA continuous load. It has the capability to carry the full plant load, although Operators report that backwash pump starts strain the capacity of the generator. The gen-set has a manual transfer switch, requiring Operator initiation of power transfer. The generator is exercised monthly, although usually without load transfer. Power outages historically occur about every two months at the plant, so the gen-set is run under load regularly. Fortunately power outages at the plant, while relatively frequent, are not typically of extended duration. Roads and Grounds Plant roads and grounds are in very good condition and well maintained. Grounds have good grass and vegetative cover, and are not a source of erosion. The plant entry road has new asphalt, and accesses the parking lot on the north side of the WTP building. Access is provided here to the main plant and the new Caustic Building for chemical and chlorine deliveries, as well as personnel. The entire WTP site is fenced with seven-foot chain link, all but 400 feet of which is new. The older fence is not constructed to comply with current security fencing specifications. The perimeter fencing is signed against access, and the main gate has a new electric gate with security keypad. Alternate emergency access is provided overland from a locked gate at Skyridge Estates Road on the east side of the site, and is adequate for 4WD fire truck access during winter. Site drainage is controlled at a percolation pond north of the parking lot, which collects runoff from the lot and a portion of the building roof drainage (as well as building floor drains). Winter icing is a problem on the parking lot, due to shading by the building. Roof drains discharging off the north side of the building aggravate this problem. The significant slope of the parking lot to the north, away from the building, creates parking and unloading hazards for chemical delivery trucks. This is a particularly worrisome problem with trucks delivering one-ton chlorine cylinders, and these deliveries are curtailed during the winter for this reason (see Disinfection - Chlorination Section). Aspects of the WTP site relating to access and security are discussed in detail under separate cover. O&M problems relating to the plant building and physical facilities include the following: • The plant building structure suffers from moisture-induced interior steel panel deterioration and compromise (saturation) of ceiling batt insulation. The 22-year-old building structure also infiltrates considerable air. • Interior building aisle and headroom for operations and maintenance access and equipment removal is too restrictive. • Heating and ventilation in the main room of the WTP Building is substandard, resulting in energy waste and high moisture conditions. No operable power ventilation is provided. Lack of humidity management is causing deterioration of building structural components and electrical switchgear. 61 Evaluate Condition of'Existing Facilities-Treatment Section 3.A • Heating and ventilating equipment is old and not readily serviceable. • Insufficient office space and no conference room are provided. • Electrical service and/or in-plant power distribution wiring may be undersized to carry 100 hp backwash pump loads without undue voltage drops. • Existing 100 hp backwash pump partial wind motor starters are unreliable and need replacement. • Electrical service to the WTP is via a single power feed from the Northwest Energy grid, providing no looping or redundancy in feed. Frequent power outages result. • Parking lot and building roof drainage promotes icing conditions, which coupled with pavement slope, presents hazards for chemical deliveries and general access. Staffing The WTP is staffed by nine operators, all of whom are MDEQ-licensed for Class I surface water treatment and have considerable tenure and operating experience at the plant. The Operators are responsible for plant and facility operations, maintenance, data management, testing and compliance reporting. These operators are also responsible for operation of the Lyman Creek system, the Sourdough Creek and Hyalite intakes, and the three water storage reservoirs. A separate City department handles water distribution system operations, other than reservoirs. WTP Operators staff three, around-the-clock shifts at the plant. Only one operator staffs the third shift. One staff member lives at the residence on the plant site. Operators, other than the Plant Superintendent, are members of the Teamsters Union, and as such are subject to collective bargaining agreements. Financial Status of Facilities The WTP is fiscally managed in conjunction with the Lyman Creek facilities and water storage reservoirs under the City of Bozeman's "Water Plant" expenditure budget (Department 46, Account #4610). This expenditure budget is separate from the City's "Water Operations" account (Department 50, Account #5010), which fiends raw and finished water transmission mains and the distribution system. Both funds derive their revenue from a single combined water utility revenue account, derived from user rates and related charges. Commission Resolution No. 3828, adopted August 1, 2005, establishes current municipal water user rates and charges. Section ID addresses the financial management, expenditures and revenues for both water system utilities in detail. 62 Evaluate Condition of Existing Facilities-Treatment Section 3.A LYMAN CREEK WATER SYSTEM History In addition to treated surface water from the Sourdough and Hyalite sources, the City obtains additional supply from the Lyman Creek drainage. This system is currently diverted through subsurface spring collectors in the upper Lyman Creek Canyon, north of Bozeman on the south end of the Bridger Mountains. Basic treatment in the form of disinfection, fluoridation, and the capability for radon stripping is provided. Compared with water from the Sourdough/Hyalite sources, Lyman water does not require filtration and has the further advantage of consistently high quality irrespective of seasonal runoff events. Historically the Lyman Creek system used direct surface water intakes, which were taken from small impoundments, known as the Upper and Lower Diversions. The former lies in the Lyman Creek Canyon, while the latter lies outside the canyon in the adjacent foothills. The Lower Diversion is the older of the two. Dating from the 1900's, this pond on Lyman Creek allowed regulated flows to enter a diversion structure and 18-inch asbestos cement (AC) pipeline. About 4,100 ft downstream, a chlorination building was located on the foothills above Bozeman. In 1989, a second surface water impoundment was constructed further up the Lyman Creek Canyon. A new 16-inch ductile iron pipeline was installed at the same time, replacing all but the lower 2,400 feet of original AC, and extending up to the new Upper Diversion. Two pressure reducing valve stations were installed along the new pipeline between the Upper and Lower Diversions. New piping allowed valved bypass of the Lower Diversion, and surface water from that impoundment can no longer enter the system. The Upper Diversion lay approximately 10,000 feet upstream of the original chlorination building. That building was also replaced in 1989 with a new facility to handle one-ton cylinder chlorine gas cylinders. A 5.0-million-gallon storage tank known as the Lyman Reservoir was located adjacent the chlorination facilities, and feeds the North Pressure Zone of the distribution system (see Section 3.B). This 30 ft deep concrete-lined reservoir is partially buried and was originally uncovered. As part of the 1989 upgrades, it was retrofitted with a floating polyethylene membrane cover. Water from the Lyman Creek intakes flowed by gravity to Lyman Reservoir, and to the distribution system. In 1990, the Lyman Creek surface water diversions were abandoned in favor of subsurface spring collection. Two buried spring water collectors were installed approximately 1,600 ft above the Upper Diversion,with transmission main extended accordingly. The two collectors are separated by several hundred feet, and consist of gravel-packed perforated pipes. Sheet pile cutoff walls were installed downstream of each collector. Additional piping was installed to shunt unneeded spring flows back to Lyman Creek, and use of the direct surface water intakes was ceased. Gravity flow to Lyman Reservoir was maintained with the new spring collectors. The spring collectors reliably capture flow believed to originate from outcrops of the Madison aquifer, and that otherwise recharged Lyman Creek (City of Bozeman Source Water Delineation and Assessment Report, Western Groundwater Services, Feb. 22, 2001). The watershed is 63 Evaluate Condition of Existing Facilities-Treatment Section 3.A relatively remote with no livestock grazing, and is primarily in the domain of the U.S. Forest Service as Gallatin National Forest lands. Designation of federal land in the watershed as "municipal watershed" (MDEQ "A-Closed" designation) is not currently in place. Obtaining such designation must be a priority for the City, and continued dialogue and liaison with the Forest Service to secure this protection will be necessary. A logical target for addressing municipal watershed designation for the Lyman watershed would be in conjunction with the next update of the Gallatin National Forest Plan. Tests of spring water collected show it not to be Groundwater Under the Direct Influence of Surface Water (GWUDISW), and as such it is exempt from requirements for further treatment under the federal Surface Water Treatment Rule. Prior testing of surface water from the now abandoned intakes counted one "non-viable" Giardia cyst in 1988. Operators remain unsure if this occurrence resulted from contamination in borrowed Microscopic Particulate Analysis sampling equipment. Concern over risks of microbial contamination with surface water intakes prompted the conversion to spring collectors in 1990. Wildlife access to the lower creek and now unused Lower Diversion pond also poses contamination risks, and occasionally deer carcasses have been removed from near the waterways. In 1998 the entire Lyman system was taken off line for fiarther upgrades. Since that time three major improvements have been constructed, and were completed sequentially by 2004: 1. Gas chlorination was abandoned, and the new 1,300 sf Lyman Creek Inlet Control Building was constructed. This facility sits directly upstream of the Lyman Reservoir. It includes facilities for flow control and metering, liquid hypochlorination, fluoridation, and a radon-stripping tower. Radon removal capability was included anticipating an eventual radon MCL of 300 pCi/l, and remains unused pending a final standard which now may end up higher than originally proposed. 2. The concrete Lyman Reservoir was lined with geomembrane to curtail leakage. The reservoir was returned to service in 2004, although some contractor warranty work to correct detected liner leakage continues. The previous floating reservoir cover was also replaced with a prestressed concrete tee beam roof, and vestibules were added at each end of the reservoir. 3. A new flow measurement building, known as the Outlet Control Building was constructed immediately downstream of Lyman Reservoir, and includes taps for chlorine residual monitoring and alternate chlorine addition(or boosting). While these improvements were being completed, the North Pressure Zone was fed Sourdough/Hyalite WTP water in the interim through the Pear Street Booster Station and a pressure-reducing valve on North Eleventh Avenue, north of Oak Street. Once construction was finished, the Lyman Creek system was returned to service in June 2004. Operators are still experimenting to determine the full capabilities of the improved Lyman system. They are currently determining to what extent Lyman water can be used to supplant Sourdough/Hyalite WTP flows, particularly during periods of high raw water turbidity from the latter sources. Operators are also underway with trials to shunt surplus Lyman flows to the Northwest Pressure Zone, to lessen the need for booster pumping (of Hyalite/Sourdough water) to this portion of the 64 E&aluate Condition gl'E.t isting Facilities-Treatlnent Section 3.A distribution system. Water demand in the North Pressure Zone is typically 300,000 gpd, availing significant surplus water from the Lyman system for use elsewhere in the distribution system. The city of Bozeman holds water rights on Lyman Creek of approximately 2,700 gpm or 3.8 MGD (see Section 3.C). This flow has not historically been diverted, even when surface water intakes were in use. A maximum of 1,400 gpm (2.0 MGD) was delivered from the spring collectors in summer 2005, while in excess of 800 gpm was simultaneously overflowing from the existing spring collectors back to Lyman Creek. Spring collector yield is subject to significant seasonal fluctuations, and historically has dropped to 500 gpm during late winter months. With 3.8 MGD in available water rights, the City has potential options for increasing the share of citywide water demand to be met with Lyman water, at least seasonally. Such options include expanded collection and/or treatment if surface intakes were reactivated. Such options may impact decisions of the scope and timing of future improvements or replacement of the Hyalite/Sourdough WTP (see Section 5.A). Financial History A 1995 bond, two subsequent DNRC loans (Coal Tax Bonds), and operating cash reserves funded a series of improvements on the Lyman system over the past decade. Bond debt remains for the groundwater collector and pipeline projects, and is assessed against the Operations departmental budget. Recent Inlet and Outlet Control Building and reservoir improvements were funded through cash reserves. No debt for the Lyman system is assigned to the Plant departmental budget. The costs of capitalization and annual O&M for the Lyman Creek system are derived from city water user rate base. Budgeting for operations of the Lyman facilities is done in conjunction with the Sourdough/Hyalite WTP, and both facilities share operating staff. Operating costs for the Lyman Reservoir are included in budgeting for the facilities, under the municipal water utility Plant Department operating budget. Raw water transmission mains and water distribution system facilities (other than storage reservoirs) are handled by the separate Operations Department and its budget (see Section 3.D). Analysis of Existing Facilities Given the historic evolution in the water diversion, conveyance, and treatment facilities for the Lyman Creek system, the following analysis of existing facilities is limited to those in current use. Where relevant to prospective alternatives for future expansion of the Lyman system, existing unused but serviceable pipelines, diversions, and impoundments are also addressed. Figures 3.A.8 shows the geographic arrangement of Lyman system components. The locations of relevant unused facilities including abandoned impoundments and diversions are shown therein. The layout of existing facilities at the site of the Lyman Control Buildings and Lyman Reservoir is shown in Figure 3.A.9. The new Lyman Creek Inlet Control Building and related facilities including chemical feeds and treatment are shown in schematic form in Figure 3.A.10. 65 Evaluate Condition of'E_xisting Facilities-Treatment Section 3.A Spring Collectors The Lyman water supply is derived from two subsurface spring collectors on city-owned land in the canyon. Separated by approximately 300 feet, the two collectors are plumbed together to a. common 16-inch discharge pipeline. As such, they are operated simultaneously, and not controlled separately. The two collectors are believed to draw from the same shallow aquifer adjacent to upper Lyman Creek. The upstream watershed is Gallatin National Forest land. Water Quality Water quality from the spring collectors is excellent, with ambient turbidity consistently below 0.1 Ntu. Hardness and alkalinity are favorable, and the source complies with all Primary and Secondary Drinking Water Standards. Radon is present in the spring collector water at levels typically ranging up to 300 pCi/l, although treatment provisions to strip this gas are provided(see Lyman Creek Control Buildings Section). Water from the collectors is not under the direct influence of surface water. As such, it is exempt from filtration or other surface water treatment requirements (see Regulatory Compliance Section). Water Quantity Flow taken from the two collectors is primarily used in the North Pressure Zone, where water demands of 200 to 400 gpm(0.3 to 0.5 MGD) are typical. Recent expansion of Lyman water use beyond this pressure zone is occurring. When supply from the Lyman spring collectors exceeds demands,the remainder is allowed to overflow back to Lyman Creek. Flows in excess of 900 gpm were utilized from the collectors briefly during the summer of 2004, and peak collector flows of 1,400 gpm (2.0 MGD) were utilized for 52 days in 2005. Total flow delivered from the spring collectors is currently limited hydraulically by existing Inlet Control Building piping(see Section 4.A). Data is limited since commissioning of the new Lyman Creek Inlet and Outlet Control Building facilities in June 2004, but 2.0 MGD appears seasonally available. 66 ,i � _ 1�� �� � ham, '�:: �1 r'" �!' •«� «e a. � fY'� 1,-, :;�: .. �� '^ - r~ -. '.,�� �, •�f• _w 'SPMNG.& SPRING COLLECTION W mo - SYSTEMOf w 3 �` rr'• l q 3 Rp a s a o c �-wit:�_ � t 2•4 a.�� a CC PROPER r , ;. 'r 4 \� ;�,_ ' N r II GDIVERSIOU-MANHOL ..r,J.r '�`- , ,v ', ' p = t+ _ ..', •4 F ••. ;emu` - 51,�, ,,, /L. " •R 'S - ar r �. ,..•4E� -i' . - i• np'•-ems t''- ,�`• �w+'i PON 9 # ER SUPPLY LINE >zQ�- "� '.T le- .-:• -.'_ i �'J�t '�'r� t-� ?r'�` l� - U E iL``Q.'_ OZ i LYMAN 5-MG S FORAGE RESE_ INLET 0 .; D_IS#fi�FEC: _ 1 B ILD " �- { _ 191 Cp w � 3 � N c+ 8 ED i iL z m N W Y -� 1 m 1--------------- w Cam! 0 0 a o a v I k . I "'h�i I 0,41 EXISTING 5 MG CONCRETE STORAGE RESERVOIR >no� � cJ I POTENTIAL LOCATION FOR FUTURE o r p BACK WASH LAGOONS r r W >Aoe� 1 zY` �0O<3 n�a I p� y' ————————————————-- POTENTIAL LOCATION p FOR FUTURE WATER z u TREATMENT FACILITY 16" RESERVOIR OUTLET L----------------+ / EXISTING INLET CONTROL AND / DISINFECTION BUILDING EXISTING 18" LYMAN RAW WATER H ' O / TRANSMISSION MAIN TO LYMAN ( ) SPRING COLLECTION OUTLET CONTROL BUILDING WITH CHLORINE BOOSTER STATION & FLOWMETER W i EXISTING LYMAN 5 MG RESERVOIR INLET CONTROL; DISINFECTION BUILDING; OUTLET CONTROL BUILDING; AND RELATED INFRASTRUCTURE WITH POTENTIAL LOCATION OF FUTURE TREATMENT FACILITIES INCREASE 8-INCH PROCESS PIPING TO 12-INCH. r> INCREASE CAPACITY OF CHLORINE AND FLUORIDE FEED EQUIPMENT. INSTALL PIPING AND MONITORING EQUIPMENT TO MONITOR CHLORINE AND FLUORIDE RESIDUAL AHEAD OF STORAGE RESERVOIR. INSTALL ADDITIONAL CHLORINE AND FLUORIDE RESIDUAL MONITORS FOR NEW SAMPLING POINTS. i w x i 12" INLET PIPING SODIUM r_ LORITE a STORAGE ANKH& FEED PUMPS 0 FLORIDE STORAGE TANK & FEED PUMPS Q N FLORIDE INJECTION TUBING 0 i CHLORINE INJECTION TUBING i 8" PROCESS PIPING a OFFICE AREA 4 CHLORINE REST ANALYZER & ROOM TURBIDIMETER TO5MG STORAGE RESERVOIR CHLORINE FLORIDE a SAMPLING VAULT RADON STRIPPING TOWER SAMPLE PUMP a EXISTING LYMAN INLET CONTROL DISINFECTION BUILDING CITY O1' 1BOZ:L.MA1?I � civil Engineering 4� FIG 3.A.10 Land Surveying T T DRAWN 6Y: GAL WATER FACILITY PLAN ALLIED Gcotcchnical Lnginccring '+aun��� DATE: DEC. 2005 BOZEMAN,MONi'ANA ENGINFE RING Structural Engineering PROJECT FIG-3 Evuhrnte Condition o/Existing Faeilihes-Treallnent Section 3.A Operators continue to experiment with using additional Lyman spring collector water to meet consumer water demands outside the North Pressure Zone, including the Northwest Zone and to supplant Sourdough/Hyalite WTP output in the distribution system at large. Upper(Main) Spring Collector The upper (main) spring collector consists of 26 feet of perforated Class 165 PVC. This piping runs along the canyon invert, buried approximately 10 feet, directly up-gradient from the point where surface flow originates in Lyman Creek. According to construction drawings, the perforated pipe was backfilled in a four-foot envelope of 1.5- to 2.0-inch washed rock, topped with filter fabric. The remainder of the backfill was "natural gravel," and a 50-foot square bentonite soil cap was installed at the ground surface above the collector. At the lower end of the collector, perforated line changes to solid piping as it passes through a steel sheet pile cutoff wall. Discharge piping continues 330 feet to the lower collector, and passes on to a flow diversion manhole (Photo 9)and overflow pond 100 feet further downstream (Photo 10). While means do not exist for separate flow measurements of the two collectors, the upper installation is thought to contribute the greater flow based on comparative length of perforated pipe and size of connecting main. Lower(No. 2) Spring Collector The lower (No. 2) collector is similar in construction to the upper facility, using 40 feet of 12- inch Class 150 perforated PVC. It also lies below the invert of the canyon, along the east side of the Lyman Creek channel. The lower collector likewise includes a sheet pile cutoff wall, and discharges through 12-inch piping, connected to the line from the upper collector. Perforated piping is gravel packed and overlain by filter fabric. A bentonite cap is also provided over the collector area. Construction difficulties were reported during installation due to sloughing of the east bank of the canyon adjacent the collector. A (closed) road deck constructed above the collector appears to have stabilized the bank. Surface flow originates in the creek channel between the two collectors. The origin of this now appears to be largely from a six-inch pipe day-lighting below the upper collector. The pipe is assumed a temporary construction site dewatering line that was abandoned in place. Visual estimation in November 2004 suggested that around 100 gpm was discharging from this line. 70 `111 Photo 9 - Lyman Spring ; P Collector flow diversion manhole. A.h UR t y�v } ti Photo 10 - Lyman Spring Collector '. overflow pipe returning unused flow ,v. to creek (flow diversion manhole lies to the left out of view); lid of stream gaging manhole is visible in rock dike in background. i Evaluate Condition of'Eaisting Facilities-Treatment Section 3.A Approximately 60 feet downstream of the lower collector, a 24-inch rectangular weir has been temporarily installed by Operators to gage the creek and/or groundwater flow escaping the collectors. Data collection from this weir began in 2002, and shows flow ranging from 200 to 370 gpm since that time. This suggests that some additional water may be available in the vicinity of the existing spring collectors. Alternatives and the cost-effectiveness for expanding Lyman groundwater collection are presented in Section 5.A. Flow Monitoring and Controls Flow controls on the Lyman spring collectors are very limited. The collectors are not valved, and if flow is not needed or exceeds demand, the surplus simply overflows back to Lyman Creek. Water from the two spring collectors is piped to a concrete flow diversion manhole 430 feet downstream from the upper collector (Photo 9). Here flow enters the pipeline leading to the Lyman Creek Inlet Control Building, two miles away. Flow leaving the manhole is regulated by valve settings at that building, based on flowmeter readings. Operators consistently regulate flows arriving at the Inlet Control Building to be less than the spring collector yield. This is necessary to continually surcharge the transmission main back to the flow diversion manhole, and avoids open channel flow in the main and resulting problems with air in the line. The operation of pilot-operated pressure reducing valves along the main is impaired when air is present. With intentionally more water flowing from the spring collectors than is delivered to the Inlet Control Building, the surplus overflows at the flow diversion manhole below the springs. A simple difference in elevations in the manhole between the outlet main and a higher overflow pipe provides functional control. The 18-inch overflow pipe discharges to the adjacent creek channel, upstream of a new streamflow monitoring station (Photo 10). As noted previously, Lyman Creek streamflow is first measured between the two spring collectors, using a temporary weir in the channel. Manual staff gage measurements must be made at this facility. A new (2003) streamflow monitoring station adjacent the flow diversion manhole is self-contained in a fiberglass manhole, with flume, pressure transmitter and battery- operated data logger. This installation allows Operators to track streamflows, including overflows of unused spring water. Data is accumulated year long, and is retrieved each spring and bi-monthly over the summer and fall. Operators report some problems with this flow monitoring facility — batteries fail periodically; also the flume cannot measure above 800 gpm and flows periodically exceed its capacity. No other flow control or monitoring facilities exist at the spring collectors. The lack of flow measurement on the collectors is a handicap for Operators in trying to keep Inlet Control Building flows below spring yield. The lack of telemetry between the spring collector (and overflow) site and the building confounds the problem. Currently Operators must rely on historical data and experience to gauge how much water can be delivered from the system without partially draining the transmission main from the spring. The round trip to visually verify flow (i.e., overflow) at the collector site takes close to an hour by 4WD. Winter access to 72 Evaluate Condition of Existing Facilities-Treatment Section 3.A the Lyman Creek Canyon is difficult, typically requiring two men on individual snowmobiles due to snow depth. So observation and verification of flows, particularly during the winter, is difficult and time-consuming. Flow monitoring and control provisions are provided in buildings at the Lyman Reservoir (see Lyman Creek Control Buildings Section). Two pressure reducing valve (PRV) stations are located along the raw water transmission main connecting the spring and the Inlet Control Building (see following section). O&M problems with the existing Lyman spring collection facilities include the following: • Flow measurement capability is not provided at the spring collector site. • Flow is controlled at the downstream Inlet Control Building, and must be carefully regulated to keep the transmission main surcharged, without any instrument or telemetry indication of flow conditions in the upper pipeline. • Unused spring collector flows automatically overflow back to Lyman Creek without any indication at the Inlet Control Building. • Capture of available spring water flows is incomplete, although additional capture may not be cost-effective (see Section 4.A). • Access to spring collection facilities is time-consuming for Operators, and is particularly difficult during winter. • Lyman Creek streamflow monitoring station below spring overflow has undersized flume. Data logger is subject to battery failures, and must be manually retrieved in the absence of a telemetry link to the Inlet Control Building. • Electrical power is not available at the spring collector or overflow sites, currently limiting instrumentation and telemetry options. Power is not available at these sites, and currently does not extend beyond the Inlet Control Building(single-phase only). • "Municipal watershed" designation is needed for the watershed to enhance protection and promote long-term exemption from GUDISW treatment requirements. Raw Water Transmission Main A single pipeline currently connects the flow diversion manhole below the spring collectors with the Lyman Creek Inlet Control Building. This pipeline is routed on city-owned land in the Lyman Creek Canyon, and below the canyon, on a combination of city land and easements from private landowners. The pipeline has been extended and modified on several occasions, and currently has the following configuration (see Figure 3.A.8, previous): • 2,400 feet upstream from Inlet Control Building: 18-inch AC pipe; • From 2,400 feet upstream of that building to flow diversion manhole below spring collectors: 16-inch ductile iron pipe; and • From flow diversion manhole to upper spring collector 16-inch ductile iron pipe. The transmission main is isolated from the existing Upper and Lower Diversions for surface water, maintaining the sanitary safety of the spring supply. Surface intake piping remains in 73 Evaluate Condition of Existing Facilities-Treatment Section 3.A proximity, and could be reconnected in the future if the conversion to a treated combined surface and groundwater supply were desired (see Section 5.A). The existing transmission main is estimated to have hydraulic capacity for up to 13.7 MGD, although it is currently limited by PRV stations along its length (Bozeman Water Facility Plan, MSE-HKM Engineering, 1997). Capacity for the existing water rights of 3.8 MGD is available. The Lyinan raw water transmission main functions as a pressurized gravity flow conduit. Its corridor drops fi-om approximately elevation 5580 feet at the spring collectors to 4990 feet(floor) at the Inlet Control Building. Hence water in the main accumulates over 250 psi of head down the course of the pipeline. To maintain safe transmission main pressures, two PRV stations were installed when the main was extended in 1989. Head at the Inlet Control Building is maintained below 20 psi to permit injection of treatment chemicals with peristaltic feed pumps, and line pressure is fiirther reduced with another PRV inside the building (see Lyman Creek Control Buildings Section). The two PRV stations are located approximately 4,700 feet and 7,600 feet, respectively, upstream of the Inlet Control Building, both on 16-inch portions of the transmission main. Both PRV stations are of identical design, and each includes two eight-inch Cla-Val pilot-controlled valves in series. Four-inch air/vacuum relief valves are located on the main inside each vault. Each station also includes a four-inch relief line with pilot-controlled Cla-Val pressure relief valve connected to an adjacent overflow manhole with daylight drain. Valves are located in sealed concrete vaults in good structural condition. Vault hatches are locked for security. PRV stations function properly, and adequate pressure management along the transmission is achieved. Pressure drop is apportioned incrementally amongst the four PRV's in the two stations. Operation is generally reliable, other than if air inadvertently enters the line, and valves are maintained regularly. If air enters the pilot tubing controlling the PRV's, operation becomes erratic. Such occurrences are infrequent, and are prevented by maintaining Inlet Control Building flows less than spring yield to keep the main surcharged. Operators must bleed PRV's when air fouling occurs. Access to PRV vaults during winter can be difficult due to snow accumulations. One transmission leak repair on the 16-inch main was necessary due to a failed joint four years ago. Otherwise the transmission main and related facilities are functioning well and are in generally good condition, except for the following O&M problems: • Flow detection to assure surcharging of the transmission main is not provided. • PRV operation can be impaired if air enters the transmission main; also no remote means to detect this condition is available. • Winter access to the pipeline corridor and PRV stations is difficult due to snow depths. • The lower 2,400 feet of 18-inch AC transmission main dates to the 1950's, and can be expected to have significantly less remaining life and/or high maintenance than newer 16- inch ductile iron main sections. 74 Evaluate Condition of Existing Facilities-Treatment Section 3.A Abandoned Impoundments and Diversions Several facilities used for past surface water diversions on the Lyman Creek supply remain in place. Although isolated from the current spring water collection and transmission system, these old facilities are generally operable. They may be of interest relative to alternatives for expansion of the Lyman system (see Section 4.A). These impoundments and intakes could be re-commissioned to permit fixture surface water diversions for treatment, and are described in the following sections. Upper Diversion The Upper Diversion on Lyman Creek consists of a half-acre pond formed by earthen dikes, and impounding flow from the creek in a seven-foot nominal depth basin (Photo 11). The pond was constructed without lining and is located on city-owned land. Lyman Creek enters the upper end, and discharges through a concrete outlet structure on the east side of the pond along the canyon access road. The outlet structure includes a 30-inch CMP outlet to the Lyman Creek channel, with stop planks for flow control. A parallel 24-inch slide gate with trash rack admitted water to the 16-inch raw water iron transmission main (ductile iron pipe) leading to the Lyman Reservoir site. A separate 16-inch valved drain line is also provided to empty the pond to the creek. When the raw water transmission main was extended to the new spring collectors in 1990, the outlet piping from the Upper Diversion was isolated from the main with a new 16-inch butterfly valve. Currently Lyman Creek enters the Upper Diversion pond, and discharges through the 30- inch CMP, back to the downstream creek channel. The Upper Diversion site is unfenced, and accessible to wildlife. At the outlet structure, the three-foot stop plank opening to the CMP return line to the creek allows weir measurements of the stream flow. Over the past two years, Operator flow measurements at this location are observed to range between approximately 500 and 3,000 gpm (in Lyman Creek), with peak rates occurring during spring runoff. Nominal summer streamflow rates of 1,200 to 2,000 gpm occur, while winter flows typically drop below 1,000 gpm. 75 pw 1• 3� — •f.- — r4 1 r a I 1' , it �j om� Y V ore �yy 1i t� - -�•R Ci♦�' r c"11. lurw, ,f f T` � t•1 Syr -y jr�. , a � J ..i..T'/far•.. mot: Evaluate Condition of Existing Facilities-Treatment Section 3.A The Upper Diversion remains in serviceable condition. Dikes and channels appear stable, and the concrete diversion structure is in good condition. If surface water were ever to be re-admitted to the raw water transmission main (for future treatment), hydraulic modifications would be necessary. At the site of the Upper Diversion, the transmission main is now pressurized from the up-gradient spring collection facilities. Surface water from the Upper Diversion could not currently enter this main by gravity flow. Lower Diversion The Lower Diversion predates the upper facility by several decades. The lower facility is another earthen impoundment, with a dike and concrete outlet structure on the south (downstream) end (Photo 12). Record drawings are not known to exist for the original facility. Apparent depth varies from one to four feet, and overall size is approximately one-quarter acre. The impoundment is believed to be unlined. Vehicular access is provided to the east side of the pond and outlet structure. The site is unfenced, and use of the area by wintering wildlife is reportedly high. The Lyman Creek channel enters the north end of the pond, through an old concrete inlet structure. The structure includes an inclined 24-inch Parshall Flume and remnants of a slide gate of unknown function. Operators, as part of overall watershed flow monitoring, use the flume for periodic streamflow measurements. The approximately 30-degree inclined position of the flume raises some question as to its flow measurement accuracy. Nonetheless, measurements of record since 2003 show flows ranging from 500 to 4,900 gpm, with peaks during sprung runoff. Inlet structure concrete is in poor condition,with significant age-related deterioration. The concrete outlet structure is of newer vintage. This structure includes an elevated platform with peripheral trash racks, and slide gates to discharge water to either the raw water transmission main or the Lyman Creek channel. Downstream piping connecting to the transmission main was removed in 1989 as part of transmission main reconstruction along the west side of the pond. Flow from the pond currently returns to the Lyman Creek channel downstream. The Lower Diversion pond is in fairly good condition. Banks and dikes appear stable, and the outlet structure is serviceable. As noted, the concrete inlet flume is deteriorating. While on city- owned land, the pond site is currently leased to a private party for fishing and recreation. Re-commissioning of the Lower Diversion for future capture of surface water for treatment (see Section 4.A) would require significant hydraulic modifications. The 16-inch raw water transmission main laid along the west side of the pond in 1989 lies at five to 10 feet higher elevation than the water surface. The transmission main is also now pressurized at this Iocation (back to spring collection site). Surface water from the Lower Diversion could not currently enter the transmission main by gravity flow. The main would likely have to be converted to an open channel conduit or separate piping to the Lyman Inlet Control Building would be necessary to re-admit Lower Diversion water to the system. 77 Evaluate Condition of Existing Facilities-Treatment Section 3.A Lyman Creek Control Building(s) Flow regulation and gas chlorination have historically been provided at the Lyman Reservoir site. Construction of new treatment and control facilities including the Lyman Creek Inlet Control Building and the Lyman Creek Outlet Control Building was completed in 2004. The Inlet Control Building includes provisions for flow control, liquid hypochlorination, fluoridation, and radon stripping. The companion Outlet Control Building provides a supplemental (post- reservoir) point of chlorination, along with flow and chlorine residual monitoring capabilities. The following sections describe the recently commissioned facilities at both the Inlet and Outlet Control Buildings. Process Piping and Valves The raw water transmission main from the spring collectors reduces to 12-inch diameter outside the Inlet Control Building. In the building, line size reduces to eight inches in an exposed piping train. Based on operating experience during summer 2005,the eight-inch piping appears to limit influent flow rates to 1,400 gpm, hydraulically limiting the yield from the existing spring collector system. Transmission main pressure arriving at the building (60 psi nominal) is further reduced to 20 psi by a pilot-controlled Cla-Val PRV to allow injection of chemicals with peristaltic pumps. A manual isolation valve provides backup to an electric actuated, pilot-controlled flow Cla-Val flow control valve. Operation of this valve is interfaced through the local SCADA system for Operator selection of inlet flow rate. Flow rate is maintained slightly less than spring collector yield to maintain pressurized flow conditions in the transmission main (see Spring Collectors Section). Downstream of the flow control valve, separate injectors are provided for hypochlorite and fluoride solution feeds (Photo 13). A manual sampling tap is located approximately eight feet downstream of the injectors. An eight-inch magnetic flowmeter provides an analog flow signal to the SCADA system, and a Hach 1720D turbidimeter provides continuous turbidity readings through a sample line tapped to the process piping (see Instrumentation and Control Section). Exposed process piping continues from the main room of the Inlet Control Building, to a separate room housing the radon-stripping tower. Pipe increases to 12-inch diameter, and branches to either feed or bypass the tower, with manual valves provided accordingly. Piping rejoins in a pit at the northwest corner of the room, before leaving the building. Additional hypochlorite solution injection points are provided in this pit for feed to the stripping tower effluent or to the tower bypass (see Disinfection- Hypoehlorination Section). 78 Photo 13 - Lyman Inlet Control Building influent piping from spring collector; flow control valve at right, followed by chemical injection points, and magnetic flowmeter (left center). _ r4 i I t 1 Photo 14- Lyman Outlet Control Building piping (leaving reservoir)with magnetic flowmeter at right and chlorine residual sample pump on wall shelf at left. Evaluate Condition of Existing Facilities-Treatment Section 3.A Process piping in the new Inlet Control Building functions well, with good access to valves and appurtenances. The 12-inch radon stripping tower bypass line is routed across the ceiling of the tower room, and turns vertically down above the discharge piping pit. This likely causes a cascading or "free falling" water condition in the vertical portion of the line. This complicates Operator's future plans to add a chlorine residual sampling point leaving the building, since full pipe flow conditions are likely not present at this location (see following Section). At the Outlet Control Building immediately downstream of the Lyman Reservoir, 12-inch ductile iron piping is exposed in the open basement of the building (Photo 14). Here a magnetic flowmeter measures reservoir outlet flow, and manual and actuated isolation valves are provided. Taps for an alternate hypochlorite solution feed point and a chlorine residual sample line are also provided. The latter includes a booster pump to return the sample stream to the chlorine residual analyzer in the Inlet Control Building. A differential pressure cell also monitors Lyman Reservoir level via the piping in the Outlet Control Building. Disinfection(Hypochlorination) Disinfection at the new Lyman Inlet Control Building now uses 12.5 percent liquid sodium hypochlorite, fed from a storage tank in a separate chemical storage room. The new hypochlorination system replaced previous generations of chlorine gas feed equipment that initially used 150 lb cylinders, and later one-ton vessels. Bulk (truck) deliveries are taken of hypochlorite solution, using portable hose through double doors on the south side of the chemical storage room. Hypochlorite is held in a 500-gallon polyethylene tank with an ultrasonic level sensor and a secondary containment tank. Dual peristaltic pumps provide redundant feed capability. Chemical is fed without further dilution. A removable injection quill is provided in the exposed eight-inch process piping in the main room of the building, and is the usual point of hypochlorite addition. Other alternate hypochlorite injection points are provided, including the following: • Radon stripping tower 12-inch effluent line in pit at northwest corner of tower room. • Radon tower 12-inch bypass line in pit at northwest corner of tower room. • Lyman Reservoir effluent piping in Outlet Control Building (permits chlorine boost leaving reservoir). These alternate injection points are not typically used, and hypochlorite solution is nornially injected ahead of the radon tower (and bypass) and upstream of Lyman Reservoir. The alternate injection point on the shipping tower effluent line anticipates that hypochlorite injection would have to occur downstream when the tower was in use, since chlorine would be stripped along with radon. Although currently unused, the injection quill on the stripping tower bypass line was plumbed incorrectly, and cannot be withdrawn from the piping due to inadequate wall clearance. Hypochlorite feed rate is automatically paced according to water flow with a proportional math algorithm in the local SCADA system (see Instrumentation and Control Section). Chlorine 80 Evaluate Condition of'Existing Facilities-Treatment Section 3.A residual pacing is not provided, nor is the capability to regulate hypochlorite feed by a compound (flow plus residual) control loop. Chlorine demand in the Lyman spring collector water is relatively constant, and dose is set to typically maintain 1.4 mg/1 as free chlorine at the reservoir outlet. Some natural degradation occurs with sodium hypochlorite solution, particularly when stored for more than 30 days. This poses a problem given the proportional flow-paced (only) feed control. As hypochlorite strength decays from its original 12.5 percent, the flow-paced control does not recognize that additional chemical may be necessary to achieve the target residual. Operators manage liquid hypochlorite inventory to avoid undue aging of the solution. Managing disinfectant dose is complicated by the absence of residual monitoring points other than leaving the 5.0-million-gallon Lyman Reservoir. The only sample tap for the Hach CL17 residual monitor is located on exposed piping in the Outlet Control Building,below the reservoir. Given over two weeks of hydraulic detention time in the reservoir at typical 300,000 gpd water demands in the North Pressure Zone, residual sampling below the reservoir is problematic. Residual dissipates in the reservoir, and a substantial time lag occurs before adjustments to hypochlorite feed rate are detected in reservoir effluent. While plumbing is provided for further hypochlorite injection at the Outlet Control Building, such supplemental addition cannot be accurately tracked given the single residual monitoring tap adjacent this alternate injection point. An additional monitoring tap would be needed 20 feet further downstream from the Outlet Control Building if residual boosting were to be reliably controlled. More troublesome for Operators is the lack of a chlorine residual monitor tap ahead of the reservoir. They currently are considering options for adding a residual monitoring tap at the reservoir inlet or between the Inlet Control Building and the reservoir, where full-pipe flow conditions consistently occur. A sampling pump may be necessary for this. Currently the only means Operators have for checking chlorine residual ahead of the reservoir is using a manual sample tap (and manual lab testing) located in the main room of the Inlet Control Building. While used, this method is suspect given the minimal eight-foot separation of the sample tap from the upstream hypochlorite injector. Fluoridation Water from the Lyman spring collectors is naturally fluoridated to an average concentration of 0.25 mg/l, subject to seasonal variations of plus-or-minus 0.05 mg/1. Supplemental fluoride addition is used to achieve a total finished water concentration of 1.0 mg/1. Fluoridation is accomplished by feeding neat liquid hydrofluorosilicic acid. The feed system is similar to that used for sodium hypochlorite, and a 300-gallon polyethylene tank is located in the chemical storage room (Photo 15). A secondary containment tank is provided, along with an ultrasonic tank level monitor. Chemical is delivered by bulk truck, using portable hose. A single peristaltic pump delivers solution to an injection quill on eight-inch process piping in the main room of the Inlet Control Building. While a redundant feed pump is not installed, the single pump is a common model used by the Operators, and replacement components are kept in inventory. 81 c_ } Y Photo 15 - Lyman Inlet Control Building liquid sodium hypochlorite (disinfection)and hydro- fluorosilicic acid (fluoridation)feed systems; chemical feed pumps visible on right and left walls. - Fr i Photo 16- Lyman Inlet Control Building radon stripping tower with tower feed and bypass piping (blue). Evaluate Condition of'Existing Facilities-Treatment Section 3.A Hydrofluorosilicic acid addition is flow-paced through the local SCADA system. Manual tests are performed to verify finished water fluoride concentration, and daily measurements of chemical storage tank level are taken to confirm dosage. No fluoride residual monitor is provided, but Operators note that one is needed for safety. Chemical Feed System Problems Chemical feed systems for liquid sodium hypochlorite and hydrofluorosilicic acid generally conform to Circular DEQI design requirements. The following minor exceptions are noted: • Per 2002 facility construction drawings, the hydrofluorosilicic acid injection quill may not apply chemical in the lower half of the pipe [DEQI-4.7.2d]. • The electrical plug for the peristaltic fluoride feed pump does not use a "nonstandard" outlet [DEQI-4.7.2k]; the pump is interlocked with flow control valve operation when run in automatic mode through the SCADA system. Other O&M problems noted with chemical feed systems include the following: • Lack of automatic chlorine residual monitoring ahead of the Lyman Reservoir prevents residual-based control of hypochlorination. This problem is aggravated by the long hydraulic detention time in the reservoir and lag time for feed rate adjustments to appear in reservoir effluent. • Location of residual monitor tap downstream of the reservoir is too close to the downstream hypochlorite injection point to allow precise residual readjustment. • A fluoride residual monitor is not provided,but is desirable to avoid accidental overdose. • No instrumentation (or telemetry) is provided at Inlet Control Building for spring collector flows to verify that selected flow rate does not exceed spring yield (see Spring Collectors Section). • Permanent fill piping is not provided for hypochlorite and fluoride solution storage tanks, inviting spill risks with portable hose routed into the chemical storage room during deliveries. • Manual sample tap for chlorine or fluoride residual sampling is located too close to chemical injectors. Radon Stripping Tower At the time of design of the new Inlet Control Building, the proposed MCL for radon was 300 pCi/l. Lyman spring collector water has occasionally met or slightly exceeded this norm, and provisions for radon stripping were included at the facility. A Tonka Volatile Organic Carbon air-stripping tower is installed in a separate room, with piped bypass (Photo 16). This nine-foot diameter by 11 ft tall stainless steel tank is filled with polyethylene media, and water is introduced at the top of the tank and cascades through the media. A blower system provides counter-current airflow, with ducted exhaust out of the building. Media can be removed fi•om the tower, and cleaned or replaced. Media cleaning facilities are not provided, and replacement is contemplated on an anticipated three- to five-year cycle. The estimated cost of replacement media is $2,000 to $3,000 (in 2004 dollars). 83 Evaluate Condition of'Existing facilities-Treatment Section 3.A The system is designed to reduce radon levels safely below 300 pCi/1,but has not been used. The radon MCL may be increased above the originally proposed threshold, but promulgation is not anticipated until 2005 or later. If the final MCL is higher, the radon stripping tower may continue to be unused,but the treatment capability is there if a 300 pCi/1 MCL is adopted. The radon-stripping tower appears to comply with Circular DEQI design standards for forced draft aeration systems. Since the tower has not been used, O&M problems have not been noted. Instrumentation and Control The central instrumentation and control system for the Lyman system is located in the Inlet Control Building. It is a state-of-the-art, computer-based system using WonderWare software configured for the facilities. Automatic valves, chemical feed pumps, flow and chlorine residual monitors, and the Lyman Reservoir level are all interfaced through this system. Data on the system is transmitted to the Sourdough/Hyalite WTP via the City Shop server and a Quest T-1 line to the plant(see Hyalite/Sourdough WTP Instrumentation and Control discussion). Operator intervention and control of the Lyman facility remotely is possible through the on-site SCADA system and communication link to the WTP, and fill Lyman data reporting and alarms annunciation are available at the plant. A bank of PLC's handles local controls and programming at the Lyman Inlet Control Building, tied to a local computer. That PC has WonderWare software portraying the configuration and status of controls and signals for the Lyman system. Manual override control is also provided for all critical fiunctions, both "on screen" and with remote overrides at valve and feed pump locations. Primary instrumentation and control functions for Lyman facilities handled by this system include the following: • Inlet Control Building flow rate setpoint(flow control valve) and flowmeter reading. • Sodium hypochlorite feed pump operation and rate (including algorithm for flow-pacing). • Hydrofluorosilicic acid feed pump operation and rate (including algorithm for flow- pacing). • "Real time"turbidity monitoring with alarms. • Lyman Reservoir water level with alarms. • "Real time" chlorine residual monitoring(leaving Lyman Reservoir)with alarms. • Storage tank levels for sodium hypochlorite and hydrofluorosilicic acid. • Power failure and emergency generator operating status. • Intrusion alarms at Inlet Control Building, Lyman Reservoir, and Outlet Control Building (see security discussion under separate cover). Due to absence of telemetry from the spring site, no remote data from the collectors or raw water transmission main and PRV's is electronically relayed to the Inlet Control Building (see Spring Collectors and Raw Water Transmission Main Sections). 84 Evaluate Condition oJ'Existing Facilities-Treatment Section 3.A Intrusion sensors in both buildings and the vestibules of the Lyman Reservoir alarm through the SCADA system, and also shut down water flow to the Inlet Building from the raw water transmission main and leaving the reservoir. Flowmetering is provided at two locations — inside the Inlet Control Building as flow arrives from the raw water transmission main, and at the Outlet Control Building for flow leaving Lyman Reservoir. The Outlet Control Building flowmeter analog signal is tied to the SCADA system, where instantaneous flows are displayed and totalizer readings are mathematically derived. A Master Meter MC208 differential pressure transmitter located on process piping in the Outlet Control Building monitors reservoir level. This transmitter is subject to error induced by head loss in piping leaving the reservoir. Operators note that when flows exceed 1,000 to 1,500 gpm, piping losses bias the tank level reading by one to two feet less than actual. Turbidity is continuously monitored in water arriving at the Inlet Control Building by a Hach 1720D turbidimeter, interfaced with the SCADA system. A Hach CL17 chlorine residual analyzer located in the Inlet Control Building monitors residual leaving the reservoir, and is fed from a booster pump and sample line in the Outlet Control Building. The control system works well, and both hardware and software are readily serviced by in-state providers. Instrumentation and control provisions required under Circular DEQI for the facilities are minimal since water treatment other than disinfection and fluoridation do not occur. Controls and instrumentation at the Inlet and Outlet Control Building conform to those DEQI requirements that are applicable. Operators note few deficiencies, other than the previously noted absence of a fluoride residual analyzer and the lack of automatic chlorine residual monitoring ahead of Lyman Reservoir. Other O&M problems related to instrumentation and control include the following: • Telemetry is needed from the spring collector flow diversion manhole to accurately assess flow conditions entering the raw water transmission main from the Inlet Control Building (see Spring Collectors Section). • Error accumulates in Lyman Reservoir level readings (pressure transmitter at Outlet Control Building) due to pipe friction loss as effluent flows exceed 1,000 gpm. • Due to transit time in Lyman Reservoir, an excessive lag occurs for downstream chlorine residual measurements in response to changes in hypochlorite dose upstream of the reservoir(see Disinfection - Hypochlorination Section). 85 Evaluate Condition of Existing Facilities-Treatment Section 3.A Building and Physical Facilities Physical facilities at the Lyman Inlet and Outlet Control Building sites are new, and of similar construction. The two buildings share access through a common gate and driveway. Vehicle access is provided to both buildings. Both structures are of masonry construction, with metal roofing. Wall construction is double course CMU, with an intervening airspace providing good insulation. Rigid polyurethane ceiling insulation is used. Windows are omitted from the structures for security, other than one interior window between the main room and chemical storage area at the Inlet Control Building. Double man-doors provide good access to the chemical storage room. An overhead door provides direct access to equipment in the radon stripping tower room. Structures are well constructed and weather tight. Americans with Disabilities Act (ADA) accessibility is not provided for the buildings, and City policy precludes the facilities from public access. The Inlet Control Building includes a unisex restroom. A computer workstation is provided. No maintenance or shop space is available. The outside entry to the Outlet Control Building is noted by Operators as inadequate and hazardous during the winter. The operating floor level lies approximately five feet below grade. A partially covered stairwell along the west side of the building accumulates snow and ice, without provisions for drainage. The extended roofline does not include a protective wall on the upwind side. Operators recently extended signal wiring from the Outlet Control Building flowmeter to the Inlet Building to provide a remote read-out and minimize the need for winter access to the Outlet Building. Modifying or enclosing the outside entry is critically needed. The Inlet Control Building is heated with three electric unit heaters, originally 3.0 kW in size. The main room, stripping tower room, and chemical storage room each have one ceiling- mounted heater. Heating was quickly found to be inadequate during cold weather, enough to raise pipe-freezing concerns, and Operators recently replaced the relatively new heaters. The Outlet Control Building has one similar heater that also appears undersized. Ventilation equipment at the Inlet Control Building is limited to a 200 cfm ceiling exhaust fan in the chemical storage room, with motorized wall damper for make-up air. A separate closed exhaust system for the radon-stripping tower is provided as previously discussed. No ventilators are provided in the Outlet Control Building. An emergency deluge shower is provided in the chemical storage room of the Inlet Control Building, complete with hot/cold water mixing valve. A chlorine leak detector is not provided in this room, although it arguably is unneeded with liquid hypochlorite storage. Floor drains are provided in all rooms at both buildings. Sanitary facilities and floor drains in the Inlet Control Building are routed to a new on-site septic tank and drainfield system. The Outlet Control Building floor drain discharges to daylight. Security at the facilities is promoted by intrusion alarms in both buildings and entries to the Lyman Reservoir, that are tied to the SCADA system for alarm and automatic shutdown of water flow arriving at the Inlet Building and leaving the reservoir (see security discussion under 86 Evaluate Condition of'Eristing Facilities-Treatment Section 3.A separate cover). Since startup in 2004, limited nuisance alarms have occurred with the intrusions detectors, although further adjustment has limited recurring problems. Facilities are served by a common single-phase 120/240V electrical service, with a 200A main entrance at the Inlet Control Building and a 50A service to the Outlet Control Building. The Lyman Reservoir has a 110V (only) circuit extended to it, although Operators note that 240V power is also needed. Fluorescent strip interior lighting is provided in the buildings, with exterior halogen floodlights. A new 30 INA single-phase Generac generator provides emergency power backup, and can carry all critical loads at the facilities. The diesel gen-set includes an automatic transfer switch, and loss of line power is alarmed through the SCADA system. The generator is located outdoors in a weatherproof enclosure, and is exercised regularly according to a programmable exercise timer. Gravel roads access both buildings at the site, and are accessible for maintenance and personnel vehicles. Operators note access to the front of the Inlet Control Building as difficult for bulk chemical delivery trucks. The cross slope of the parking area and the tight turning radius from the entry gate make truck parking in front of the chemical storage room doors difficult. Site grounds are not yet well re-vegetated from the construction that ended in 2004. The site is fenced with traditional farm fence, although Lyman Reservoir has chain link fencing. Chain link fencing with barbed wire outriggers is needed around the entire site, including the buildings, for security. O&M problems occurring with the building and grounds include the following: • Stairwell access to the Outlet Control Building becomes hazardous during winter due to accumulated snow and ice. • Truck access for chemical deliveries to the Inlet Control Building is difficult. Lyman Reservoir The 5.0-million-gallon Lyman Reservoir dates from early 1900's. It is a concrete reservoir with trapezoidal cross-section, and a nominal water depth of 30 feet. Overall dimensions are approximately 160 ft by 244 ft. Originally an open-air reservoir, it was fitted with a floating polyethylene membrane cover in 1989. A perimeter foundation wall and prestressed concrete tee beam roof was installed as part of the 2002 - 2004 Lyman system improvements. Twelve new concrete columns support the roof system. At the same time, 45-mil reinforced polypropylene (RPP) membrane liner was installed atop the concrete floor to mitigate leakage. The reservoir has a valved eight-inch drain and separate eight-inch piped underdrain, both discharging to the coulee to the south. The latter is used to detect liner leakage in the reservoir, and historic leakage prompted the recent lining project. Liner installation was completed in June 2004, but testing showed residual leakage, initially at 13 gpm and later escalating to 70 gpm. The general contractor for the project defaulted, and during fall 2004, the bonding company and 87 Evaluate Condition of*Existing Facilities-Treatment Section 3.A liner installer were working to locate and repair leaks in the liner. Currently leakage reportedly remains at 40 to 50 gpm. The City holds a Montana Pollutant Discharge Elimination System (MDPES) discharge permit for (maintenance) draining of the reservoir to the coulee to the south. That coulee is ultimately tributary to the Gallatin River. Application to MDEQ for this permit was made for the recent construction, but the agency granted the permit pernlanently (subject to normal renewals). The permit allows the reservoir to be drained at a flow not to exceed 500 gpm. Operators have found by experience that draining of the reservoir at less than 350 gpm usually results in complete percolation of outflow, preventing it from reaching state waters. Lyman Reservoir is well baffled with three suspended RPP curtains. Water from the Inlet Control Building enters the northeast corner of the reservoir. Baffles create a serpentine flow path to the outlet, centered in the south wall. Although not formally rated by MDEQ for disinfection contact time, the baffling and flow path in reservoir would likely earn substantial CT credit. As a groundwater source, CT is not currently required, but may become an asset with future regulatory changes. New 16-inch reservoir inlet and outlet piping were installed with the recent project, connecting to the Inlet Control and Outlet Control Buildings, respectively. The new tee beam roof on the reservoir uses tapered foam insulation and membrane roofing, affording good heat retention and a sanitary seal. A piped roof drain system is provided. Water in the reservoir historically does not experience icing problems. Enclosed vestibules were also added on the north and south sides of the reservoir, but have proved problematic. Each vestibule includes two pair of double doors, separated by a small unheated foyer. Screened grilles are installed in the lower half of each door leaf as the only means of reservoir venting. While airflow area may be adequate to prevent negative pressures in the reservoir during high outflow, this unusual venting method causes frequent airflow reversals through the foyers. When the reservoir level is increasing, humid air exhausts through the foyers. When the level drops, outside air enters. This causes humidity and ice buildup in the foyers during winter, and potentially could risk ice fouling of the door grilles, compromising venting provisions on the reservoir. Traditional tank vents are critically needed. Vestibule floors lie several feet below grade to match interior walkways at each end of the reservoir. This creates drainage problems at the entries, although curbing inside tine reservoir mitigates any chance of runoff getting into the stored water. Vestibules are uninsulated and loosely constructed,resulting in seasonal rodent problems in the foyers. Vestibules are equipped with intrusion alarms and doors are locked for security. The entire reservoir is surrounded with eight-foot chain link security fence, although it lacks barbed wire outriggers on top. (For further information, including the function and operation of the Lyman Reservoir in the water distribution system, see Section 3.B.) 88 Evaluate Condition of'Ea isting Facilities-Treatment Section 3.A Regulatory Compliance A recent Comprehensive Performance Evaluation (CPE) of the Lyman water system facilities has not been conducted by MDEQ, but Sanitary Surveys of both the Lyman and Sourdough/Hyalite WTP facilities have been. An MDEQ Sanitary survey was conducted on April 20, 1999, prior to enclosing and lining Lyman Reservoir and construction of the new Inlet/Outlet Control Buildings. A subsequent survey was conducted October 11, 2004. No problems or recommendations were cited by MDEQ in the latest survey relative to the Lyman system. Both recent Sanitary Surveys appear in Appendix A.I. Since 1990, the Lyman water supply has exclusively used groundwater from two spring collectors. At that time admission of surface water to the system ceased. In 1993, MDEQ designated the Lyman source as ground water, not under the direct influence of surface water. The use of only a groundwater supply streamlines compliance requirements for the Lyman system under the Safe Drinking Water Act and amendment thereto. Recent federal regulations incumbent on the Lyman groundwater system include the following. Surface Water Treatment Rule Tests conducted following the installation of the spring collectors have shown these supplies not to be GWUDISW. Data taken in 1991 was submitted to MDEQ, and exemption to treatment requirements for surface water influenced supplies was granted. Such status is allowed under the Surface Water Treatment Rule, and exempts a supply from requirements for filtration and microbe specific log removals. Continuous turbidity monitoring is provided on the Lyman supply at the Inlet Control Building, although compliance with a turbidity limit of 0.3 Ntu in 95 percent of measurements is not required as it is for finished water from filtration plants. Not being GWUDISW, the Lyman source is also not constrained to achieve specific disinfection CT values. Alternatively Operators hypochlorinate the Lyman supply to a similar level as Sourdough/Hyalite WTP water, with which it co-mingles in the distribution system. This is necessary to assure uniform distribution system residuals at all points in the system, including remote user locations used for disinfection sampling. Maintaining filtration avoidance on the Lyman supply may require additional testing in the future to demonstrate continued lack of direct surface water influence. Such testing is discretionary with MDEQ as the primacy agency for the Safe Drinking Water Act in Montana. Future testing may involve Microscopic Particulate Analysis (MPA) or other source water sampling for Cryptosporidium (similar to Long Term 2 Enhanced Surface Water Treatment Rule, below). Directives for such testing could potentially result from any significant change in watershed use or characteristics, unfavorable findings from agency Sanitary Surveys, or observed deterioration in water quality. 89 Evaluate Condition of Existing Facilities-Treatment Section 3.A Interim Enhanced Surface Water Treatment Rule This rule applies only to supplies treating surface water or GWUDISW (serving 10,000 or more population). As a groundwater source not under the direct influence of surface water, the Lyman supply is not subject to the requirements of this rule. Stage 1 Disinfectants/Disinfection Byproducts Rule The Stage 1 Rule sets chlorine residual limits and MCL's for Total Trihalomethanes (TTHM) and five Haloacetic Acids (HAA5). Chlorine residual from the Lyman supply is maintained near 1.0 mg/l, well below the MCL of 4.0 mg/l. TTHM precursor levels in the Lyman spring supply are characteristically low. Distribution system tests conducted by Operators are used to develop Running Annual Averages (RAA's). These RAA's are ongoing for water supplied from the Lyman system, based on samples taken at four sites in the portion of the distribution system served normally served from Lyman Reservoir. Results to date show LRAA's of 1.8 ppb for THM and 1.3 ppb for HAA5,both of which are well below the Stage I Rule MCL's of 80 ppb and 60 ppb,respectively. The Stage I Rule also set Total Organic Carbon (TOC) removal thresholds for water treatment processes that use conventional sedimentation. As an untreated groundwater supply, the Lyman source is exempt from these TOC removal requirements. No TOC data for the Lyman source have been taken. As groundwater, background TOC levels from the Lyman sprung collectors would be expected to be very low. Stage 2 Disinfectants/Disinfection Byproducts Rule This 2006 rule requires revised distribution sampling locations and Locational Running Annual Averages (LRAA's)to not exceed 80 ppb TTHM and 60 ppb HAA5 (see Regulatory Compliance discussion in Hyalite/Sourdough WTP section). Initial data for RAA's from the portion of Bozeman distribution system served by the Lyman system shows values averaging more than an order of magnitude below these limits. An Initial Distribution System Evaluation is also required, unless a "40/30 Certification" is obtained based on eight consecutive quarters of sampling showing less than 40 ppb TTHM and less than 30 ppb HAA5. A shift in data averages for TTHM and HAA5 may occur with alternative sampling sites, but the prognosis for future Stage 2 Rule compliance by the City appears good. Long Term 2 Enhanced Surface Water Treatment Rule The new Long Term 2 Rule requires 24 months of source water monitoring for Cryptosporidium, aimed at surface and GWUDISW source waters. Like the Interim Enhanced Surface Water Treatment Rule, the Long Term 2 Rule is proposed to only apply to systems treating surface water or GWUDISW. The Lyman system therefore should not be affected by this rule, unless or until surface water treatment for Lyman Creek is added (see Section 4.A). Crypto sampling would 90 Evaluate Condition of'Eaisting Facilities-Treatment Section 3.A likely become required for the spring collector supply if it were ever determined to be GWUDISW in the future. If the addition of Lyman Creek water and surface water treatment is contemplated for the system, the Lyman Creek supply should be tested for Cr ypto for 24 months in accordance with the Long Term 2 Rule (see Appendix A.2). Ground Water Rule The pending federal Ground Water Rule targets viral protection from vulnerable groundwater supplies. Currently in proposed form and submitted to the U.S. Congress, this rule will use Sanitary Surveys as a basis to determine system vulnerability. If vulnerability is determined, treatment and/or four-log inactivation of viruses by disinfection CT may be required. Disinfection CT is not proposed to be prescriptively required of all groundwater systems. For the Lyman system, provided it remains protected from vulnerability and continues to show satisfactory bacteriological test results, will likely not be required to achieve CT's. With new efficient baffling installed in the Lyman Reservoir, attainment of good disinfectant CT could nonetheless be demonstrated, particularly at current flows that afford lengthy contact time in the reservoir. Staffing The same staff as the Sourdough/Hyalite WTP operates the Lyman system. Nine Class I licensed Operators share responsibilities for both facilities, and except for the Superintendent, are unionized under the Teamsters Union. The same personnel also operate all water storage reservoirs, although a separate City department operates the distribution system. While the WTP is continuously staffed, the Lyman facilities are not. Operators are typically on site at the Lyman Inlet Control Building daily, and at the same time check the reservoir and Outlet Control Building. Operating tasks include checking and adjustment of inlet flow rate and chemical feeds as needed, checking liquid chemical levels, fluoride residual testing, data entry, and equipment maintenance. When Operators are not on site, the Lyman SCADA system provides reliable system operating status information and data to the Sourdough/Hyalite WTP (see Instrumentation and Control Section). Operators currently are continuing to optimize the new Lyman system improvements commissioned in June 2004, and to resolve remaining construction contractor warranty issues. In summer 2005, expanded use of the Lyman supply on a trial basis is contemplated, providing service to both the North and Northwest Pressure Zones. In the event of an emergency or alarm condition that requires on site attention, Operators can readily respond from the Sourdough/Hyalite WTP or their residences. City policy requires Operators to reside "within 20 minutes"of the City Shop, and staff is always present at the WTP. 91 Evaluate Condition of Existing Facilities-Treatinent Section 3.A Financial Status of Facilities Lyman water diversion and treatment facilities are fiscally managed in conjunction with the Sourdough/Hyalite WTP and water storage reservoirs under the City of Bozeman's "Water Plant" expenditure budget (Department 46, Account#4610). This expenditure budget is separate from the City's "Water Operations" account (Department 50, Account #5010), which fields the Lyman and other raw water transmission mains and the water distribution system. Both funds derive their revenue from a single combined water utility revenue account, derived from user rates and related charges. Commission Resolution No. 3828, adopted August 1, 2005, establishes current municipal water user rates and charges. Section ID addresses the financial management, expenditures and revenues for both water system utilities in detail. 92 Evahiate Condition of`Existina Faeilitiec-Distribution c4' Storage .5'ection 3.B WATER DISTRIBUTION AND STORAGE History The original water system for the City of Bozeman dates back to the late 1800's. Currently, there are water mains in service dating to 1889. In 1900, the City of Bozeman purchased the water system from the Bozeman Water Company. Through most of the 1900's the water distribution system was a single zone gravity system. In the 1990's, the City started to experience a large increase in population growth and expansion to the north (lower elevation areas), which led to installing Pressure Reducing Valve (PRV) stations thereby creating additional pressure zones. The City currently operates with three pressure zones referred to as the south, north and northwest zones (see Figure 3.13.1). The City continues to operate on a gravity system. The topography of Bozeman gradually slopes to the north. The Hyalite/Sourdough Water Treatment Plant in the southern part of the system has an elevation of 5205 feet and the most northern end of the distribution system has an elevation of 4625 feet, creating an elevation change of 580 feet or approximately 250 psi of pressure differential (see Figure 3.B.2, large format in Map Supplement binder). The water distribution system consists of approximately 200 miles of water mains ranging in size from 4 to 30 inches in diameter. The primary material for the mains is Ductile Iron and Cast Iron; the former is the City's standard specification for installation of new mains. Some concrete and steel water mains also exist in the system. Water service materials are primarily copper, although some lead and galvanized services are still present. The City utilizes radio read meters to track water usage and bill customers. One booster station is utilized, referred to as the Pear Street Booster. The Pear Street Booster Station was constricted in 1957. It is used to pump water from the Lyman Creek reservoir to the south zone. The booster station was non-operational from 1986 to 2004. Upgrades were completed in 2004 and the booster station was put back on-line. Water storage consists of three structural reservoirs (Sourdough, Hilltop, and Lyman) plus the clear well at the Hyalite/Sourdough Water Treatment Plant providing a total storage of 12.1 MG. The Sourdough tank was constructed in 1957, it is a partially buried 4 MG concrete tank. The Hilltop tank was constructed in 1985, it is an above-ground 2 MG steel tank. The Sourdough and Hilltop tank work in tandem to supply water to the southern zone. Lyman tank was constructed in 1889, it is a partially buried 5.3 MG concrete tank. The Lyman reservoir was offline from 1998 to 2004. After upgrades to the reservoir and addition of chlorine disinfection it was put back on-line in June, 2004. The Lyman reservoir primarily provides service to the north and northwest zones of the City and also provides service to the south zone through the Pear Street Booster Station. A schematic diagram of the water system components is shown in Figure 3.13.1 and a timeline showing the history of the system is shown in Figure 3.13.3. 1 Z O o U z zo o w w e,> o 0 AA a a z 0 O e N = N L4 U N w m n y w m 0 N F7 O OnO w t.y % 'QA19 ONVlH91H o 914 Q 2a o U a W F O O O ] W- dx QF a 3M3�m n �'• Q W w O a F oa Hon oaanos .a F ® :; q a x - 5 ® '3nv 3snoa x z a x O �W # ----1 w Cx7 O u 1 aAv NOVIe Z p w x A W a o AF W UzW a . NRe W z s r 5 'Oa A31NVh z 1 N q 4 1 < '' " i o ¢ aN F Y x # � o � '3AV aas s ,Q I- -----------------+ 1 w 3 1 '3nV H1L a M 1 0 N ® o m r iy `p r111f 1 '3AV HLII P/'1 Y WVV 'r6_ 1 4 # Pa ' .✓moo ¢y I 1Pc a IL y�pr,b 1 02 W w l < 1 '3AV Hisl a# I ' '3AV Hiss AVM 1V1N3WWIS a 1 ft VVO ` o 1 m # a 1 vzi '3AV HLLZ �\ a j '80 svWOH1 N 7 1 w 1 x y# 1 W R 1 ' F'1 AVM sa31NnH N > J W 1 ° 1 w3 Z Q W Q > > zZ I h i Q F 'aa aNVIIOH WIN ,to � z O 1 m Z 1 1 e�O 3nv s830Nvs � � C Z ZO W 1 x 1— w w O h z a # ' c Q w w Q w w Q 1 F (ifQf : (if ' 1 -3AV Nosna83e '3AV NOSnaa3! ou z W W (n V) (n LiJ V) ?� _____ m a Q Q Q �' Q O W IU-_-I 4� I 1 I ' a 1 'Oa 000MNO110a .= f i Q 1 1 1 1 z I 1 z � 1 �i a v -i- 7� ;} ,; - . 2'"-. -'��j,--, i�-" "3.-. -- > � -, aril ;,� lr• % /-.J ✓ , ; , - y ' ti1" "t eta �"`` ('4. � •_-_4����A$'�� - 1. _ ItS Atl lips- MAW Xt Mm ��:�1 �` i.• - i fro.: •-1-i`; '" �/ _ . ass 8 -- �� i '' jw- 91 17,�11 / �' � LEGEND —"fit• �� 11 !�� j •� �N� .' MAJOR CONTOUR 50 FT. INTERVAL �t >9d- ,� -•� , , �I` ��� 'e.-_. 1 - O MINOR CONTOUR g 10 FT. INTERVAL BOZEMAN CITY LIMITS _- ,tea. ® E' C � � .. /P'{ � �'IR{ ► ,�1 �YIX/ 11���� K NO. REVISIONS DRAWN BY DATE TTgy' 77T----.��, R F / /WATER FACILITY PLAN PROJECT p: 04-104 FIGURE J NOT TO SCALE CI" y O L�OZEMA '' !�1 1 ER Y ACILIT Y 1 L+��' Q��E4T pFrc � C1V1I Engineering 32 DISCOVERY DRIVE �� DATE: 09/13/06 t BOZEMAN,MT 59718 TOPO MAP.DIVG 3.B.2 GENERAL TOPOGRAPHY MAP - - Land Surveying PHONE(406)582-0221 ALLIED PROJECT ENGINEER:SRS DRAWN BY: LJG B 5I Geotechnical Engineering FAX(406)582-5770 ENGINEERING DESIGNED BY: RENEWED BY: SRS BOZEMAN,MONTANA 4Ssoct w .alllcdmaincedng—m ,.o•'�.`,�. ; COB H2O FACILITY PLAN �^� GENERAL TOPOGRAPHY MAP Ci`TY OF B) 0ZTE1\\6ANV\7ATER 3Y5TEh\6_ THIWEELHNIE ISO 2000's -------------- 1889 Lyman reservoir, 5.3 MG - constructed City of Bozeman purchased water system from Bozeman Water Company Hyalite/Sourdough sedimentation (circa) basins constructed 1950 Sourdough tank, 4 MG - constructed and 1957 Pear Street booster station - constructed Hyalite/Sourdough 10 MG/day water treatment plant constructed & Lower Sourdough raw water transmission main replaced Hilltop tank, 2 MG - constructed i985 Pear Street booster station - non-operational 1986 - 2004 Lyman upper division and transmission installed 1989 Lyman Spring collection system installed 1990 Hyalite/Sourdough water treatment plant expanded to 15 MG/day 1993 40 First Pressure Reducing Valves (PRV) - installed 1990's The Lyman reservoir - off-line 1998 New Sourdough-intake constructed & upper raw water transmission main replaced 9002 Pear Street booster station put back on-line & z004 Lyman reservoir put back on-line; inlet & outlet control buildings completed Hyalite intake upgrade & raw water transmission main replacement ?005 (construction in progress) NO. REVISIONS DRAWN BY DATE PROJECT/J: 04-104 SCALE: NONE CITY OF BOZEMAN 'WATER FACILITY PLAN 4g. Pf�4 ,;�_ DATE: 09/13/06 FIGURE Q. q Civil Engineering 32 DISCOVERY DRIVE WATER SYSTEM �g7� '7� I IIOZEMAN,A1T59718 � HISTORY TIMELINE.OWG 3.B.3 `/�ATE.R S.J I STSrI M TLY3.Ls-1 LINT E — Land Surveying PHONE(406)582-0221 ALLIED PROJECT ENGINEER:SRS DRAWN BY: LJG , Geotechnical Engineering FAX(40C)582-5770 ENGINEERING BOZEMAN,MONTANA $'�$Dctn�`` www.nllinlmg nemog.wm ..-,. .. COB H2O FACILITY PLAN DESIGNED BY: REVIEWED BY: SRS °��.. +"" WATER SYSTEM TIMELIlVE Gvahwle Condition g11,-risling Facilities-Distribi aion d Storage Section 3.B The City manages the water system through two departments. The Water Treatment Plant Department manages treatment and storage and the Water and Sewer Department manages the water distribution and sewer collection system. The Water and Sewer Department employs 20 full-time staff and one seasonal employee. Overall the City maintains an excellent reputation for providing adequate flow, system pressure, fire flow, storage and quality water to their customers. One testament to the City's high quality water system is the Insurance Service Office (ISO) rating. In 2000, the ISO rated the City 38.70 out of 40 points in the category of"water supply". Analysis of Existing Facilities Water Demand This section provides a summary of previous water consumption and usage trends within the City of Bozeman. Various sources of usage data were acquired and analyzed for the purpose of this report. With regard to planning purposes, the information obtained from historical usage data will provide the foundation from which to base future water usage projections. The facts and figures provided in this section will provide insight into Bozeman's water usage patterns for the past five years (2000-2004). The following topics will be covered throughout the course of this section: • Population • Water Supply • Metered Customer Usage • Unaccounted-For Water • Water Use Distribution Population The City of Bozeman population estimates used throughout this report are based on building pen-nit data, average dwelling occupancy and an assumed vacancy rate. An exception is the estimate for 2000, which is based on U.S. Census Bureau data. Bozeman's population has been steadily growing over the past five years. The population percentage increase between years has also progressively increased. Population estimates as well as the percent increase for each year in the five-year span (2000-2004) is listed below in Table 3.13.1. Table 3.13.1. City of Bozeman Population Estimates Year 2000 2001 2002 2003 2004 City of Bozeman Population 27,509 28,282 29,126 30,225 31,564 Percent Increase{%) 2.81 2.98 3.77 4.43 Water Supply Water usage trends can be summarized using daily system data available at the existing Bozeman Water Treatment Facility. The water treatment plant keeps records of effluent flow exiting the facility on a daily basis. Daily effluent flow is equal to the amount of daily plant influent minus 5 Evaluate Condition vf*Existing Facilities-Distribution &Storage Section 3.B the backwash water used for filtration in the treatment process. Daily effluent flows from the plant were organized by month in order to correlate with monthly meter data discussed later on in this report. City of Bozeman meter readings are taken around the tenth day of each month. Therefore, water treatment plant data was compiled by grouping daily effluent flows starting on the eleventh of each month and ending on the tenth of the proceeding month. For example, data categorized under the month of March is actually the sum of effluent values from the plant starting on March 11 and ending on April 10. Figure 3.B.4 summarizes the amount of water leaving the water treatment plant on a monthly basis for the years 2000 through 2004. Figure 3.13.4. Water Treatment Plant Effluent Flows WTP Data - - 350,000,000 300,000,000 250,000,000 T ■2000 c 200,000,000 __ ■2001 150,000,000 __ ( ❑2002 ❑2003 100,000,000 i 50,000,000 02004 0 I 0asp ��o �`o���et Month L — — — — The data presented in Figure 3.B.4 illustrates a consistent seasonal fluctuation in usage due to increased demand in the summer months. The figure also shows that usage has remained fairly constant with a slight increase over the five-year period for the months of January through April as well as October through December. Variations occur for the months of May through September where demands rise and fall from year to year. The oscillations observed during the summer months are most likely due to changing irrigation and watering needs as weather patterns vary over time. Water Use Estimates Water use requirements can be estimated by taking a further look at the water treatment plant effluent data. Due to the seasonal fluctuations in demand, estimates are calculated for the year as a whole, as well as for summer and winter separately. Summer and winter periods are dictated by the amount of water released from the Hyalite Reservoir Danz. The water released from Hyalite Reservoir indicates when irrigation periods occur. Summer periods are classified as the dates when flow released from Hyalite Darn is ten acre-feet or higher (per Dean Elliott, WTP 6 Evaluate Condition of Existing Facilitiev-Distrihntion (1 Storage Section 3.B Superintendent). Winter periods include the remainder of the year. Winter flow data is indicative of true domestic use, as it is not influenced by irrigation usage (i.e. weather patterns). However, for average gpcd usage, the total yearly flow divided by population should be used. This value will also account for the transient population in Bozeman. Effluent flows observed and recorded at the Bozeman Water Treatment Plant from 2000-2004 are shown in Appendix B.1. A summary of average water treatment plant effluent flow trends over the five-year period (2000-2004) is shown below in Table 3.B.2. Table 3.B.2. Average Water Treatment Plant Trends (2000-2004) Avg.for 5-Yr.Period(2000-2004) Yearly Winter Summer Total(gallons) 1,769,028,355 1,075,293,949 693,794,406 Avg.Da ( d) 4,846,653 3,984,276 7,269,689 Max Da ( pd) 10,628,309 7,747,878 10,268,309 Max Dav Factor 2.120 1.945 1.414 Avg.Day Use Per Capita(gpcd) 165 136 248 Overall trends apparent from the water supply data are summarized below in Figure 3.B.5. Average daily effluent flow from the water treatment plant is shown graphically over the five- year period for each year as well as for the winter and summer seasons. It may be observed that there is a fairly consistent gap between summer and winter usage. Average winter usages are approximately 55% of average summer usages. In addition, by exclusively isolating the winter and summer months, the winter season water supply data can be used to analyze growth projections as well as summarize year-to-year trends. The total average day winter effluent from the WTP has been increasing at an average rate of 2.5 percent annually over the five-year period from 2000 through 2004 (Table 3.B.3). Compared to an average population growth of 3.5 percent annually over the same period, water usage per capita appears to be decreasing. Data on winter use per capita (Table 3.B.4) further supports this trend, which shows a 0.9 percent average annual decrease of per capita winter use over the five- year period or a total decrease of 3.8 percent. This downward trend in consumption appears to be on track with projections stated in the City of Bozeman Water Conservation Study, March 2002 by Aquacraft, Inc. Wherein a reduction in demand of 17 percent over a 20-year period was projected if all recommended conservation scenarios were implemented. Assuming the current conservation trend continues, the winter per capita usage in year 2025 would be approximately 109.4 gpcd. 7 Evaluate Condition g1'Existing Facilities-Distribartion &Storage Section 3.B Figure 3.B.5. Average Day Usage Trends Based on WTP Effluent(2000-2004) WTP Trends-Average Daily Use 9,000,000 8,000,000 7,000,000 - - - - 0 6,000,000 IL 5,000,000 - --_ - rYeara 4,000,000 - Winter r Sunmer tcu 3,000,0002,000,000 - 1,000,000 -- 0 2000 2001 2002 2003 2004 Year Table 3.B.3. Average Dal, Use—WTP Effluent,Winter Season (2000-2004) Year-Winter season 2000 2001 2002 2003 2004 Average Day Use (9pd) 3,781,206 3,879,763 3,979,068 4,104,333 4,177,009 Percent Increase(%) 2.61 2.56 3.15 1.77 Table 3.B.4. Day Use Per Ca ita—WTP Effluent,Winter Season (2000-2004) Year-Winter Season 2000 2001 2002 2003 2004 Day Use Per Capita 137.5 137.2 136.6 135.8 132.3 (gpcd) Percent Increase(%) -0.20 0.41 -0.60 -2.55 Refer to the figures and tables presented in Appendix I3.1 for a More descriptive presentation of data as well as an explanation of terms. Metered Customer Usage Customer meters and billing records are an additional data source than can be utilized in order to determine average usage rates. The patterns and trends observed from metered records should be similar to the trends monitored at the water treatment plant. Water usage records based on meter readings were obtained for the five-year period (2000-2004) in total cubic feet used per month. As previously mentioned, the City of Bozeman records meter data around the tenth day of each month. Therefore, the meter data was shifted in order to account for this practice. For example, the metered consumption recorded for the month of June per City meter records is actually the 8 Evaluate Con(lition olFx1, ting Fcrcllities-Distribullon & StortIge Section 3.B metered consumption from the eleventh of May to the tenth of June. Since the majority of consumption occurred during the month of May, the raw June data from June first to June tenth has been labeled as the metered consumption occurring in May and so forth for each month of the year. A complete monthly breakdown and analysis of Bozeman's metered consumption usage for the past five-years can be found in Appendix B.➢. Metered usage data is often less accurate and more sporadic due to a variety of factors that may occur throughout the distribution system such as leakage or main breaks. In addition, inaccuracies in meter readings may also contribute to the irregular nature of the meter usage data. A brief surmnary of average day metered usage is shown below in Figure 3.13.6 for the five-year period (2000-2004). The graph shows a steady increase in use with the exception of 2002 and 2004. Figure 3.13.6. Average Day Usage Trends Based on Metered Usage (2000-2004) Metered Usage-Avg.Day Use 4,500,000 4,400,000 - I 4,300,000 m ❑ 4,200,000 - — L N 4,100,000 - - [�—Avg.Day c m 4,000,000 -- c� 3,900,000 3,800,000 3,700,000 2000 2001 2002 2003 2004 Year A complete breakdown and analysis of Bozeman's metered consumption usage for the past five- years can be found in Appendix 13.1. A summary of average metered consumption trends over the five-year period (2000-2004) is shown below in Table 3.13.5. Please note that a less extensive analysis was made for the metered data than the water treatment plant data. Meter data was available by month whereas water treatment effluent was available on a daily basis. Therefore, meter data was analyzed entirely on a yearly basis without a seasonal breakdown analysis. 9 Evaluate Condition nJ'Exisling Facilities-Distribution &Storage Section 3.B Table 3.B.5. Average Metered Consumption Trends (2000-2004) Avg.for 5-Yr.Period(2000-2004) Yearn Total(gallons) 1,543,127,290 Avg. Da ( pd) 4,227,746 Ay . Day Use Per Capita gpcd 144 Unaccounted Use Given that data exists for the City of Bozeman's water treatment supply as well as for customer usage billings records, a direct comparison may be made between the two sources in order to determine the amount of unaccounted use occurring in the Bozeman water system. Unaccounted use is the difference between the amount of water being supplied from the water treatment plant and the amount of water that is metered. Ideally, if all the water coming from the water treatment plant is metered, effluent should always equal metered usage. However, there are many reasons why water is lost or unaccounted-for. The main reasons include leakage and inaccuracies in meter readings. Other events such as main breaks, fires, or illegal connections may also contribute to unaccounted use. Figure 3.113.7 illustrates the amount of unaccounted use by each year in the five-year span (2000- 2004). The difference between the water treatment effluent and the metered usage represents unaccounted use. Figure 3.B.7. Unaccounted Use Unaccounted Use 2,500,000,000 -- 2,000,000,000 - v, 1,500.000,000 � — ---- o , �—WTP — — Metered 1,000,000,000 - - _ 500,000,000 0 — l 2000 2001 2002 2003 2004 Year The results indicate that the amount of unaccounted use stays relatively constant from year to year. The data shown below in Table 3.B.6 lists the percentage of unaccounted use on a yearly 10 Evaluate Condition ofEristin;Facilities-Distriluttion c& Storages Section 3.B basis as well as the unaccounted use in gallons per capita day. A monthly breakdown of unaccounted use can be found in Appendix B.1, Table 3.B.6. Unaccounted Use Year %Unaccounted Unaccounted(gpcd) 2000 11.4 19 2001 11.1 19 2002 14.7 24 2003 14.9 26 2004 11.6 18 Average 12.7 21 Table 3.B.6 indicates that the amount of unaccounted use has slightly increased over the four- year period (2000-2003) and decreased over the last one-year period (2003-2004). The average unaccounted water (12.7 percent) corresponds closely with Aquacraft's analysis in City of Bozeman Water Consefvation Study, March 2002, which was estimated at 12 percent. The Forth Edition of the McGraw-Hill Series in Water Resources and Environmental Engineering states that, "the loss and waste category is often estimated at about 20 gped, but with proper construction and careful maintenance it can be reduced to less than 5 gped." In addition, the Water Distribution Systems Handbook (2000) by Larry W. Mays states "A commonly accepted rule-of-thumb for acceptable levels of unaccounted-for water is 15 percent, although this value is highly site specific." Based on the data presented in Table 3.B.6, the levels of unaccounted use encountered over the past five years for the City of Bozeman water system have been within or close to reasonable levels according to the two sources listed above. Leakage, meter inaccuracies, and meter inaccuracy at the water treatment plant are the main sources for unaccounted use. The Water Distributions Systems Handbook by Larry W. Mays provides various methods and indicators for determining the cause of unaccounted-for usage. For example, the following analysis was made for the year 2003. Metered usage values sorted by month were obtained for every address within the City of Bozeman water distribution system. The addresses were then classified as residential, commercial, or those pertaining to Montana State University using an aerial photo of Bozeman. The photo indicating the appropriate water usage zones can be found in Figure 3.13.8. Yellow areas are classified as residential, magenta areas as commercial, and blue pertain to the Montana State University campus. The monthly meter data from 2003 was then sorted by address into it's appropriate water usage zone. A summary of the sorted 2003 water meter data can be found in Appendix B.I. The data in the Appendix shows two additional water usage categories labeled "Top Eight Users" and "City Irrigation." These categories are part of the commercial zone but have been labeled as such in order to illustrate a more complete breakdown of the data for use in the next section of this report. 11 v 1 r•; , AN IL 04 ..I( .- L RESIDENTIAL ,... , r •_ s COMMERCIAL r - / •ter+ ., ' 11 MSU E NO. REVISIONS DRAWN BY DATE Q.O�tFT FEOti T^ PROJECT R: 13/06 FIGURE NOT TO SCALE CITY OF BOZEMAN WATER FACILITY PLAN DATE: 09/I3/Ds r Civil Engineering 3�DfscovfsavnfzfvE � Q t BOZEMAN,h1T5 M8 DEMAND AREAS 3":L.8 T T� _ _ Land Surveying�EA1y� AREAS Y g PBONE(4nb)ssz-ozv Gcotcchnical EngineeringPAX(406)582-5770 ALLIED PROJECT ENGINEER:SRS DRAWN BY: MEW www.allieden. coin ENGINEEflINO COB WFP BOZEMAN,MONTANA �4ssonp�``y 6i� g- ".�"`." OESICNED BY: SRS REVIEWED BY: SRS DEMAND AREAS Evaluate Condition of'Existing Facilities-Distribution &Storage Section 3.B According to Mays (page 17.4), the following equation can be used to estimate the ainount of non-industrial use in a distribution system. Non-industrial use=(Production—Commercial and industrial use,) (Population served) "This quantity eliminates the effect of industrial usage on water demand and should reflect use by domestic customers. If this value is greater than about 70 gpcd in the non-irrigation season, excessive leakage is likely." 2003 metered data as well as 2003 water treatment plant data was used to illustrate this analysis. The production term in the equation shown above refers to the aunount of water produced at the water treatment plant for 2003. These values are shown below in Table 3.13.7. The commercial and industrial use term refers to the sutra of the meter data for the commercial, MSU, top eight users, and city irrigation categories from Appendix B.I. Population served refers to the City of Bozeman population for 2003. The following results were obtained and are presented in Table 3.B.7 for the non-industrial use analysis utilizing the equation shown above. Table 3.13.7. Non-industrial Production (2003) 2003 Population=30,225 Month WTP(Gallons) Commercial(Gallons) Non-industrial Use(gpcd) December(2002) 107,711,136 41,223,408 71 January 114,365,191 47,420,424 71 February 110,252,090 44,175,241 78 March 121.488,563 44,037,571 83 April 119,894,048 52,504,168 74 May 140.851,770 61,524,263 85 June 202,812,523 67,408,420 149 July 302,449.417 108,206,464 207 August 262,368,859 85,320,746 189 September 176,883,713 62,154,408 127 October 131,844,937 56,562,936 80 November 113,733,910 48,114,471 72 Shaded cells indicate the irrigation season(Le.when flows from Hyalite Dam are ten-acre feetiday or higher). The irrigation period for 2003 is July 1 -Oct.14. The non-industrial use values resulting for the non-irrigation season are all in the vicinity of 70 gpcd. Based on the analysis described by Mays, it can be concluded that excessive leakage is not the major cause for unaccounted use in the Bozeman water distribution system because non- industrial use values in the non-irrigation season are not substantially higher than 70 gpcd. The months of June and October are likely illustrating an overlap of the irrigation season to the non- irrigation season. A similar analysis using residential meter readings may be made with the following equation also outlined by Mays (page 17.4). 13 Evaluate Condition of Existing Fa('ilitie,S'-Di.stribtttion &Storage Section 3.B Domestic Use= (Domestic Metered Consumption) (Population Served) "If this parameter is less than 70 gpcd, under registration by domestic meters is a likely contributor to unaccounted use." Once more, meter data from 2003 was used for this analysis and is presented below in Table 3.13.8. The domestic metered consumption term refers to the sum of all residential meter readings pertaining to each month. Population served refers to the City of Bozeman population for 2003. Again, the photo found in Figure 3.11.8 was used to designate residential addresses and a summary of the 2003-metered consumption breakdown is listed in Appendix B.L Table 3.B.8. Domestic Use (2003) 2003 Population= 30,225 Month Residential Domestic Use(gpcd) December(2002) 44,342,674 47 January 46,621,621 50 February 43,671,008 52 March 43,709,283 47 April 46,943,051 52 May 67,770,879 72 June 101,969,492 112 July 195,936,663 209 August 138,175,796 147 September 83,360,119 92 October 59,537,097 64 November 44,016,150 49 Shaded cells indicate the irrigation season(Le.when flows from Hyalite Dam are ten-acre feet/day or higher). The irrigation period for 2003 is July 1 -Oct.14. The domestic use parameter is consistently lower than 70 gpcd for the non-irrigation season. Again, the months of June and October are likely illustrating an overlap of the irrigation season to the non-irrigation season. Based on the analysis outlined by Mays, it can be concluded that the majority of unaccounted usage is most likely due to inaccurate meter readings due to the domestic use values being constantly under 70 gpcd. Please note that this analysis was made using data from one year only (2003). In. order to determine the exact cause for unaccounted water usage, it is recommended that a more extensive study be conducted. The analysis presented above is intended to illustrate one general idea of the most probable cause for unaccounted water usage in the Bozeman water system. 14 Evaluate Conelition oj'Existing facilities-Distribution & .SYorage Section 3.B Water Use Distribution Water uses may be divided into a variety of categories. As briefly mentioned above, data was obtained for the year 2003 for every metered address pertaining to the City of Bozeman water system. Usage numbers were acquired in the forni of cubic feet used at each address for every month in 2003. Each address was separated into one of the following categories: • Residential • Commercial • Montana State University • Top Eight Users • City Irrigation The category of"Top Eight Users" was determined by listing the top ten users for each month and isolating the addresses that consistently appeared in the top ten. The top ten users varied month to month, while the top eight of those remained consistent. A comparison was made between each month and the users that consistently appeared in the top eight were isolated from the rest of the addresses. The top eight users are listed below in no particular order: • Darigold Farms— 1001 N. 7`}' Ave. • Holiday Inn Hotel — 5 Baxter Lane • Bozeman Deaconess Hospital— 915 Highland Blvd. • Medical Arts Center— 300 N. Wilson Ave. • Covered Wagon Mobile Home Park— 1000 N. 17'h Ave. • Wagon Wheel Mobile Home Park—2219 W. College St. • Best Western Grantree Hotel— 1325 N. 7'h Ave. • Gallatin Laundry Co. — 137 E. Babcock St. The category entitled city irrigation contains all addresses used for public irrigation use. These addresses pertain mostly to city park irrigation and contributing features, but also include irrigation for boulevards and cemeteries. In addition, water sold at the city shop fill station was also included in this category. Addresses listed under the irrigation category are provided in Appendix B.I. Once each address was classified into its appropriate category, the 2003 metered usage data was organized by month into the following representations provided in Figures 3.B.9 and 3.B.10. Amore descriptive breakdown is provided below in Table 3.B.9. 15 Evaluate Condition of Existing Facilities-Distribution & Storage Section 3.B Figure 3.B.9. 2003 Water Use Distribution 2003 Usage Summary 350,000,000 — 300,000,000 - _ ■Unaccounted 250,000,000 ■MSU 0 200,000,000 Public Irrigation C7 150,000,000 - -- ❑Top 8 Users 100,000,000 _-- ❑Commercial 50,000,000 ■Residential 0 Month *Note-December(02) is shown due to the shift in months resulting from the meter readings occurring on the tenth of each month. W Refer to Appendix B.1 for a monthly-unaccounted use analysis. Some months have negative values for unaccounted use resulting from the fluctuation in dates of when meters are read. This accounts for the lack of unaccounted use in the July 2003 column of Figure 3.13.9. 16 Evaluate Condition of'Existing Facilities-Distribution & Storage Section 3.B Figure 3.i3.10. 2003 Water Use Distribution 2003 Usage Summary 100 --- - 90 80 - - - ■Unaccounted 60 IIMSU Cz c 50 - - ■Public Irrigation 40 []Top 8 Users a 30 - R - ❑Commercial 20 j ■Residential 10 - ti moo", PQ �a� e° 5e O _ Month Note-December(02) is shown due to the shift in months resulting from the meter readings occurring on the tenth of each month. * Refer to Appendix B.l for a monthly-unaccounted use analysis. Some months have negative values for unaccounted use resulting from the fluctuation in dates of when meters are read. This accounts for the lack of unaccounted use in the July 2003 column of Figure 3.13.10. 17 Evolrrcrte Condition ol'E.xistin Facilities-Distrihirrion c� S'torrr e Section 3.13 Table 3.B.9. 2003 Water Use Distribution 2003 Population= 30,225 Residential Commercial Top 8 Irrigation MSU Unaccounted Month WTP (Gallons) % % % %of % % Gallons Total Gallons Total Gallons Total Gallons Total Gallons Total Gallons Total December(02) 107,711,136 44,342,674 41.2 23,977,177 22.3 7,168,121 6.7 216,784 0.2 9,861,325 9.2 22,145,053 20.6 January 114,365,191 46,621,621 40.8 23,500,283 20.6 7,364,322 6.4 267,835 0.2 16,287,984 14.2 20,323,146 17.8 February 110,252,090 43,671,008 39.6 22,455,790 20.4 6,941,702 6.3 210,277 0.2 14,567,472 13.2 22,405,842 20.3 March 121,488,563 43,709,283 36.0 22,904,912 18.9 6,694,263 5.5 191,315 0.2 14,247,081 11.7 33,741,709 27.8 April 119,894,048 46,943,051 39.2 25,428,484 21.2 9,542,311 8.0 526,793 0.4 17,006,580 14.2 20,446,828 17.1 May 140,851,770 67,770,879 48.1 32,818,747 23.3 12,002,782 8.5 1,062,997 0.8 15,639,738 11.1 11,556,628 8.2 June 202,812,523 101,969,492 50.3 33,940,635 16.7 10,275,725 5.1 2,720,826 1.3 20,471,234 10.1 33,434,611 16.5 July 302,449,417 195,936,663 64.8 58,015,448 19.2 21,279,254 7.0 5,727,674 1.9 23,184,088 7.7 -1,693,710 -0.6 August 262,368,859 138,175,796 52.7 46,343,402 17.7 14,543,177 5.5 4,738,781 18 19,695,386 7.5 38,872,317 14.8 September 176,883,713 83.360,119 47.1 32,301,520 18.3 9,259,006 5.2 2,799,292 1.6 17,794,591 10.1 31,369,185 1 October 131,844,937 59,537,097 45.2 27.859,739 21.1 9,454,054 7.2 512,132 0.4 18,737,011 14.2 15,744,903 11.9 November 113,733,910 44,016,150 38.7 20,240,730 17.8 10,153,277 8.9 224,002 0.2 17,496,461 15.4 21,603,290 19.0 Total 1,904,656,157 916,053,B33 48.1 369,786,868 19.4 124,677,994 6.5 19,198,708 1.0 204,988,951 10.8 269,949,803 14.2 Gallons Per Capita Day 173 83 48.1 34 19.4 11 6.5 2 1.0 19 10.8 24 14.2 Average Month 158,721,346 76,337,819 45.3 30,815,572 19.8 10,3B9,833 6.7 1,599,892 0.8 17,082,413 11.5 22,495,817 15.9 Average Summer Month' 218,386,732 119,252,419 52.4 41,130,027 19.1 13,633,873 6.2 3,444,470 1.4 19,852,769 9.9 21,073,174 11.0 Average Winter *Month2 128,888,654 54,880,520 41.7 25,658,345 20.1 8,767,813 6.9 677,604 0.4 15,697,234 12.4 23,207,13E 18.4 'Summer months refers to July-October(i.e.when flows from Hyalite Creek are 10 acre-feet/day or higher; for 2003 dates are July 1 -Oct. 14) WWinter months refer to January-June and November-December. 1s Evaluate Condition of F_.xtslin-facilities-Distribution & Storuae Section 3.B Residential use accounts for the largest amount of usage in the Bozeman water system at 48% of the total production for 2003. Commercial use accounts for 19% of the use, Montana State University accounts for 11%, the top eight users account for 6.5%, public irrigation use accounts for 1%, and unaccounted use accounts for 14%. The distribution shifts slightly when the usages are divided on the basis of seasonal use as shown above in Table 3.B.9. Summary of Water Demand Population growth over the five-year period 2000 through 2004 averaged 3.5 percent annual growth, whereas water usage average growth was 2.5 percent annually. The drop in overall per capita water usage appears to be primarily related to water conservation measures. The average yearly per capita water usage for the five-year period is 165.4 gpcd. The highest per capita usage occurred in 2003 at 172.3 gpcd. Considering the five year data results, City of Bozeman Water Conservation Study and an apparent trend towards water conservation, a per capita water usage of 170 gpcd is recommended as a reasonable, conservative demand for future planning purposes. This is a drop of 30 gpcd from the Water Facility Plan Study in 1997 by MSE-HKM Engineering. The 170 gped is an average annual demand, which includes domestic use, commercial, industrial, irrigation and transient population use. This value should be used for planning upgrades and expansion of the water treatment plant, storage and water main distribution sizing. Note that 170 gpcd is not intended for design of services to individual residences and buildings. Using the fixture count method from the Uniform Plumbing Code is a more accurate way for sizing individual services. The mean maximum day to average day ratio for the five-year period is 2.12 with the high occurring in 2000 at 2.28. The maximum day ratio calculated by MSE-HKM and Aquacraft were 2.37 and 2.27, respectively. Using a maximum day ratio of 2.30 is recommended for future planning of the City of Bozeman water system. This is a slight decrease from the 1997 Water Facility Plan recommendation of 2.5. A diurnal curve was developed for the maximum day in 2004 (July 20"') and compared against the average day demand for the year to calculate the peak hour to average day ratio, see Figure 3.B.11. The peak hour demand occurred around 7:00 a.m. and was 9840 gpm. The average day demand for 2004 was 3360 gpm. The peak hour to the average day ratio is 2.93 on the maximum day. MSE-HKM used a ratio of 3.0 for this ratio in the 1997 Water Facility Plan. It is recommended to continue utilization of the 3.0 peak hour/average day ratio for this study. 19 Evaluate Condition of'Existing Facilities-Distribtttiort & Storage Section 3.B Figure 3.13.11. 2004 Maximum Day Diurnal Curve Max. Day Summer Diurnal Graph 12000.00 - - i----T- { 10000.00 E 8000.00 a - - 0 Avg. Max Day 6000.00 _ _ — —Diurnal Curve j I 1 I Avg. Day Year 4000.00 1 -Ayg Max Day Year 2000.00 0.00 Time 20 Evaluate Condition of Existing Facilities-Distribution &Storage Section.3.B Average unaccounted water use for the past five-years is 12.7 percent. The majority source of unaccounted use is estimated to be from meter inaccuracies. This value is within acceptable, national limits for public water supply systems. Leakage in the City of Bozeman water system appears to be at minimum levels and under control. The distribution of water demand by user type for 2003 is shown in Figure 3.B.12. Figure 3.B.12. 2003 Water Use Distribution by User'Type 2003 Distribution by User Type Unaccounted 14% MSU ❑Residential 11% ❑Commercial Residential ❑Top 8 City Irrigation 48% El City Irrigation 1% ❑MSU Top 8 �� ❑Unaccounted 7% Commercial 19% 21 Evaluate Condition of Existing Facilities-Distribution c& Storage Section 3.B Storage Facilities Storage facilities are used to meet peak demands, fire flows, allow continued service when the supply is interrupted, equalize system pressure and facilitate the use of economical pipe sizes. The City of Bozeman storage facilities include three tanks plus a clearwell at the Sourdough Treatment Plant. The tank descriptions and their respective volumes are shown in Table 3.B.10. Table 3.B.10. Storage tank descriptions Description Const. Year Material Size Overflow Volume NGVD 29 Gal/ft. Datum Sourdough 1957 Concrete 4 MG 5130 126,948 Hilltop 1985 Steel 2 MG 5130 50,811 Lyman 1889 Concrete 5.3 MG 5023 Variable, see Appendix D Clearwell 1982 Concrete 0.8 MG 5230 67,320> 5' 82,550< 5' DEQ Circular 1 requires that adequate storage be provided to supply maximuan fire flow plus the average day demand. Fire flow requirements vary widely depending on a multitude of factors such as building construction class, building area, occupancy and exposure. It is beyond the scope of this document to calculate required fire flow for every instance in the City. Instead, a maximum fire flow of 5000 gpm for a duration of 5 hours shall be used to calculate the required storage volume. This value was provided by the City of Bozeman Fire Chief and is supported by the Insurance Service Office (ISO) maximum Needed Fire Flow (NFF) as presented in their Public Protection Classification Report dated January 12, 2000. In 2004, a population of 31,564 and a demand of 170 gped yields an average daily demand of 5.37 MGD. A fire flow event at 5000 gpm for 5 hours yields a volume of 1.5 MG for a total combined required storage of 6.87 MG. The City of Bozeman has a total available storage volume of 12.1 MG, thus meeting the minimum requirement of MDEQ. A future analysis of required storage is presented in Section 5.B. Sourdough Tank The Sourdough tank is supplied directly from the 30-inch Sourdough transmission main. New by-pass and control valves were constructed in 2004, primarily to assist in filling the Hilltop tank- once the Sourdough tank is full. A schematic diagram of the piping and control valves is shown in Figure 3.B.13. The Sourdough tank is generally in good condition. However, the following items were identified as needing attention. See Photos 3.B.1 and 3.B.2 for reference to these items. • Repair cracking concrete around rim of roof • Replace rusting and deteriorating inside ladder. • Abandon old bypass and inlet box. 22 Evaluate Condition of Existing F(cilities-1)i.strihtrtiun r& Storage Section 3.B • Leaking valve stem on control valve. Valve can be abandoned. • Vegetation around tank is a maintenance issue. Consider adding xeri-scape. • Fix drainage issue across Sourdough Road. Consider adding culvert under road. • Improve overall aesthetics of tank. Hilltop Tank The Hilltop tank is supplied through a network of pipes from the Sourdough tank. Although the overflow elevations of the two tanks are approximately equal, the Hilltop tank historically only fills to the 80 percent level. However, when the Pear Street Booster Station was put on-line in 2004, the tank level now reaches the 90 percent level. This information suggests friction loss through the supply mains are the reason for partial filling of the tank. The Hilltop tank is generally in good condition. However, the following items were identified as needing attention. See Photo 3.B.3 for reference to these items. • New paint is needed inside and outside. Ice formation on inside wears paint. • Cathodic protection needs repair and maintenance. • A tamper proof vent needs to be installed. Lyman Reservoir The Lyman reservoir is supplied through 16 and 18-inch diameter transmission mains from a spring fed source, approximately 2.4 miles upstream of the reservoir. The spring water receives chlorine disinfection and fluoridation at the Inlet Control Building before entering the reservoir. See Section 3.0 for a more detailed description of the Lyman Creek Source. Lyman reservoir supplies the City through an 18-inch transmission main. Supply is provided primarily to the north and northwest zones, but can also supply the south zone through the Pear Street Booster Station. Upgrades to Lyman reservoir were completed in 2004 at which time it was placed back on-line. Upgrades to the reservoir included fixing a leak, which at present is still being resolved, and adding downstream piping, valves and meters. The following items were identified as still needing attention. • Remove air vents through doors and replace with tamper proof vents through walls. • Tank level sensor in outlet pipe causes reading inaccuracies during flow. Needs to be moved to inside of tank. • Chlorine residual is measured at outlet,needs to be at inlet. 23 i = 2-45` BENDS CONTROLS & VALVE N 18" CONTROL w w w w w w w VALVE 30"0 TRANSMISSION MAIN �:x 24 30 VALVE TEE _ \ 30"x 18" 30"0 W/ PLUG = _ \ CROSS 30" BUTTERFLY 30 b BYPASS VALVE z PIPE 2-45' BENDS & o= I BUTTERFLY VALVE z cwi, I VALVE 00 _ BLDG. 30° CONTROL BUTTERFLY VALVE > I = Q Q = VALVE [if > 24"0 DIST. ~ 0 I SUPPLY z = LINE .� 4 24" MOTOR OPERATED 24" GATE ./ = BUTTERFLY VALVE tLVE 18"0 DIST. _ ���'������1 � SUPPLY J- RESERVOIR RVOIR LINE 24"TEE EXT'G SERVICE= LINE 24" BUTTERFLY LORINE VALVE BUILDING 24"TEE o I 24"0 DIST. cn = SUPPLY LINE 0 . = 24"0 NOT USED w N N a = m = c 0 0 = N RESERVOIR INLET 18"0. NOT USED BOX, NOT USED 18"0 OVERFLOW w�w-w-w-w ` DRAIN PIPE, NOT USED M SCALE: NONE ew\ o J COB WATER FACILITY PLAN DER pF� /- FIGURE 3.B.13 SOURDOUGH (� T] ('1T T ;T arm; 49 Civil Engineering SOUR�O U GH BYPASS PACSS +���� Land Surveying I DRAWN BY: LJG Gcotechuical En inccrin \ ALLIED DATE: 09/13/06 B07EMAN, MONTANA Qt�4tpp� b g eNCCRiNG PROJECT :04-104 °pans r..1•" SOUROH BYPASS.DWG y T w � SOURDOUGH TANK VIEW OF TANK AESTHETICS EVIDENCE OF CRACKING CONCRETE AROUND ,I RIM OF ROOF 0 41 Q Y Z . a O 0 K O H OLD BYPASS _ AND INLET BOX 3 9 v O I 0 a 0 0 C013 WATER FACILITY PLAN tRTar, ��`�m PHOTO 3.B.1 0 r`9 Civil Engineering /� SOURDOUGH TANK IMAGES � Land Surveying ( t_t DRAWN BY: LJG j ALLIED DATE: M113106 y Geotechnical Engineering ENGINEERING BOZEMAN, MONTANA aQaso��n`` ,.21".,. PROJECT go4—ID4 r"o�``" SO IMAGES.DWG VIEW SHOWING MAINTENANCE CONCERN OF VEGETATION AROUND TANK. DRAIN FROM VALVE VAULT EMPTIES ACROSS SOURDOUGH ROAD OLD CHLORINATION Y Z BUILDING o 4p� I 0 Q W n / O I O O O COB WATER FACILITY PLAN ERT PE PHOTO 3.B.2 �p6 Civil Engineering _ DRAWN BY: LJG SOURDOUGH TANK IMAGES � � Land Surveying ALLIED DATE: 09/13/06 Geatechnical Engineering ENGINEERING BOZEMAN MONTANA �ASSapplEy ""°° PROJECT&04-104 t SD IMAGES.DWG J' MLLTOP TANK EVIDENCE SHOWING NEED FOR NEW PAINT \ \ a 0 x a i rn 3 0 i 0 0 N J COB WATER FACILITY PLAN cRTPF PHOTO 3.B.3 ��� <<9 Civil Engineering HILLTOP TANK IMAGES � Land Surveying �c trim DRAWN BY., LJG ALLIED DATE: 09/13/06 Geotechnical Engineering emm�cea,nc BOZEMAN,MONTANA �OJsoaa��`5 PROJECT>at04-104 °gin.,.v.6 HT IMAGES.DWG Evaluate Condition of Existing Facilities-Dlstr ibitlron & Storage Section 3.13 Booster Station The Pear Street Booster Station was constructed in 1957 to supply water from the Lyman Reservoir to the south zone. The booster station was non-operational from 1986 to 2004. In June of 2004 it was put back on-line along with the Lyman reservoir. The cost of running the Pear Street Booster pumps is estimated to be $1000 per month for power consumption. The booster station building is constricted of masonry and is heated during the winter months. The booster station uses two 50 HP pumps and a third smaller pump, which is currently non- operational. The two 50 HP pumps cycle independently throughout the day. The pumps operate at about 1500 gpm and 360 feet of head. No pump curves could be found for the pumps. The booster station also includes slow opening control valves at the discharge side of each pump to prevent surges and water hammer in the system. A PRV and control valve is installed on a bypass line, which allows flow from the south zone to the north zone when the pumps are non- operational. In addition, the booster station is equipped with a backup diesel generator capable of running for 3 to 5 days. It is recommended to add new pumps and soft starters to increase the efficiency of the booster station. No other upgrades or repairs were determined. The only other booster pumps in the City of Bozeman water system are to individual homes surrounding the Hilltop tank and at Sundance Springs for the irrigation systems. The homes near the Hilltop tank would normally have non-boosted pressures as low as 15 psi. Pressure Reducing Valves There are 14 Pressure Reducing Valve (PRV) stations in the City of Bozeman water system. These PRV's form the boundary between the south, north and northwest zone, see Figure 3.B.1. A PRV station is an underground vault which houses two PRV valves for low and high flow situations. Table 3.13.11 lists all of the PRV stations and their settings as of October 18, 2005. PRV number three has a reverse flow feature, which would allow reverse flow from the north zone to the south if the pressure in the south zone dropped. However, for this to occur the system head would have to drop 66 feet below the base of the Hilltop tank. Therefore, the function of the reverse flow on this PRV is for all practical purposes "non-functional". 28 Evaluate Condition of Existing Facilities-Distribution & Storage Section 3.B Table 3.B.11. City of Bozeman PRV information Station# Location Primary Secondary Downstream Valve Valve Pressure Setting 1 Manley Road 3" 8" 80 psi 2 Gallatin Park 3" 8" 95 psi 3 1 lth, south of Tschache 4" 8" 124 psi 4 Tschache,west of 1 lth 4" 8" 92 psi 5 Costco — Pressure Relief Valve, not 4" 142 psi,blowoff a PRV setting 6 Stoneridge,north of Oak 4" 8" 85 psi 7 Oak,west of Woodland 4" 8" 75 psi 8 Sna dragon and 27` 2" 6" 75 psi 9 Hunters Way,north of Durston 2" 6" 75 psi 10 Durston,west of Ferguson 3" 8" 80 psi 11 Cottonwood and Babcock 4" 8" 67 psi 12 Ferguson,north of Durston 2" 6" 80 psi 13 Sanders,north of Durston 2" 6" 80 13si 14 Redwing 3" 10" 137 psi, 15 New Holland,north of Durston 2" 6" 85 si The City of Bozeman design standards require a PRV to be installed whenever the downstream main pressure exceeds 120 psi. Typical household pressures can range from 35 to 80 psi, with 45 to 60 psi being the ideal range. Therefore, any customers who are connected to a water main with pressures over 80 psi should have individual PRV's installed on their service line. Allowing water mains to carry higher pressures creates fewer pressure zones, but also increases water loss during leaks and can increase susceptibility to water hammer. Since the City uses ductile iron pipe, leaks are minimal, and individual PRV's are much cheaper than installing a mainline PRV. It is recommended that the City continue to utilize the maximum 120 psi standard. There are a few areas in the City that have pressures exceeding the 120 psi maximum. In the vicinity of Oak Street near the Bridger Creek Shopping Center, pressures are as high as 165 psi. This area has been experiencing water hammer problems over the last several years. Water hammer is an event in which a shock wave of water occurs in the mains and travels at high speeds, which can lead to service line and fixture breaks. Additional research should be conducted to solve the water hammer problems. Installing additional PRV stations to lower the pressures should also be considered. When multiple PRV stations are installed, typically there are lead and lag stations. Lead stations open first and then as demand in the system increases and pressure drops on the downstream side additional (lag) PRV stations open. This creates a phenomenon of non-uniform flow. In other words, some areas will receive better circulation of water from the lead PRV, whereas other areas will be in "dead zones" due to the lag PRV's not opening as often. This phenomenon 29 f I'altrutr ( r,nrht o n of F 11sti/19 cat 5toragw .Srr1io11 3.B appears to exist in Bozeman and has an impact on water quality. The lead PRV's allow good mixing of water and maintain proper chlorine levels, while the lag PRV's do not. A uniform flow through all the PRV's would be an ideal situation. However, research with the PRV representative, GC Systems. has shown that creating uniform flow through all PRV's is not a possible scenario. Variations in demand and system hydraulics always create a lead and a lag PRV. PRV's control pressure, not flow. Both flow and pressure cannot be controlled simultaneously. The best solution is to alternate the lead PRV. This could be accomplished by adjusting the PRV setting manually or remotely through a SCADA system. Distribution Facilities There is approximately 200 miles of water mains in the City's water distribution system. Ductile Iron pipe, the current standard specification for new water mains, comprises approximately 67.5 percent of the system. Cast Iron mains, primarily installed prior to 1950. comprise approximately 29 percent of the total mains. The remaining materials include Concrete and Steel making up 1.5 and 2 percent of the total system, respectively. Main sizes range from 4 to 30 inches. Table 3.13.12 shows a list of pipe sizes and their associated lengths for the entire system. Table 3.13.12. System Pipe Diameters and Lengths Diameter in.l Length (ft.) 4 41,706 6 312,156 8 345,127 10 110,857 12 _ 134,238 14 34,473 16 6,329 18 23,941 20 972 24 22,845 30 13,624 Total Length 1,046,268 Condition of the water mains is generally considered "above average" to "excellent". File high integrity of the mains is primarily due to the use of ductile iron pipe, which under optimum soil conditions exhibits a long life expectancy. Soil conditions in the Bozeman area are generally non-corrosive, lending to an environment well-suited for ductile iron pipe use. In addition, ductile iron pipe exhibits exceptional resilience to high pressures, water hammer and impacts from excavation equipment. Since 1989 the City has experienced less than 40 main breaks. The City of Bozeman specifies a minimum main size of 8 inches in their design standards. Currently, approximately 34 percent of the City's water system consists of main sizes less than 8 inches. 30 / 'ondirio,r of 1:ti.et'irr, V(Icililics-Disf;.ibution cl' .S'lorcr-r S'c cviu,r 3.13 In general, the City has adopted a "replace as needed"policy for their water mains. Replacement of water mains has primarily been completed on the basis of main "size" upgrades, rather than aging and deteriorating pipe. This is evident by the fact that some mains date back to 1889. Because of Bozeman's excellent history of water main longevity it has been difficult to deternnine at what age pipe should be replaced, however, in general 100 years of service is being proposed as an adequate useful life. By the year 2020, I4 percent of Bozeman's water mains will be over 100 years old. A complete water main inventory, listing age and current value is presented in Appendix B.3. Recommendation for water main upgrades and replacements is presented in Section S.B. Capacity Transmission mains are designed to carry large amounts of water and typically do not have individual service connections. Transmission mains carry water to distribution mains, which are typically smaller in size and have service connections. Transmission mains are usually the primary limiting factor for growth capacity. Schematic representations of the major transmission mains and their supply capacity are shown in Figures 3.B.14 and 3.B.15. Redundancy Redundancy in a distribution system is provided primarily through "looped" mains. The City's standard is to loop all mains over 500 feet in length. There are three areas that lack redundancy in the C:ity's water system. The most critical area is supply from the Hyalite/Sourdough Water Treatment Plant. The City receives the majority of its water from the Treatment Plant through a 30-inch concrete transmission main. If this main is off-line for any reason, the City will need to rely on storage from its three reservoirs. At 2005 water demand levels, storage reserves would be depleted in three days during the average day demand and in 24 hours during the maximum day demand. The Laurel Glen subdivision area and developments served on the East Frontage Road are two other areas that are connected to dead end mains, which need looped mains installed to provide redundancy. Recommendations for providing redundancy are discussed further in Section S.B. 31 \� I LEGEND GOLOENSTfIN ROAD _ J SOURDOUGH TANK 10" WATER MAIN lY WATER MAIN LYMAN RESERVOIR 16" WATER MAIN 18" WATER MAIN 24" WATER MAIN 30" WATER MAIN i FROM LYMAN RESERVOIR/ �J CAPACITY WHEN THE WATER TREATMENT PLANT& SOURDOUGH TANKS ARE AT THEIR OVERFLOW LEVEL: 27.4 MGO CAPACITY WHEN SOURDOUGH TANK IS HALF FULL: 29.5 MGD i 18" CAST IRON WATER MAIN o I II r�— cx J L l �— I �1�, 18"DUCTILE IRON WATER MAIN I F'71 ~1 30"CONCRETE WATER MAIN NASH ROAD - -� BOOSTER STATUS: OFF - CAPACITY: 7.7 MGD RESIDUAL PRESSURE: 24.5 PSI O MINIMUM NORTH ZONE PRESSURE: 20 PSI; LOCATED AT THE INTERSECTION � - OF CADDIE COURT& STORY MILL ROAD l PEAR STREET i BOOSTER PUMPS _ z c7 LYMAN— 18—INCH TRANSMISSION MAIN SOURDOUGH—30—INCH TRANSMISSION MAIN NO. REVISIONS DRAWN BY DATE g� NOT TO SCALE CITY OF I..BOZ]EMAN WATER FACILITY PLAN OdERTP F PROJECT �: 13/06 FIGURE Q. Civil Engineering 32 DISCOVERY DRIVE �,, DATE: 09�13�06 j� ;j MAJOR TRANSMISSION '�/j cc7 }�T MAINS ^ EOZENAN,MT59718 ANSMISSION CAPACIT 3.B.14 CAPACITY OF MAJOR T�SAl�l SMISSIO1V MAI S Land Surveying PHONE(406)582-0221 aLL�E� PROJECT ENGINEER:SRS DRAWN BY: MEW •Y % I Geotechnical Engineering FAX(406)582-5770 ENGINEERING BOZEMAN,MONTANA a4S50CtP�ES wuw.alliedcrtginccring.mm ..� ..,,� COB WFP DESIGNED BY: SRS REVIEWED BY: SRS er MAJOR TRANS.CAPACITY i. !- III '; `�` /j - ! r _ I10" WATER MAIN, _ 12" WATER MAIN j — I I I I I r 11 14" WATER MAIN -- - — I — J - r - 16" WATER MAIN I tt _- I I i f rr �' i-- r r— I .. I 18" WATER MAIN . 20" WATER MAIN 24" WATER MAIN 1 I ,j I_ -_ ,�I CAPACITY WHEN BOOSTER PUMP IS ON: i8.7 MG,D --- RESIDUAL PRESSURE: 70 PSI i f 1 CAPACITY WHEN BOOSTER PUMP IS ON: 19.5 MGD I MINIMUM SOUTH ZONE PRESSURE. 20 P51,-LOCATED _ - { - RESIDUAL PRESSURE: 68.5 PSI JUST WEST OF THE INTERSECTION OF OLD HIGHLAND �"` Jr I MINIMUM SOUTH ZONE PRESSURE: 20 PSI;I,LOCATED IBLVD. &HIGHLAND BLVD. , .=� II L_,' JUST WEST OF THE INTERSECTION OF OLDrAIGHLAND fff I —` � _ BLVD. &HIGHLAND BLVD. CAPACITY WHEN BOOSTER PUMP IS OFF"8.6 MGD RESIDUAL PRESSURE: 71 PSI _-I ICAPACITY WHEN L ! I I �.`i RESIDUAL PRESSOR BOOSTER PUMP IS OFF.-,� .3 MGD MINIMUM SOUTH ZONE PRESSURE: 20 PSI;,`LOCATED STR E 69.5 PSI -_-- , AT THE INTERSECTION OF ALLEN DRIVE &--11TH STREET. j j ( ,-'i MINIMUM SOUTH ZONE PRESSURE: 20 PSI; LOCgTEO _ `---" AT THE INTERSECTION OF ALLEN DRIVE & 1TH STREET. 10 - i 1 18 STEEL WATER MAIN I - =� I _ - \ Is 24" DUCTILE IRON WATER MAIN 1 18-INCH TRANSMISSION MAIN 24-INCH TRANSMISSION MAIN N0. _ REVISIONS DRAWN BY DATE CITY OF BOZEMAN WATER FACILITY PLAN 06ERT Pp�r, PROJECT/: 13/06 FIGURE NOT TO SCALE NT � v Civil Engineering 32 DISCOVERY DRIVE � DATE: 09/13/O6 ,p"�"�� t t 80ZEMAN,MT 5971N ANSMIS�ON CAPACIT J - -- -- CAPACITY OF MAJOR TRANSMISSION MAINS - - Land Surveying PHONE(406)582.0221 % rAx(4a6)582-5770 ALLIED PROJECT ENGINEER:SRS DRAWN BY: MEW BOZEMAN MONTANA �4s l�S Geotechnical Engineering NAX(4 i6aengineeriog_wm ENOWEERINO COB�FP DESIGNED BY: SRS REVIEWED 8Y: SRS 5 SpC1P MAJOR TRANS.CAPACITY Evaluate ('o nlition of Evistiuo,Facilities-Distribution c- Storage Section 3.B Water Meters The City of Bozeman utilizes radio read meters to register usage by customers and generate revenue. From 2000 to 2004 all the City meters were replaced, excluding the bases, with radio read meters. The brand of meters is Schlumberger(Neptune). Meters are read by use of a laptop and a radio signal from the meter. The laptop will need to be replaced in the next couple of years due to changes in software prograrnming. Cost of the laptop and software is expected to be around $50,000. Meter bases will be replaced in the next 10 years and meters will need to be replaced every 15 years, as this is the typical battery life expectancy. If meters are not replaced in this time frame then meter accuracy will be compromised. Meter inaccuracy usually is in favor of the customer, which will result in lost revenue to the City. Copper water services are the standard for the City. However, there still remains some lead and galvanized services. An inventory of number and location of the lead and galvanized services was not available at the time of this report. It is recommended that an inventory and replacement schedule of these services be completed. O&M/Staffing The Water Department currently employs 20 full-time equivalent (FTE) staff and one seasonal employee. Of the 20 FTE's, two are meter readers. The remaining 18 FTE's are responsible for management; supervising; administration; and maintenance, repair, locates and inspections on water, sewer and storm sewers. With the recent rise in new developments in the 1990's and continuing at present the Water Department has been stressed to keep up with demands. Locates alone are averaging 5000 per year and inspections of water services are about 500 per year. In addition, the department maintains a leakage test program, which has been very successful at minimizing leaks in the system. A new position for "backflow specialist" has been created to implement and monitor testing and compliance of backflow systems. A backflow testing program will need to be developed and a backflow ordinance adopted in order to enforce the program. Overall, the department has done an excellent job of maintaining and servicing the water system. The high population growth over the last couple of decades has substantially increased the demands on staff. Additional staff will need to be hired to keep up with demands or the integrity of the water system will suffer in future years. It is recommended to hire an additional four to six FTE positions imnnediately. If growth continues at its present rate, an additional two FTE's may be needed every four years to maintain quality of service. 34 Ei-aluate Condition ofE.iisting Facilities-Water Supply/WcrterR%ghts Section 3.0 WATER RIGHTS The City of Bozeman currently owns municipal water rights from three different drainages: Hyalite (or Middle) Creek, Sourdough (or Bozeman) Creek, and Lyman Creek. Total current flowing and volumetric water rights, contracts, and permits for the City totals 5,261 million gallons per year (MGY), or 16,146 acre-feet per year (ac-ft/yr). In addition, the City owns or has reservations for an additional 2,886 MGY (8,857 ac-ft/yr) of impoundment rights on Sourdough Creek, which cannot realistically be put to beneficial use until the breached Mystic Lake Dam is reconstructed at a later date. Table 3.C.1 summarizes the City's current water rights. Table 3.C.1 City of Bozeman Summary of Water Rights Water Max.Flow Rate Max.Volume Period of Priority Right No. Source Type m) (cfs) (ac-ft r MGY Use Date 41H-140873-00 Sourdough Stream 67.00 0.15 109.50 35.68 1/1-12/31 1866 41H-140874-00 Sourdough Stream 561.25 1.25 912.5 297.32 1/1 -12/31 1 666 41H-140875-00 Sourdough Stream 561.25 1.25 912.5 297.32 1/1 -12/31 1866 41H-140876-00 Sourdough Stream 561.25 1.25 912.5 297.32 . 1/1-12/31 1866 41H-140877-00 Sourdough Stream 283.00 0.63 1 456.30 148.68 1/1-12/31 1877 41H-140878-00 Sourdough Stream 561.25 1.25 912.5 297.32 1/1 - 12/31 1866 41H-140879-00 Sourdough Stream 283.00 0.63 456.30 148.68 1/1 - 12/3I 1877 41H-140880-00 Sourdough i Stream 81.00 0.18 127.80 41.64 1/1 -12/31 1866 41H-20736-00 Halite(2 Stream 1436.80 3.20 1330.00 433:35 9/15--4/15 1978 41H-140882-00 Lyman Stream 1683.75 3.75 2740.20 892.84 1 1/1-12/31 1864 41H-140883-00 Lyman Stream 987.80 2.20 1606.00 523.28 1/1 12/31 1881 41H-154134-00 Hyalite(these 41H-154135-00 4 rights are 5/25-6/10 6 1866 41H-154137-00 now a single Stream 1706.20 3.80 301.00 98.07 6/25-7/10 189 41H-154138-00 combined 186 8/1 -8/10 1873 right) Water Purchase Contract with Middle Creek Hyalite Impoundment NA NA 5369.00 1749.37 1/1- 12/31 1938 Water Users Reservoir (DNRC Right# 41 H-119496.00 :ti!ri:it.s+iii�1,._OUR, z:=���t�fi u r. _ ,{ n =- �rQ ;;{{ -i-t;�;s t;E3£'F'..k': _{ -• }., _ .: Misc.Ri his(4) 41H-30459-00 Sourdough Impoundment 11225.0 25.00 6000.00 1954.97 111-12131 1901 0 41H-70118-00 Sourdough Impoundment ZIZ=1. 2857. 00 930.89 111-12131 1985 Reservation (1) Sourdough Creek is also referrd to as Bozeman Creek (2) Hyalite Creek is also referred to as Middle Creek (3) Flow rate and volume for combined right from DNRC Authorization to Change Appropriation Water Right (from Scott Compton,DNRC) (4)The two Sourdough impoundment rights would essentially require reconstruction of the historical Mystic Lake Dam in order to beneficially use these two rights. (5) The point of diversion for these rights is located below the Sourdough intake pipe making these rights unavailable for use 1 Evaluate Condition of Eilsting Facilities-Water Supply/Water Rights Section 3.0 In addition to the rights shown in the above table, DNRC was contacted concerning two other historical water rights owned by the City. Right No. 41H-99632-00 is commonly referred to as the "Story Mill" right, which was historically used for power generation along the Story Mill Ditch. The DNRC General Abstract for this right clearly states that this right has been changed to an irrigation right, and furthermore, cannot at anytime be changed to a municipal right, or any other type of right. The second right, 411-1-99633-00, is located near Lyman Reservoir, and according to Scott Compton at DNRC is used to irrigate an old dump site. Mr. Compton also confirmed that this right and associated source (unnamed tributary of the East Gallatin River) is likely not feasible for municipal use. The City may want to confirm these interpretations with a water rights attorney. The point of diversion for water rights 140873-00 and 140880-00 is located below the Sourdough intake structure snaking these rights unavailable for use by the City. It is recommended that the City change the location of the point of diversion for these rights to allow their use. The DNRC General Abstracts for all of the Water Rights presented above are included in Appendix C.I. Water Rights vs. Reliable Yield Although the City has total water rights of 5,261 MGY (16,146 ac-ft/yr), the reliable yield of the source streams is generally less than the water rights. Reliable yield (or safe or firm yield) is defined as "the maximum quantity of water which can be guaranteed during a critical diy period. In practice the critical period is often taken as the period of lowest natural flow on record for the stream. Hence there is a finite probability that a drier period may occur, with a yield even less than the reliable yield" from Water-Resources Engineering, Linsley and Franzini, McGraw Hill, 1979, pg. 150. Based on information presented in the 2002 Water Facility Plan by MSE-H1KM Engineering in conjunction with current City water rights, the City's total annual reliable yield is approximately 3,530 MGY (10,834 ac-fUyr). Table 3.C.3 summarizes the City's water rights by period for a calendar year. Similarly, Table 3.C.4 summarizes the reliable yield by period. In addition, Figures 3.C.1 through 3.C.5 compare the City's water rights to its annual demand for the years 2005, 2010, 2015, 2020 and 2025. Figures 3.C.6 through 3.C.10 compare the reliable yield to the City's annual demand for the same years. It is important to note that the water rights and reliable yields from Hyalite Reservoir (impoundment) have been allocated, as shown in Tables 3.C.3 and 3.C.4, throughout the calendar year so that these patterns closely match the City's typical annual usage pattern. The following table compares the City's current reliable yield to the projected system-wide demands for the next 20 years. 2 E'va bale Condition of Existing Fiicilitics-Wcttcr Stepply/ifirter Rights .S'cetion 3.C Table 3.C.2 Projected Usage vs Reliable Yield Projected System- Projected Annual Water Wide Usage Reliable Yield Supply Surplus or (Deficit) Year (MGY) (M GY) MGY) 2005 2,077 3,530 1,453 2010 2,650 3,530 880 2015 3,384 3,530 146 2020 4,314 3,530 (784 2025 5,504 3,530 (1,974) (1) Reliable yield estimate is based on information presented in the 2002 Water Facility Plan by MSE-HKM Engineering in conjunction with current City water rights. As the figures and tables indicate, the City's projected annual usage is estimated to exceed the currently owned water rights sometime between 2020 and 2025. More importantly,the projected annual usage is estimated to exceed the reliable yield sometime between 2015 and 2020. As such, it is important for the City to begin the process of exploring additional water rights and/or sources or modifying existing rights. Another option is to consider recalculating reliable yields for the existing sources. In order to do this, a program of long-term continuous stream flow recording on all of the current sources should be initiated now to provide sufficient data for re-evaluating the reliable yields. It is estimated that this program would take a minimum of 10 years of data collection to properly re-evaluate reliable yields. 3 TABLE 3.C.3 PERMITTED AND CONTRACTED WATER RIGHTS(MG) CITY OF BOZEMAN MONTH 4 JANUARY FEDRUARY MARCH APRIL MAY JUNE JULY AUGUST SEPTEMBER OCTOBER NOVEM13ER DECEMBER TOTALANNUAL DAILY PERIOD-) 1!1 to 1/31 211 to 2128 311 to 3131 411 to 4/15 4/16 to 4/J0 511105124 5125 to 5131 611106110 6111 to 6124 6125 to 613G 71l to 7/10 7111 to 7131 8!1 to 8110 8111 to 8131 911 to 9114 9I15 to 9A0 1011 l0 10131 [Ill(a I I130 t211 to I2/3l WATER RIGHT WATER SOURCE VOLUME(MGD) #DAYS 4 31 23 3l Is 1s z4 7 to t4 6 10 21 10 21 14 16 31 30 31 (MGY) LYMAN CR£i;i(_WATER RIGHTS 141612MGY(4%46.2t).HgAT)ANNUAI.I.Y ?.1798 120.27 I08.63 120.27 58.2U 39.20 93.12 2716 3880 54.32 23.21 3880 81.48 38,80 81.48 54-32 62.09 12027 116.39 120,27 1416A3 SOURDOUGH(BOZEMAN)CREEK--WATER RIGHTS I561.96 MGY(4799.9(1 uc-tV)r)ANM1nI.I.Y 42MP 132.83 119,97 132.83 64.27 64 27 102.84 2949 42.85 5299 25.71 42.85 8998 42.85 HYALITE(MIDDLE)CREEK--WATER RIGHTS 99.98 59,99 68.56 132.93 128.54 132.83 I563.95 431.35 MG(133U I)0s•tl)FOR 213 DAYS:SFT.ISut AI'R.IS 2.0.175 63.07 Sfi.97 6307 3U.32 91.07 MG pUl ts-ItIF(Mt431MY8:MAY 25b]UN lO-ud-IUN ZSm 2.2107 JUL 10 32.55 63.07 61.04 6307 433.35 y d-AUG I to AIR) 15,96 22.81 13.68 22.81 22.81 98.07 HYALITE RESERVOIR--IMPOUNDMENT RIGHTS n49.37MG(5169.0UmIgANNUALLY 42.50 46.00 5125 22.75 61.50 8475 8.75 57.75 123.75 48.44 149.50 33000 123.89 276.25 109.50 83.90 59.00 41.34 29.59 1749.39 TOTAL WATER RIGHT BY PERIOD 358.G1 37 t.57 3G7,42 175.74 183.97 28U.70 8i.87 Ifi2.2f) 238.05 TOTAL DAILY WATER R[GlIT 1 i.57 !1.84 I I.R3 I l 1.1 l 253 95 301 a6 22B.33 447.71 223.84 247,09 37.1.17 347.31 345.75 3260.67 11.72 f2.26 11.70 11.7U 16.22 17.00 18.52 23.40 23.%8 22.83 2F.32 15,99 15.44 [2.D7 11.58 I1.15 TABLE 3.C.4 RELIABLE YIELD(MG) CITY OF BOZEMAN =: MONTH-� JANUARY FEBRUARY MARCH APRIL MAY JUNE JULY AUGUST SEPTEMBER OCTOBER NOVE14HER DECEMBER TOTAL ANNUAL DAILY PERIOD-1 IlI m 1/3t 2/l to 2/TB 3li 10 3/31 411 to 41I5 4116 10 413D 511(.5124 V25 to 9J1 Gli to fill O 6111 to 6124 6125 to 6130 Tll to 7110 7l1 l to 7131 8/1 to 8l10 Alll to 8131 911 m 9114 911S to 9130 1O/110 10/3I I l/1 to I1130 12fl to l2f31 RELIABLE YIELD WATER SOURCE VOLUME MGD) #DAYS 4 31 28 31 15 15 24 7 10 14 6 ID 2] 10 21 14 16 3E 30 3I (MGY) LYMAN CREEK-RELIABLE YIELD"' .969I Mf1U I n APR>tt 1 1925 12725 AP I m MAN it ]1925 MGU:APR30.03 27.14 311.05 9,69 13.37 5.82 9.69 211 f13 13,37 36 9,69 26 F y.39 f 9.39 1551 30.05 29.08 30 U5 294.70 2.6012 MGD:MAY I b 61AY 31 2.6962 64 76 IN 89 38.79 SOURDOUGH(BOZEMAN)CREEK--RELIABLE YIELD 63.64 3231a MtlD:AA.IwAPR 30 L2314 IM 17 90.48 100.17 49.47 4847 40392MGD MAY I to MAY31 4.0392 3231 67.8E 32.11 67.86 45.24 31.7U 100.17 96.94 IUU.I7 982.35 3.6.153 MGD:AM I to AM NI 4G.94 28.2J 3 6153 36.35 50 89 zLRI 125.22 HYALITE(MIDDLE)CREEK-RELIABLE YIELD In 109.06 2.0636 MGU:SLY 15 to APR 15 i0(J6 63.97 57.78 6397 3095 2455R MGU:MAY 25 m.vH IU 24338 - 33.U2 fi3.97 61.91 63.97 439.55 U MG .Sh10U:)UN25toltn U _ .614 10- I.AUG IbAUG 10 17.10 24,56 3.68 6.14 6 41.75.t4 13.96 HYALITE RESERVOIR-REELABLE YIELD�) 1399.SUM,(4295Z0 u-MANNUAllY 34.00 76.80 41.00 18.20 49,20 67.R11 7.0(1 46.2U 9c-. )00 38.75 119.60 264.00 99.10 221 00 87.60 67.12 46.40 33.07 23.66 1399.50 TOTAL RELIABLE YIELD BY PERIOD 228.20 2I220 2375 20 I I7.UI 117.06 229.SU 71 35 116.81 163 J7 700G TOTAL DAILY RELIABLEYIF.LD 7.36 7.58 7.59 7.g0 7, 167.75 352.22 147.23 3W.22 146.41 167.35 240.60 221.00 217.86 353450 80 9,56 111.19 l l b8 t LGS 11.68 16,77 16.77 ]4.72 14.72 EU.4h IOA6 7.76 7,37 7.U3 (I)I,liabl.ciclds from MSE-HKM 1997 WalerFaclltrY Plan(Tablc C-2)and Aquaeta0-Inc.2002('iry t4fAoaeaem tYnerCnmcmtion.Smrly(Tabic 4) (2)Accounts for 20%shrinkage p:r truer rights agreement%till,DNRC City of Bozeman Water Rights vs. Usage 30.00 =_..._—. 2005....... —Water Rights(MGD) ---2005 Projected Usage(MGD) 25.00 20.00 a 15.00 . .. .._.. .. .. ,. .. --- - 0 10.00 __-- 5.00 0.00 -T--- 1-Jan 1-Feb 1-Mar 1-Apr 1-May I-Jun I-Jul 1-Aug l-Sep I-Oct ]-Nov 1-Dee DAte FIGURE 3.C.1 Water Rights vs. Usage City of Bozeman 30.00 2010 —Water Rights(MGD) —2010 Projected Usage (MGD) 25.00 20.00 --- A 15.00 . .. __ .. ... -- - _ __ .... .. . --- a 10.00 5.00 0.00 ——---------------- I 1-Jan 1-Feb I-Mar I-Apr I-May 1-Jun 1-Jul 1-Aug 1-Sep [-Oct 1-Nov 1-Dec Date FIGURE 3.C.2 Water Rights vs. Usage City of Bozeman 30.00 2015 —Water Rights(MGD) —2015 Projected Usage(MGD) 25.00 20.00 ._ _ . .. .-.. .. .._.. -- - - .... A 15.00 . . __ ...... - _.. ..-... -- ........._...... 0 k. 10.00 5.00 0.00 - 1-Jan 1-Feb 1-Mar 1-Apr 1-May 1-Jun 1-Jul 1-Aug 1-Sep 1-Oct ]-Nov 1-Dec Date FIGURE 3.C.3 Water Rights vs. Usage City of]Bozeman 30.00 ......_-­....... 2020 Water Rights (MGD) ..........2020 Projected Usage(MGD) 25.00 20.00 ........ .. 15.00 ..................... 10.00 . ....................... ............... 5.00 0.00 I-.1an I-Feb I-Mar ]-Apr I-May I-Jun 1-Jul I-Aug ]-Sep I-Oct 1-Nov 1-Dec Date FIGURE 3.C.4 Water Rights vs. Usage City of Bozeman 30.00 2025 —Water Rights (MGD) —2025 Projected Usage(MGD) 25.00 - 20.00 0 15.00 a 10.00 5.00 0.00 ]-Jan ]-Feb 1-Mar 1-Apr 1-May 1-]uu 1-Jul 1-Aug I-Sep I-Oct 1-Nov 1-Dec Date FIGURE 3.C.5 Reliable Yield vs. Usage City of Bozeman 30.00 —. -- 2005 —Reliable,Yield (MGD) —2005 Projected Usage(MGD) 25.00 20.00 A C7 15.00 --- --- 0 W 10.00 5.00 0.00 T r-'------ 1-!an ]-Feb 1-Mar 1-Apr 1-May IAun 1-Jul 1-Aug 1-Sep 1-Oct 1-Nov ]-Dec Date FIGURE 3.C.6 Reliable Yield vs. Usage City of Bozeman 30.00 a 2010 _ —Reliable Yield (MGD) —2010 Projected Usage(MGD) 25.00 20.00 . . .._..._... - -- a 15.00 __..._.. .. __. ....... . -- 0 w 10.00 5.00 0.00 T .. ------------�......--- 1-Jan 1-reb 1-Mar 1-Apr 1-May 1-Jun I-Jul 1-Aug I-Sep I-Oct 1-Nov I-Dec Date FIGURE 3.C.7 Reliable Yield vs. Usage City of Bozeman 30.00 --— 2015 —Reliable Yield (MGD) —2015 Projected Usage(MGD) 25.00 20.00 a 15.00 - s 10.00 5.00 0.00 ------- I-Jan I-Feb 1-Mar 1-Apr I-May 1-Jun I-Jul I-Aug 1-Sep I-Oct I-Nov I-Dec Date FIGURE 3.C.8 Reliable Yield vs. Usage City of Bozeman 30.00 2020 —Reliable Yield (MGD) .............2020 Projected Usage(MGD) 25.00 20.00 - ..................... 15.00 - ..................... ............ 10.00 - ................... ............... .................. ................ 5.00 - 0.00 - I-Jan 1-Feb 1-Mar 1-Apr 1-May 1-Jun 1-Jul 1-Aug 1-Sep ]-Oct ]-Nov 1-Dec Date FIGURE 3.C.9 Reliable Yield vs. Usage City of Bozeman 30.00 __ 2025 —Reliable Yield (MGD) —2025 Projected Usage(MGD) 25.00 20.00 -- A C7 15.00 - - _.. .. .. - _ _ .. .._.. _._.... .,_ 0 �i 10.00 5.00 0.00 . ._ —�. . ..... 1-Jan 1-Fcb 1-Mar 1-Apr 1-May I-Jun 1-Jul 1-Aug 1-Sep I-Oct 1-Nov 1-Dee Date FIGURE 3.C.10 Evaluate Condition of E_risting Facilities-Water S1pp7 vlWater Rights Section 3.0 Options for Additional Future Water Based on the information presented above, it is estimated that the City's demand for water will surpass the current reliable supply between 2015. and 2020. It is worth noting that the future projected demands used in this analysis do not account for water losses at the treatment plant due to backwash operations. Following is a summary of alternatives for the City to consider in evaluating options for increasing available water. 1. Improve Water.Treatment Plant Efficiency. The efficiency of a water treatment plant (net water produced after backwash losses) can have a fairly significant impact on the net yield of a plant; and thus the quantity of finished water available for user consumption. Unlike the efficiency of the existing plant, which often has excursions into the low 80% range during spring runoff, different new treatment processes the City may consider will be superior in their average efficiency. For example, the new Contact Adsorption Clarification and Membrane Filtration processes under consideration should be approximately 90-95% efficient. While backwash theoretically can be treated and recycled, this has not been considered due to the Federal Filter Backwash Rule (see Section 3.A for further information), suggesting that minimizing backwash losses should be strongly considered. It is estimated that the new processes under consideration could reduce the volume of backwash water by 5-10% of total plant inflow. 2. Implementation of Water Conservation Measures. The 2002 City of Bozeman Water Conservation Study by Aquacraft, Inc. recommended several water conservation measures for the City to consider. Many of the recommendations had relatively low costs compared to the potential water savings. As such, the City is encouraged to continue with implementation of the recommendations outlined in that report. Every gallon of water conserved is a gallon less that will have to be obtained or developed as future additional source water. 3. Condemnation of Water Rights. Being a municipality, the City would have the legal authority to pursue condemnation of water rights currently owned by other parties. Condemnation of a water right, as with any type of condemnation, can be a very costly and time-consuming process. In addition, the process can have a very negative impact on the City's public relations. As a result, condemnation would only be recommended as a "last resort'in the event no other alternatives are attainable for increasing future water supplies. 4. Purchase Additional Hyalite Reservoir Storage Rights. The City currently owns Hyalite Reservoir storage rights of 1,749 MGY. The remaining storage rights from the reservoir are currently owned by various entities in the Gallatin valley. However, as the City continues to annex land which may include Hyalite Reservoir storage rights, it is possible that the City could purchase the associated rights (typically held for agricultural irrigation) as the land is taken out of agricultural production. It is estimated that the ultimate annual volume which could be available by such purchases is 1,624 MGY (if and when all other shares are bought 15 Evaluate Condition of Existing Facilities-Water.Stgpplvlkvater Rights Section 3.0 by the City). The only real disadvantage to this alternative is that the timing and volume of such acquisitions cannot be predicted or guaranteed. 5. Construct New Mystic Lake Dam. The City currently owns approximately 1,955 MGY, with a reservation for an additional 931 MGY, worth of storage rights on Sourdough Creek. These rights were historically allocated based on available storage in Mystic Lake. The Mystic Lake Dam, however, has been breached, rendering these storage rights essentially useless until a new dam is constructed on Sourdough Creek to replace the Mystic Lake Dam. Although replacement of the dam is possible, the costs and permitting associated with the process may make this an impractical alternative for the City to implement. However, the City should continue to explore the feasibility of this option, as the volume of storage rights is significant, and these rights should not be given up. The City may want to initiate a dam siting study and associated environmental analysis in the near future. 6. Modify the Historic "Story Mill' Rights. The City owns a water right (41 H-99632-00) that is commonly referred to as the historic "Story Mill" right. This right was historically used by the City for a power generation site along Sourdough Creek. Because this right is no longer being used for power generation, research was completed to determine if the right could be converted to a municipal right. As discussed earlier, however, the DNRC General Abstract clearly states that this right has been changed to an irrigation right, and furthermore, cannot at anytime be changed to a municipal right, or any other type of right. Scott Compton of DNRC confirmed the status of the right, thus eliminating this alternative from further consideration. The City may want to confirm these interpretations with a water rights attorney. 7. Modify Periods of Use for the "Lichtenberg Rights". The "Lichtenberg Rights" are a compilation of four individual water rights that have been consolidated into a single right. The four individual rights were originally owned by the Lichtenberg Land and Cattle Co. (Water Rights No's: 41H-154134-00, 41H-154135-00, 41H-154137-00, and 41H-154138- 00). These rights are now owned by the City of Bozeman as a single combined right. The combined right provides the City with approximately 98 MGY worth of stream flow rights from Hyalite (or Middle) Creek. The allowed periods of use for this volume, however, is limited to the following dates: May 25 to June 10; June 25 to July 10; and August 1 to August 10. If these periods of use were to be modified to year-round, the City could utilize this water when demands are elevated and not be restricted to the firm calendar dates currently imposed. Alternatively, the City could investigate the possibility of converting these rights to storage rights for the same reasons. In order to properly pursue this alternative, the City should initiate consultation with a water rights attorney and the DNRC to determine the appropriate methodology required to change the period of use and/or type of right. 8. Modify Lyman Creek Rights for Seasonal Variations in Available Flow Rates. Multiple flow measurement facilities are currently located along Lyman Creek, with stream flows having been recorded intermittently over recent years. It is recommended that the City 16 Evaluate Cowlition of E.tisting Facilities-Water Supplv/ff'ater Rights Section .3.0 monitor stream flows more regularly to more accurately identify reliable yield from Lyman Creek, particularly during the spring and summer months. Recent flow measurements indicate that stream flows during that time of the year regularly exceed the City's currently permitted maximum flow rate of 3.85 MGD. During fall and winter months however, the available stream flow is less than the City's permitted maximum flow rate. As such, the City should consider the option of modifying their Lyman Creek water rights (41H-140882-00 and 41H-140883-00) to change the permitted maximum flow rates on a seasonal basis. The maximum flow rates could be increased during spring and summer months to match the available stream flows, and similarly decreased during fall and winter months. The total permitted water right volume from Lyman Creek (1,416 MGY) could remain unchanged, with the only modifications being made to the maximum flow rates. It is recommended that the City consult with a water rights attorney and the DNRC to determine the appropriate level of data collection required and the methodology required to change the maximum permitted flow rates seasonally'. 9. Purchase Additional Water Rights. The purchase and transfer of water rights from other owners to the City is another option for obtaining additional future water. Similar to the option of purchasing additional shares of Hyalite Reservoir storage, the timing and volume of such acquisitions is very unpredictable and certainly cannot be guaranteed. As such, the availability of future water through this mechanism cannot be used for planning purposes to meet specific target dates for increased water supply. Furthermore, if water rights were to be made available for purchase, it is estimated that those rights would be extremely costly. A couple of recent examples of water rights sales include the following: ! In the Clark Fork drainage near Turah, Montana, a 6.52 MGY right reportedly sold for $100,000. This sale was negotiated as augmentation for a groundwater well that draws approximately 6.52 MGY of surface water from the Clark Fork River. A 78.84 MGY water right near Philipsburg, Montana reportedly sold for $300,000. No details on this transaction, other than the reported cost, were made available. 10. Rc-Evaluate Reliable Yield Hydrology. As discussed above, the current estimates of reliable yield for the City's three water sources indicate that the reliable yield equates to approximately 67% of the City's contracted and permitted water rights. Thus about 1/3 of the City's water rights is considered to be unavailable during a dry year, based on the current estimates of reliable yield. As was presented in the MSE-HKM report, it is estimated that the City's reliable yield from Sourdough Creek alone could increase by approximately 403 MGY, based on data collected intermittently over 50 years. The MSE-HKM report further states that "a long term (minimum ten years) program of continuous recording of stream flows in Sourdough Creek above the existing intake is recommended to verify the reliable flows for possible additional water permits..." This alternative is desirable in that the City's supply could be essentially increased without any capital expenditures for new sources or acquisition of additional water rights. 17 Evaluate Condition of Existing Facilities-Water Supplv/YYater Rights Sectioii 3.C Similarly, the City's Hyalite Reservoir storage rights include a nominal 20% shrinkage loss. It is possible that long tern stream flow measurements on Hyalite Creek could show that shrinkage losses along this creek are indeed less than 20%. However, based on discussions with Scott Compton at DNRC, it is understood that the 20% shrinkage requirement was historically established as an average shrinkage for all Hyalite Reservoir water rights owners and that legally modifying that amount would likely be a difficult process. 11. Pursue Development of Groundwater Source. The development of a new groundwater source would provide the City with a reliable supply of year-round water to help alleviate the predicted future water supply shortfalls. As discussed later in this section, several privately- owned high-production wells have successfully been installed to the northwest of Bozeman. Although a basin closure is currently in effect in the Gallatin Watershed, there is an exclusion that allows withdrawals of surface water for municipal, domestic, or livestock usage. As a result, a new groundwater well(s) installed by the City could be permitted regardless of any potential connections between the well and surface water. It is worth noting, however, that if a municipal well were to have an impact on surface waters, the City could face objections or issues from owners of other surface water rights that may be impacted by the new well. If the City opts to pursue development of a groundwater source, it is recommended that a thorough groundwater hydrogeological study be completed to evaluate aquifer yields, optimum well location(s), surface water connectivity, water rights issues, etc. This study should also include the installation of at least one permanent test well. 18 Evaluate Conn tloll of E fisting Facilities-Water SuppIvAf,`ater Rights Section 3.C SOURCE WATER PROTECTION Background Western Groundwater Services completed a Source Water Protection Plan (SWPP) for the City of Bozeman's water supply in May of 2004_ The purpose of the SWPP was to identify steps that the City can take to protect their existing water sources, which include the Sourdough and Hyalite Drainages and the Lyman Creek,Drainage. The SWPP discusses implementation strategies and activities to be conducted by the City of Bozeman and emphasizes cooperation with the United States Forest Service and the Gallatin Local Water Quality District. Description The SWPP (Western Groundwater Services, 2004) lists the following as potential impacts and action items to be addressed in the future: 1. Wildfire 2. Sourdough Creek Freeze-Up 3. Cattle Grazing 4. Gallatin National Forest Travel Plan and Travel Plans 5. Public Education 6. Intake Access 7. Vulnerability of Hyalite Creek Due to Hyalite Road 8. Management of City Owned Property 9. Pathogen and Herbicide Assessment 1. Wildfire. The SWPP identifies wildfire as the greatest risk to the City's water supplies. It recommends that the City work with the U.S. Forest Service to develop a long-term wildfire risk reduction program. It also recommends that the City develop a contingency plan in the event a fire occurs and heavy sediment loads are washed into the Sourdough and Hyalite drainages. The existing Lyman Creek Spring is at minimal risk due to wildfire, as the groundwater collection system should be protected from surface runoff. A plan to control erosion directly above the spring collection system should be developed and included in the contingency plan to prevent sediment-laden runoff from flowing over the top of the spring. The SWPP also discusses the possibility of constructing a raw water storage reservoir upstream of the water treatment plant to provide a short-term back-up water source and to provide means for pre-sedimentation. The feasibility and costs associated with such a facility are discussed in Section 4.A under the Preliminary Screening of Hyalite/Sourdough Raw Water Storage Facility Alternatives and in Section 5.A under the Evaluation of Raw Water Storage Facility Alternatives. These sections provide the cost and feasibility for locating and constructing a raw water storage facility. The proposed new water treatment processes discussed in Section 4.A and Section 5.A (Contact Adsorption Clarification and Membrane Filtration) will have a greater capacity to handle a heavily sediment laden raw water than the existing direct filtration treatment process. Mitigation of this problem will 19 Evaluate Condition of Existing Facilities-Water Srepply/Water Rights Section .3.0 occur when a different treatment process is selected and constructed and should be taken into consideration when the decision regarding the construction of a raw water storage facility is made. A contingency plan does need to be developed in any case. The plan should address the needs of the existing system and will have to be modified to reflect the proposed changes recommended by this document. The contingency plan should be developed with input from the Forest Service. 2. Sourdough Creek Freeze-Up. Sourdough Creek is subject to wintertime freeze-thaw cycles that can significantly decrease the amount of water available from the creek. The SWPP recommends that a study be undertaken to identify the causes for this problem and to identify any steps that could mitigate the problem. The study would include an on-the- ground survey of the creek when the problem occurs to identify problem areas. Mitigation measures, such as increasing stream velocity or breaking up ice jams, could then be identified. Presumably the study would identify problem areas of the stream where the causes of the freeze-up are re-occurring rather than randomly occurring problems that would be difficult to address effectively. 3. Cattle Grazing. The SWPP recommends that the City work with the Forest Service to better manage cattle grazing in the Sourdougli/Hyalite watersheds. Cattle are a source of Cryptosporidium and other disease causing microbiological contaminants. Their presence in the watersheds must be addressed and hopefully minimized. 4. Gallatin National Forest Plan and Travel Plans. The SWPP recommends that the City maintain an active involvement in the revisions of these plans in order to protect its interests. Items to consider include designation of the City's water supply drainages as municipal water supplies, prohibition of activities that could affect water quality, and implementation of management practices that would improve water quality and protect the water supplies. 5. Public Education. The SWPP recommends that the City partner with the Forest Service to educate the public about the location and vulnerabilities of the City's water supplies. It should be pointed out, however, that educating the public could be a "double-edged sword". Making too much information available to the public could provide information to terrorists or other individuals that would aid them in causing harm to the City's water system. The City needs to carefully consider how to implement this recommendation from the SWPP so that the security of the system is not compromised. 6. Intake Access. The SWPP recommends that public access be limited to the City's raw water intakes. Proposed improvements for the Hyalite Creek intake should address this problem for the Hyalite intake. This item is discussed further in the System Security Section (under separate cover). 7. Vulnerability of Hyalite Creek Due to Hyalite Road. Hyalite Road experiences significant traffic volumes from recreational users of the forest and Hyalite Reservoir. Fuel or other contaminants could easily be released into the creek as a result of an automobile 20 E)-alrrate Conditioti of*Existing Facilities-Writer SupplvllYater Rights Section 3.0 accident. The SWPP recommends that a study be developed to evaluate methods to reduce the potential of an automotive accident related spill. Such a study should consider such measures as installation of additional guardrails, speed limits, and increased presence of law enforcement during high traffic periods. 8. Management of City Owned Property. The SWPP recommends that the City develop a management plan for the property it owns in the drainages especially in terms of wildfire fuel reduction. 9. Pathogen and Herbicide Assessment. The SWPP recommends that a study to determine what pathogens and herbicides are present in the City's water sources. The routine water quality sampling performed by the City to comply with EPA and MDEQ regulations and requirements should provide the needed information regarding pathogens and herbicides as well as other contaminants that occur in the City's water sources. If herbicides or other chemical contaminants are found in the source water, the City should undertake action to determine the source of the contaminants. Conducting periodic inventories of the Hyalite, Sourdough and Lyman watersheds for potential contaminant source is recommended. If potential contaminant sources are found, they should be removed or steps should be taken to reduce the potential for the contaminants entering the water supply. Needed Improvements/Alternatives Analysis The majority of the "improvements" discussed in the SWPP are management issues and recommendations to conduct further studies. The only alternatives that can be evaluated are the"No Action Alternative" and the "Action Alternative", which would implement the needed management program or study. A brief discussion regarding improvements and alternatives for each of the above nine items follows: 1. Wildfire. a. No Action Alternative. Under the No Action Alternative, no wildfire risk reduction program, wildfire contingency plan, or cooperative management with the Forest Service would occur. Raw water storage basins would not be constructed. Under this alternative the City's water sources would remain vulnerable to impacts from wildfire. The No Action Alternative is not recommended. b. Implementation of Needed Management Plans. This alternative would involve the implementation of the above-described contingency plan and wildfire risk reduction program. Risks to the City's water sources from wildfire would be reduced by implementing the appropriate management plans and allow the City to work with the Forest Service to implement the plans. 2. Sourdough Creek Freeze-up. a. No Action Alternative. Under the No Action Alternative, no investigative study would be undertaken to determine the cause of the freezing problems in the 21 Evaluate Condition of Existing Facilities-Water Supplvlwater Rights Section 3.C Sourdough drainage that reduces or stops the flow of the creek periodically in the winter. Without a plan, no solution to the problem would be found and the problem would continue to occur. The No Action Alternative is not recommended. b. Irn lement a SgLdy to Determine the Cause of the Sourdough Creek Wintertime Freeze-Ups. The study would require that a complete survey of the creek occur at the time the freeze-up occurs. The survey would have to identify the stretches of the creek where the problem is occurring and identify the cause of the problem. A survey team would have to be available in the winter to conduct the survey on short notice, as the freezing and flow stoppage are transient occurrences. Several surveys should be conducted during separate events to determine if the locations in the creek where the problems occur are the same and if the causes are the same. Once the surveys are completed, measures for mitigating the problem can be developed. If the survey shows that the problem locations and/or the causes are random, it may not be possible to mitigate the problem. However, if this is the case, the City can plan accordingly in the management of its water supply. It is recommended that the City undertake the creek survey and study. 3. Cattle Grazing. a. No Action Alternative. Under the No Action Alternative, nothing would be done to manage cattle gazing in the City's watersheds. As a result, the watersheds could be vulnerable to contamination by Cryptosporidium and other microbiological contaminants. It should be noted that if the sampling required by the Long Term 2 Enhanced Surface Water Treatment Rule detects Cryptosporidium in the watersheds, the City's treatment costs could increase in order to meet the requirements of the rule and protect the public's health. b. Work with the Forest Service to Develop a Cattle Grazing, Management Plan. Such a plan should either eliminate cattle grazing in the watersheds or at a minimum keep cattle as far from the source streams, reservoirs and intake structures as possible. Cattle can be a source of Cryptosporidium and increased Crypto counts in the City's water sources will increase the City's treatment costs and may mean that the City will have to install additional treatment. Therefore, it is in the City's best interest to minimize or eliminate cattle grazing in its watersheds. It is recommended that the City work with the Forest Service to develop a Cattle Grazing Management Plan. 4. Gallatin National Forest Plan and Travel Plans. a. No Action Alternative. Under the No Action Alternative, the City would not work with the Forest Service to develop management plans that would protect the City's drinking water supplies. Activities could occur in the watershed such as mining, logging, cattle gazing etc.that could pose a contamination threat to the City's drinking water supplies. As a result, the City could incur additional treatment costs and the risk to public health would be increased.Therefore,the No Action Alternative is not recommended. 22 Evaluate Condition of'E.-isring Facilitics-Wetter Supj)40'Vater Rights Section 3.0 b. Work with the Gallatin National Forest to Develop Forest Plans that will Protect the City's Water Supplies. This alternative will provide for City input in the development of revisions to the Forest Service's planning documents. The plans deed to be structured to minimize the potential of contaminants entering the City's water supplies. It is recommended that the City work with the Forest Service and provide the needed input dining the Forest Service's planning process. 5. Public Education. a. No Action Altenmative. Under this alternative no public education would occur. The public would not be educated about the location and vulnerabilities of the City's water sources. b. Innplement a Public Education Program.Under this alternative a Public Education Program would be developed to educate the public about the location of the City's water sources and precautions to take when recreating within the watersheds to avoid contaminating the City's water supply. The program could include public service announcements in local media, articles in local newspapers, and educational flyers mailed out with monthly water bills. Caution would be needed in the development of such a program to prevent sensitive material and information from entering the hands of terrorists or persons disgruntled with the City. Information that would make it easier to sabotage the City's water supply should not be presented to the public. It is recommended that the City review the need for public education and develop a policy to prevent the distribution of sensitive information. 6. Intake Access.This is a security issue that will be addressed in the System Security Section(wider separate cover). 7. Vulnerabdity of Hyalite Creek Due to Hyalite Road. a. No Action Alternative. Under this alternative there would be no study to evaluate nmethods to reduce the potential of fuel and contaminant spills entering the creek due to an automobile accident or truck spill. The No Action Alternative is not recommended. b. Implementation of a Study to Evaluate Measures to Reduce the Vulnerability.-of Hyalte Creek Due to Hyalite Road. The study should evaluate risk reduction measures such as new and/or improved guardrails, speed limits, increased law enforcement and patrols during high traffic periods, increased signage including signs with the appropriate phone numbers in the event a vehicle enters the creek, road improvements etc. It is recommended that the City undertake the described study. S. Management of City Owned Property. a. No Action Alternative. Under this alternative the City would not develop a management plan for its holdings ill its water supply watersheds. No plan for fire fuel reduction would be developed and no plan for reducing potential contaminants would be developed.This alternative is not recommended. 23 Evaluate Condition of Existing Facilities-Water Supply/Water Rights Section 3.C b. Development of a Management Plan for City Owned Property.A plan would be developed for reducing the risk for wildfire and reducing the risk from contaminant sources that may be on City owned property. The plan could be developed in conjunction with the applicable sections of the Forest Service Management Plan. This plan would decrease the risk. of fire and decrease the risk of contamination from other sources. It is recommended that the City undertake the described study. 9. Pathogen and Herbicide Assessment. The routine water sampling performed by the City should be sufficient to assess any issues associated with these contaminants. If herbicides or other chemical contaminants are found during the routine sampling, it is recommended that the City undertake an inventory of the watershed to determine the source of the contaminants and develop the appropriate mitigation measures. 24 E1'alu[ate Condition of Existing Facilities-Water S1ppJ vl[Yater•Rights Section 3.0 Cost of Recommendations Table 5-1, on page 21 of the Source Water Protection Plan For the Drinking Water System qf' Bozeman, Montana by Western Groundwater Services, LLC, contains budgetary estimates for implementation of the above recommended studies and management steps. Table 3.C.3 below updates those budgetary estimates. Table 3.C.5 Cost Estimates for Source Water Protection Measures Item City Labor Effort Outside Assumptions Consultant Fees Wildfire Plan/Management 40 hours initial effort; $0 City staff will work with 8 hours/year thereafter Forest Service Sourdough Creek Freeze- 56 hours $25,000 u Cattle Grazing 40 hours initial effort; $0 City staff will work with Management Plan 8 hours/year thereafter Forest Service Gallatin National Forest 80 hours initial effort; $0 City staff will provide Plan and Associated Travel 8-16 hours/year input to Forest Service Plans thereafter _ Public Education 40 hours/year $10,000* *Printing&Media Cost Intake Access See Security Under Separate Cover Hyalite Creek Vulnerability 40 hours initial effort; $20,000 to Hyalite Creek Road 8 hours/year thereafter Management of City 40 hours initial effort; $0 City staff will coordinate Property Within 8 hours/year thereafter with Forest Service Watersheds Pathogen &Herbicide No increase in City $0 Covered by City's Assessment effort existing water sampling _program 25 Evaluate Condition of'Existing Facilities-Water Supply/Water Rights Section 3.C GROUNDWATER RESOURCES The sections below are a summary of a studies performed by Steven E. Slagle, "Geohydrologic Conditions and Land Use in the Gallatin Valley, Southwestern Montana, 1992-93", Steve Custer of Montana State University, and others. General Geology of the Gallatin Valley The Gallatin Valley is part of the Three Forks structural basin, which was formed as a result of crustal movements during early Tertiary time. After formation of the basin, the valley was filled with Tertiary and Quaternary sediments consisting of boulders, cobbles, sand, silt, clay, and volcanic ash. Alluvial fans along the south and east sides of the Gallatin Valley are composed of a heterogeneous mixture of coarse to fine-grained sediments. The central part of the Gallatin Valley is covered by Quatemy Alluvium deposited by the Gallatin and East Gallatin Rivers and their tributaries. The alluvium consists of cobbles, gravel, sand, silt, and clay. Bedrock underlying the valley-fill deposits in the Gallatin Valley consists of metamorphic, sedimentary, and volcanic rock. Much of the rock originated as marine sediment. Geohydrology The valley-fill deposits of the Gallatin Valley make up the primary aquifer that is used for irrigation and human consumption. Depth to groundwater ranges from 3 feet below ground surface in the central part of the valley to 460 feet in some of the outlying hilly areas. Groundwater flow is generally from the east and southeast toward the northwest where groundwater exits the valley at Logan. Groundwater levels fluctuate throughout the year usually increasing in the spring through mid-summer and decreasing the rest of the year. It has been demonstrated that the Valley aquifer is recharged by agricultural irrigation in areas where the irrigation water is applied to fields. Seasonal water-level fluctuations can be large in some areas; however, the long-term water-level changes are generally minimal. Groundwater in the Bozeman area comes from Quaternary-age alluvial fan deposits and older Tertiary sediments, which filled the Gallatin Valley (Custer). The Quaternary alluvium generally is the most permeable material in the valley. Specific capacity tests performed on wells in the Quaternary alluvium provided values ranging from 0.46 to 63.2 gal/min/ft. Wells in the Tertiary sediments have specific capacity values ranging from 0.20 to 47.6 gal/min/ft. Groundwater Quality A study performed by Steven Slagle of the U.S. Geological Survey (92--93) sampled a pool of 43 wells in the Valley. Groundwater quality in the Gallatin Valley is generally a calcium bicarbonate type with total dissolved solids concentrations ranging from 113 to 551 mg/l. In general, the water quality from valley wells meets EPA's Primary Drinking Water Standards. However, radon concentrations range from 170 to 1,565 pCi/L with a median concentration of 523 pCi/L, and nitrate 26 Ei-aluate Condition of Existing Facilities-Waiter Stt1.7p4vJYttter Rights Section 3.C levels range fiom 0.1 to 4.5mg/l. Out of a pool of 43 wells that were sampled, 30 of the wells had concentrations less than 2 mg/l. The current EPA drinking water standard for nitrates is 10 mg/1. Land Use and Ground Water The study performed by Slagle did not show any significant water level changes resulting from increased ground water withdrawals. Water level elevations and annual fluctuations measured in the 1992-93 study were similar to those measured in 1952-53. Slagle found that groundwater levels were affected by recharge from agricultural irrigation. Groundwater levels increase in irrigated areas during the irrigation season. In his study, the highest nitrate values (ranging from 2 to 4.5 rng/1) were from wells north-northwest of Bozeman, one of the more densely developed areas of the valley at the time of the study. As development in the Gallatin Valley continues to increase, the impact on ground water from the development will increase. Well Characteristics In a 1991 study, Steve Custer, (Ph.D. Earth Sciences Montana State University), reviewed 610 well logs in the Bozeman vicinity. Of the 610 wells, 544 were open only at the bottom with no casing perforations or well screen. Custer's study indicated that most of the highly productive wells were developed (gravel packed, screened or perforated). Several logs revealed wells with a capacity in excess of 500 gpm; however, testing of these wells indicated that longterm production was typically less than 350 gpm. The primary restraint preventing high yields appears to be the available head because the wells tended to be relatively shallow with perforations near the ground surface. Custer indicates that wells as productive as 350 gpm may be feasible, but very high capacity wells (greater than 500 gpm) may be unlikely without drawdown occurring below the well screen or casing perforations. Well development and well depth are important when considering the feasibility of high production wells; however, wells located in the Belgrade area are reported to be capable of producing,up to 1000 gpm. A review of the Montana Bureau of Mines and Geology Ground Water Information Center's database reveals a number of high production wells that were constructed after 1990. See the table below: 27 Eiuluate Conelition of Existing Facilities-Water Supply/Water Rights Section 3.0 Table 3.C.6 Recent Hi h Ca acity Wells in the Bozeman Area Owner Location Depth Static Level Yield Screen? feet Drawdown ( m Valley Grove 01 S 05E 20 DC 176 45..6 ft 440 Stainless Steel (47 Subdivision (approx. 6 miles (98.6 ft) ft of 6 & 8-inch) 2004 (public NW of water su 1 Bozeman Billion Chrysler 02S 05E 09 DD 110 6 ft (75 ft) 600 No, open bottom 1991 (fire 104 14 ft (75ft) 600 protection two wells Price Costco Inc. O1 S 05E 35 202 6 ft (120 ft) 700 Perforated casing 1997 (three wells AAB (Near N. 195 6.5 ft (139 ft) 500 for fire 191 inter- 225 9.5 ft (149.5 500 protection) change ) ft) Wylie Creek 01S 05E 29 197 9.75 ft (144 1550 30 ft 12-inch screen Subdivision BCCB (3.5 161 ft) 750 1996 (two wells miles NW of 23.4 ft (129.5 for public water Bozeman ft) supply) Pytlewski, 01 S 05E 33 CA 160 14 ft (27 ft) 1100 60 ft perforated Walter 1999 (2 miles NW of casing irrigation.well) Bozeman The wells in the table above are located either northwest or west of Bozeman. Water mains from the City's water system have been extended north and west of the City to serve new developments. This area may be a prime location to develop one or more high production wells to connect to the City's water system. Madison Limestone„Aggifer as a Potential Source A thesis entitled "A Preliminary Investigation of the Madison Aquifer for a Drinking Water Supply in Bozeman, Montana" was completed in 2002 by Karin B. Kirk, a graduate student in the Earth Sciences Department at Montana State University. The purpose of the thesis was to determine the feasibility of utilizing the Madison Aquifer in the northern Gallatin Range as a drinking water source. The study evaluated a portion of the Madison Aquifer located in the Sourdough Creek drainage. The study indicated that there is a potential for utilizing the Madison Aquifer as a water source. The study recommended that a test well be drilled into the Madison in the Sourdough Creek drainage near Mystic Lake. It was estimated that the test well would have to be approximately 2200 feet deep. The study also identified the possibility of tapping into the Madison Formation in the Hyalite Creek drainage. The cost of drilling a test well and a production well will be substantial 28 Evaluate Condition of Existing Facilities-Wrater Sllpj)4vll�l'ater Rights Section 3.0 given the depth of the drilling that will be required. However, as the City continues to grow and if cheaper sources of water become hard to find, the Madison Aquifer may become a viable option. Groundwater as a Future Supplemental Water Source for the City of Bozeman Based on the above analysis, groundwater appears to be a potential supplemental water source that could be utilized by the City in the future. Wells with capacities ranging from less than 100 gpm to over 1000 gpm have been drilled in and in the vicinity of the City. A number of options exist for the City to explore: • Conduct a hydrogeological investigation of the groundwater resource northwest of the City. Prime areas to investigate include the Baxter Meadows area, near Costco and near the new J.0 Billion Dealership. The investigation should include the construction of test wells and pumping tests to determine well yield, pumping drawdown, and zone of influence (effect on neighboring wells). It appears that a well yield of between 500 gpm to 1000 gpm may be feasible in this area. • Conduct a hydrogeological investigation of the Lyman Creek drainage. An initial hydrogeological survey should be performed to determine if it would be practical to install supplemental horizontal or vertical wells within the drainage. If the initial survey appears promising, test wells could be installed to determine yield, drawdown, and the zone of influence. A well in this area could be connected to the existing Lyman transmission main. • Drill a test well(s) in the Madison Aquifer in the Sourdough drainage to determine if there is adequate water for a supplemental groundwater well. The well would have to be drilled to a depth of over 2000 feet and a significant amount of transmission piping would have to be constructed if adequate water were found. This groundwater source would be very costly to both investigate and utilize due to the cost associated with drilling a 2000+ feet test well and installation of a transmission pipeline. At this time, the most viable and promising option is to explore the area northwest of the City. A detailed hydrological investigation has an estimated cost of $ 60,000; an 8-inch test well drilled to two hundred feet has an estimated cost of$50,000. An estimated cost for a 1000 gpm well with a pumphouse, disinfection, electrical, and telemetry is summarized below. The cost is based on a well 200 to 300 feet deep within 100 feet of the City's existing distribution system. 29 Evaluate Condition gfExisting Facilities-Water Sul ply/Witter Rights Section 3.0 Table 3.C.7 Product Well Cost Estimate 1,004 m Item Estimated Cost Well Drilling & Construction(200-300 ft) $120,000 Pump, Appurtenances, Disinfection, and Controls $300,000 Well House Construction $ 50,000 Connection to Distribution System (will vary with $ 60,000 location of well and distribution system tie inpoint) Engineering & Contingency $185,500 Total Estimated Cost $715,500 A 1000 gpm well, if pumped for 60% of the year, would yield a total yearly volume of 315 million gallons for an estimated cost of $715,000. As discussed in the water rights section, the cost to purchase a water right could range from $3,800 to $15,000 for each million gallons per year of water right. The purchase price of a 315 million gallons per year of water right could cost $1,197,000 to $4,725,000 based on recent water right sales. Therefore, investigating the feasibility of utilizing groundwater as a supplemental source of water would be cost effective. It is recommended that the City initiate a hydrogeological investigation in the area northwest of the City to determine the feasibility of a groundwater source. 30 Financial Status of Existing Facilities Section 3.D General The City of Bozeman operates its municipal water utility through a Water Enterprise Fund in accordance with State law and accepted municipal financial practices. This enterprise fund is derived from user rates and ancillary charges for municipal water service. Keynote statistics of the user base served by the water system include: • 8,443 active water utility accounts, of which 5,815 are single-family residential accounts (FY2004); • $4.0 million in annual water rate receipts from consumers (FY2004); • $4.5 million in total annual water utility revenues (FY2004); and • $17.5 million in aggregate water fund assets, including real property(FY2004). Water fund revenues fund the operation and capitalization of two separate water utility departments—"Plant"Department 46 and "Operations"Department 50. The "Plant"Department is responsible for operation, maintenance, and capitalization of the three primary components of the municipal water system: 1. The Hyalite/Sourdough Water Treatment Plant (WTP), including raw water diversion facilities on the two raw water sources; 2. The Lyman Creek Water System, including diversions and treatment facilities (Control Buildings); and 3. Finished water storage reservoirs, including the Sourdough, Kenyon Drive (Hilltop), and Lyman Reservoirs. The "Operations" Department has fiscal and operational responsibility for the municipal distribution system, including: 1. Distribution system piping and appurtenances, including raw water transmission mains from the Sourdough Creek, Hyalite Creek, and Lyman spring collector water sources; 2. Pressure reducing valve stations; and 3. The Pear Street Booster Station. Water Utility Fiscal Management The City Finance Office and its Controller manage the Bozeman Water Enterprise Fund. Financial administration of the water utility is part of the City annual budget and fiscal management process. Water utility finances are formally documented in the City of Bozeman's Comprehensive Annual Financial Report, prepared each year. Budgeting for the two water utility departments is handled separately in two expenditure accounts — Account #4610 for "Plant" Department 46, and Account #5010 for "Operations Department 50. Revenues to fund both of these separate expenditure budgets is derived from a 1 Financial Status of Existing Facilities Section 3.D single revenue budget, Account #600, derived from charges for water service and related revenues including earnings on utility cash investments. It should be noted that the City of Bozeman also derives water-related revenues from two other sources: 1. The City enforces an Impact Fee system for expansions of its municipal water service area; and 2. Water rights re-assignments or cash payments in lieu are incumbent on new developments connected to the City system. Revenues from Impact Fees are assessed to defray utility costs associated with expanding the water service area. Payments in lieu of water rights function as a "set aside" for future capacity expansion needs resulting from growth. Revenues from both sources are included in the Water Enterprise Fund annual revenue budget, although they are typically not expended for routine O&M,but instead saved for future capitalization requirements. Water Enterprise Fund Budget Process Expenditure budgets for the "Plant" and "Operations" Departments are prepared annually, in conjunction with the yearly City budget process. Department Superintendents are responsible for annual (draft)budget preparation and submission to the City Finance Office. Finance Office staff concurrence is required, and the overall City annual budget is submitted to the City Commission for approval and adoption. The City budget, including that of the water utility, spans the fiscal year from July 1 through June 30. The annual budget is typically drafted in May, and adopted by August. Budgeting and expenditure tracking is conducted using a proprietary City software system similar to the commonly used BARS system. Utility revenues and departmental expenditures are tallied and entered monthly, and cumulative totals are regularly compared to budget forecasts. Major expenditures are authorized through a City warrant process,with Commission approval. User Rates and Schedules Water user rates for Bozeman's residential, commercial, and institutional customers are currently prescribed by Commission Resolution No. 37 (see Appendix D.1). These rates became effectual November 1,2004, and represented a five percent increase over prior user charges. This resolution sets rates for both metered and flat rate water use charges, although most City users are metered. Flat rate water users are limited to a limited number of single-family residences, plus City Park irrigation, fire protection (hydrant charges to Fire Department), and bulk non-potable water sales for construction use. Excluding fire (hydrant) protection charges, 2 Financial Status of Existing Facilities Section 3.D the aggregate of flat rate water charges comprised only $4,400 of a total of $4,011,000 in consumer water sales in FY2004. Metered water rates are based on meter size, with a $10.42 per month current charge for a 3/4- inch service. In addition, single-family customers pay $3.74 per hundred cubic feet (750 gallons), up to a maximum of 200 cubic feet (1,500 gallons). Beyond 200 cubic feet, single- family residences pay$1.87 per additional hundred cubic feet. By contrast, the few single-family residential flat rate customers currently pay $45.49 per month. (Rates are detailed in Commission Resolution No. 37 in Appendix D.1.) Multi-family, commercial, and institutional water users pay the same base rate, based on meter size. However their per-hundred-cubic-feet usage charges accrue at different rates than single- family residential users. Within the institutional category, separate usage charge schedules are prescribed for"Governinent" versus Montana State University users. During the calendar period of December 2002 through November 2003, residential (both single- and multi-family) water use amounted to 48 percent of total water delivered (see Section 3.B). The 916 million gallons sold during this period to residential users was delivered to 7,084 residential accounts of record at the time. This translates to a macro average of 10,775 gallons (14.4 hundred cubic feet) per month per residential service connection. At 2004 water rates, this yields an average residential water billing of 41.09 per month --$10.42 for 3/4-inch meter plus 2 ccf at $3.74 plus 12.4 ccf at $1.87 (excluding the reduced volumetric rate charged to multi-family residences). User and Revenue Categories City Commission Resolution No. 37 sets metered water user rates by two criteria: 1. Water Meter Size (ranging from 3/4-inch to 8-inch); and 2. Customer Class (including single-family residential, multi-family residential, commercial, government, and Montana State University). Based on categorical water use (see Section 3.B), resultant rate revenues can be established as shown in the following table. (Note that categorical water use is for the calendar period of December 2002 through November 2003, and it is assumed that proportional water use remained consistent in 2004.) 3 Financial Status of'F.xisting Facilities Section 3.D Table 3.D.1. Categorical Water Revenues FY2004 User/Revenue Category % of Water Annual % of Annual 9 ry Sales(i) Revenue(2) Revenue(2) Residential Water Sales 48.1% $2,248,852 49.9% Commercial Water Sales (excluding"Top 8") 19.4% $907,021 20.1% `Top 8"Commercial User Water Sales 6.5% $303,899 6.7% City Park Irrigation Water Sales 1.0% $46,754 1.0% Montana State University 10.8% $504,940 11.2% Subtotal -Direct Water Sale Revenues; $4,011,465 Sales of Materials (water meters to users) n/a $104,026 2.3% Fire Protection (hydrant fees to Fire Dept.) n/a $106,576 2.4% Service Reactivation Charges n/a $1,984 0.0% Line Over-sizing (reimbursed to Developers) n/a $8,040 0.2% Cash in Lieu of Water Rights Payments n/a $127,206 2.8% Interest Income n/a $36,451 0.8% Misc. Income(incl. grants & rentals) n/a $110,294 2.4% Total Water Enterprise Revenue (FY2004); $4,506,042 100.0—%, (1)Based on period from Dec02 through Nov03 excluding 14.2%"Unaccounted Water'(see Appendix C.1). (3)Based on FY2004 Water Enterprise Fund actual revenues for period ending June 30,2004. Essentially 50 percent of annual water revenue is derived from residential water sales, with an additional 27 percent coming from commercial accounts. Montana State University water sales amount to an additional 11 percent of annual revenue. Miscellaneous other non-water-sale revenues contribute another 11 percent. Water revenue patterns have remained relatively consistent over the three past fiscal years, as summarized in the following table. Revenues have increase by approximately 10 percent over each of the past two fiscal years. The annual increase has primarily been in metered water sales, and is consistent with the combination of water rate increases since 2001 and sustained population growth. Revenues from other non-water-sale categories remained relatively constant over the three-year period. 4 Financial Status of Existing Facilities Section 3.D Table 3.D.2. Historical Water Revenues for FY2002 throe h FY2004 User/Revenue Category FY2002 FY2003 FY2004 Revenue Revenue Revenue Metered Water Sales $3,285,747 $3,608,367 $4,007,109 Un-metered Water Sales $7,850 $4,663 $4,356 Subtotal -Water Sale Revenues: $3,293,597 $3,613,030 $4,011,465 Sales of Materials (water meters to users) $81,353 $107,000 $104,026 Fire Protection (hydrant fees to Fire Dept.) $96,048 $99,433 $106,576 Service Reactivation Charges $2,722 $1,421 $1,984 Line Over-sizing (reimbursed to Developers) $0 $0 $8,040 Cash in lieu of Water Rights Payments $82,728 $114,751 $127,206 Interest Income $131,012 $62,924 $36,451 Misc. Income (incl. grants, loans & rentals) $36,692 $79,235 $110,294 Total Water Enterprise Revenue: =$3,724,152 $4,077,794 $4,506,042 % Change nia 9.5% 10.5°/u Impact Fees and Cash in Lieu of Water Rights Payments When new developments are proposed for annexation and inclusion in the municipal water service area, the City views additional water rights as an essential element of expanding its user base. The City requires one of two options as a condition for consideration of annexing and providing water service to new developments: 1. The developer must re-assign any existing water rights associated with the property in question to the City of Bozeman; or 2. If no water rights are associated with the property (or insufficient in terms of numbers of new consumers added),the developer must make a cash payment in lieu. The City enforces this mechanism as part of its conditions for expanding its water service area. It provides the City an option for future water supply expansion in an environment where existing water rights are Iimited in availability and closely guarded. It allows the City to accumulate additional water rights that may be developed in the future, as escalating water demands resulting from an expanded user base materialize. Alternatively it provides the City with financial means to purchase future water rights if/when they are become available and/or necessary. (See Water Rights discussion in Section 3.C). 5 Financial Status of Existing Facilities Section 3.D The City of Bozeman currently will not provide new municipal water service to un-annexed areas. Historically some such exceptions have occurred, although current policy prohibits such allowances and efforts are being made to eliminate past precedents by after-the-fact annexation. The City also charges impact fees to new consumers. Such fees can include infrastructure modifications where needed to accommodate new users (e.g., up-sizing existing mains). Impact fees for such situations requiring upgrades to existing infrastructure are negotiated during consideration of new annexations or development proposals. New consumers are also assessed the cost of their water meter and its installation. Water meters must meet City standards for brand and model, in addition to prescribed minimum size. The City has an additional provision for "water line over-sizing" payments by consumers in certain instances. This mechanism assesses charges to new users connecting to a water main that was previously over-sized for the existing users at the time of installation. These charges are passed back to the developer, who was required to install the over-sized line. The charges afford equitable sharing of water main construction costs between original and additional latent connected users. Annual Operating and Maintenance Casts O&M budgets and cost accounting are handled separately for the "Plant" and "Operations" Departments of the water utility. For each department, annual operating costs including staff, O&M, debt service, and depreciation are budgeted annually. Within the Plant Department, staff expenses include salaries, wages, overtime, and benefits for nine MDEQ-licensed Class I surface water treatment Operators, one of whom is the designated Superintendent. Operators other than the salaried Superintendent are paid wages, overtime, and benefits per a Teamsters Union collective bargaining agreement. Other operating expenses include equipment parts and replacement, treatment chemicals, utilities, contracted services, and capital expenditures. Capital expenditures include both machinery/equipment purchases, and construction projects. No annual debt service or bond indebtedness presently exists for the Plant Department. Similar to other municipal departments, both water departments also pay "Internal Charges" for prorated shares of central City services including administration, utility billing, and departmental vehicles. City administrative costs thus shared include central city staff,buildings, and operating expenses. The following table summarizes operating expenses for the Plant Department for FY2002 through FY2004. 6 Financial Status of'Existing Facilities Section 3.D Table 3.D.3. Historical Water PLANT (Dept. 46) Operating Expenses for FY2002 through FY2004 "Plant" (Dept. 46) Expense Budget FY2002 FY2003 FY2004 Category' Expense Expense Expense Salaries & Wages $331,804 $334,994 $362,689 Overtime $17,016 $29,077 $19,755 Benefits $113,575 $114,411 $142,219 Subtotal- Personnel Services: $462,395 $478,482 $514,663 Supplies & Materials $162,150 $134,364 $289,868 Maintenance $48,721 $43,372 $70,994 Utilities $49,478 $53,023 $79,134. Contracted Services $72,744 $47,809 $45,706 Travel &Training $1,151 $2,161 $569 Other $208,766 $234,139 $535,918 Internal Charges $134,347 $129,756 $119,883 Subtotal -Operating & Maintenance: $677,357 $644,624 F$1,142.072 Capital (expenditures) $33,882 $2,378,202 $1,335,779 Debt Service $0 $0 $0 Transfers to Other Funds $0 $0 $25,000 Total Plant Dept. 46 Annual Expense: $1,173,634 $3,501,308 $3,017,514 (1) Expense categories are per City Budget Report - Expenditures & Encumbrances for fiscal years shown; amounts shown are actual from fiscal year ends: Annual Plant Department operating expenses varied over the past three fiscal years due primarily to differences in capital expenditures. Major capital expenditures by the Plant Department in FY2003 and FY2004 were primarily related to improvements at the Lyman Reservoir and construction of the new Lyman Control Buildings,plus construction of the new Sourdough Creek intake, and engineering design of the proposed upgrades at the Hyalite Creek diversion (see Section 3.A). Expenditures in the "Other" category are primarily depreciation on Plant Department facilities,plus annual payments of insurance premiums. Within the Operations Department, operating expenses are similar. Staff expenses are incurred for 16 MDEQ-licensed Class 1 water distribution Operators, plus a designated Superintendent and an Assistant Superintendent. Other than the salaried Superintendents, Operations Department employees are paid wages, overtime, and benefits per a separate Teamsters Union collective bargaining agreement. Other operating expenses for the department include water distribution piping repair and replacement parts, utilities (pump stations), contracted services, and capital expenditures. 7 Financial Status of Existing Facilities Section 3.D The following table summarizes operating expenses for the Operations Department for FY2002 through FY2004. Table 3.D.4. Historical Water OPERATIONS (Dept. 50) Operating Expenses for EY2002 throe h FY2004 "Operations" (Dept. 50) Expense Budget FY2002 FY2003 FY2004 Category('[) Expense Expense Expense Salaries &Wages $479,146 $491,193 $521,849 Overtime $16,311 $13,621 $16,035 Benefits $155,567 $159,725 $198,284 Subtotal-Personnel Services: $651,024 $664,539 $736,168 Supplies & Materials $419,070 $326,835 $252,570 Maintenance $18,213 $21,690 $18,605 Utilities $12,749 $14,275 $15,721 Contracted Services $47,413 $104,008 $38,004 Travel &Training $4,302 $6,257 $6,359 Other $376,777 $399,157 $836,718 Internal Charges $139,195 $125,548 $110,950 Subtotal - Operating & Maintenance: $1,017,719 $997,770 $1,278,927 Capital (expenditures) $903,646 $1,309,357 $62,002 Debt Service $499,047 $499,019 $489,929 Transfers to Other Funds $0 $0 $25,000 Total Operations Dept.50 Annual Expense: $3,071,436 $3,470,685 $2,592,026 (') Expense categories are per City Budget Report - Expenditures & Encumbrances for fiscal years shown; amounts shown are actual from fiscal year ends. Operations Department operating expenses varied over the past three fiscal years due mostly to differences in capital expenditures. Major capital expenses for the Operations Department during the period included multiple "in-house" and contracted pipe renovation projects, piping portions of the Lyman Creek system improvements, and replacement of portions of the Sourdough (raw water) transmission main feeding the WTP. Expenditures in the "Other" category are primarily depreciation on Operations Department facilities, plus annual insurance premiums. Debt service payments of approximately $500,000 per year are made by the Operations Department on three separate DNRC revenue bonds (see Debt Status section, following). A comparison over the past three fiscal years of water revenues (Table 3.D.2, previous) to Plant Department and Operations Department operating expenses (Tables 3.D.3 and 3.D.4, previous) indicates yearly fiscal solvency for the utility. Excluding capital expenditures funded through 8 Financial Status of Existing Facilities Section 3.D City cash reserves or supplemental borrowing, water utility revenues exceed operating expenses by an average of approximately $500,000 annually. Coupled with annual facility depreciation contributions, this allows the City's water utility to accumulate cash reserves to apply towards facility replacements and other capital projects (see Reserve Accounts section, following). Table 3.D.5 summarizes water utility revenues versus operating expenses for the past three fiscal years. (Note that information therein is a generalized summary of water utility revenue and expense, and does not represent the exact and detailed City utility fiscal status as documented in City of Bozeman Comprehensive Annual Financial Reports.) Table 3.D.5. Historical Water Utility Revenues versus Operating Expenses for FY2002 throu h FY2004 Budget Category FY2002 FY2003 FY2004 Water SaleRevenues(') $3,293,597 $3,613,030 $4,011,465 Other Water Revenues(') $430,555 $464,764 $494,577 Total Water Enterprise Revenues: $3,724,152 $4,077,794 $4,506,042 Plant Dept.46 Personnel Services(2) $462,395 $478,482 $514,663 Plant Dept. 46 Operating & Maintenance(2) $677,357 $644,624 $1,142,072 Operations Dept. 50 Personnel Services(3) $651,024 $664,539 $736,168 Plant Dept. 50 Operating & Maintenance(3) $1,017,719 $997,770 $1,278,927 Operations Dept. 50 Debt Service(3) $499,047 $499,019 $489,929 Total Water Enterprise Expense: $3,307,542 $3,284,434 $4,161,759 {excluding Capitalization Expense} Net Revenue less Expense: $416,610 $793,360 $ 94,283 (1f See Table 3.D.2,previous. (2)See Table 3.D.3,previous. ")See Table IDA, previous. 9 Financial Status of Existing Facilities Section 3.D Debt Status Bozeman's water utility currently has three outstanding municipal revenue bonds, all issued for various improvements to the Lyman Creek piping systems between 1989 and 1995. The debt for all three is serviced from the Operations Department 50 annual budget. No debt service currently encumbers the Plant Department 46 annual budget. The water utility has no other long-term indebtedness. Current Operations Department revenue bond debts are summarized in the following table. Table 3.D.6. Existing Water Utility Bond Indebtedness Bond Issue Lender Issue Date Term Loan Amount FY2004 Annual Payment 4110-2315 Series 1995 D.A.Davidson 12Dec95 20 yr. $3,480,000 $405,710 Lyman WDL-89-3125(1) Mont. DNRC 14Feb96 13'/z yr. $615,889 $62,899 Lyman II WDL-91-314912) Mont. DNRC 14Feb96 15'/z yr. $323,304 $30,062 Totals: $4,419,193 $498,671 ")Refinanced 02Mar96 for 13'/z-vr remaining term through DNRC;oriainaf 20-vr loan of$726.079 issued in1989. (2)Refinanced 14Feb96 for 15%ryr remaining term through DNRC;original 20-yr loan of$352.715 issued in 1991. Bond payments are made semi-annually on all three instruments. The Operations Department annual expenditure budget includes these payments on an annual basis, and water utility revenues are adequate to service these debts. The City of Bozeman Comprehensive Annual Financial Report as of June 30, 2004 (page 128), indicates that net water system revenues available for debt service totaled $2.4 million for FY2004. This debt capacity exceeds current debt service commitments by approximately five times. The City adequately maintains the prescriptive bond payment reserves for its three outstanding water issues. The reserve requirement for DNRC/State Revolving Fund current loan issues is equal to one annual payment. The City's $6.2 million in restricted cash and equivalent assets includes the required reserves on its outstanding water bonds (see Reserve Accounts section, following). 10 Financial Status ofEristin,;Facilities Section 3.D Reserve Accounts The City of Bozeman maintains both restricted and unrestricted cash and equivalents assets in its Water Enterprise Fund. As of fiscal year end, 2004, the City of Bozeman Comprehensive Annual Financial Report as of June 30, 2004 (page 40) reports the following valuations of these assets: • Cash and cash equivalents(unrestricted) $1,285,951 • Restricted cash and equivalents $6,212,659 While providing operating and replacement reserves, these assets also include prescriptive bond reserves, and accounts for cash-in-lieu of water rights and impact fees payments. The latter accounts are dedicated for future facility and capacity expansions of the water system necessitated by growth. Summary The City of Bozeman's Water Enterprise Fund and water utility operation are fiscally solvent. Financial strengths of the City's water utility include the following: • Water rate and miscellaneous revenues consistently exceed utility operating expenses; • Water utility revenues are adequate to allow set-asides for future capitalization; • Net revenues, less expenses, currently allow for the incurrence of significant additional water utility debt; and • Reserve accounts are maintained for future growth-related capacity and facility expansions. 11 General Design Reguirements.jor Improvements-Treatment Section 4.A FUTURE WATER SUPPLY AND TREATMENT CAPACITY REQUIREMENTS General For the identified study area, population and consumer water usage have each been analyzed both in terms of historical trends and future projections (see Section 3.B and Appendix B.1). Together the projections for future study area population and per capita water use have been used to set targets for future water capacity needs. These targets provide the basis for planning and timing of future infrastructure improvements to the City's water supply and treatment facilities. The following discussion focuses on the application of these projections to expanded and/or replacement treatment works for the Hyalite/Sourdough WTP and Lyman Creek system. Section 3.0 of this Plan discusses the ramifications of water supply projections to the City's existing and prospectively available water rights. Other sections of this Plan address future water capacity and delivery requirements for subordinate and localized components of the system, including finished water transmission, distribution, and storage(see Section 3.B). Future supply and treatment requirements have been projected in five-year intervals, although the planning milestones for supply and treatment improvements will actually be population and/or flow driven. Assessment of future flow requirements is tied to calendar periods for generalized planning presentation only, with full recognition that study area population levels and/or consumer water demands will be the actual triggers for needed improvements. Treatment facility planning must necessarily rely on projections to afford adequate implementation time (i.e., financing, design, and construction) in advance of the future water demand occurrences. Actual study area flow demands will be a function of population, per capita, and peak water usage. If actual demands lag behind projections, vigilant monitoring can prevent premature capital expenditure for new or expanded facilities. If future water demands materialize ahead of projections, the City is at risk of water shortages and the unpleasant prospect of administratively imposed usage restrictions. Consequently the future population and water use projections outlined herein must be regularly compared to actual demographics and water use in, the study area. Close monitoring of actual water demands in the system will be critical to confirm and/or prompt adjustment to these water use projections. Bozeman's water supply and treatment systems also afford some latitude in planning to meet future needs. While the Hyalite/Sourdough supply will undoubtedly remain the primary source for the system,the availability of the Lyman Creek source provides a smaller separate supply. In terms of planrung to meet future water use needs, this allows consideration of different proportional contributions from these two separate systems to meet the overall future municipal water demand. Both available water rights and cost-efficiency of treatment and delivery are considered in this Plan when comparing alternate scenarios for "more or less" water.supplied from the Lyman system or other new sources. Fundamental to that evaluation is the incremental cost of expanding delivery from the Lyman system, including the possibility of reinstating 1 General Design Requirements for Improvements-Treatment Section 4.A surface water diversion(s) and the resulting need to add treatment meeting federal Surface Water Treatment Rule requirements (see Section 4.A). Future Population Proiections With a municipal wastewater infrastructure evaluation being conducted simultaneously with this Water Facility Plan, the City opted to consolidate planning area delineation and population projection for both studies. Morrison-Maierle, Inc., and HDR, Inc., authors of the current wastewater system evaluation, were charged with developing the population analysis and projections to be used in both studies. James Nickelson of Morrison-Maierle, Inc. prepared a February 16, 2005 memo to the City's Project Engineer Bob Murray, summarizing his firm's population analysis and projections for the study area, The projections therein were the culmination of an extensive evaluation involving City staff and administration, and included comparison with past demographic projections in Census 2000,the Bozeman Area Transportation Plan, and the Bozeman 2020 Community Plan. The 20-year population projections for the City of Bozeman water and wastewater planning area, as contained in the above referenced memo, arrived at a 5.0-percent sustained growth rate over the planning period. These projections are summarized in Table 4.A.1 (below): Table 4.A.1 Study Area Po ulation Projections Year Projected Population 2005 33,450 2010 42,700 2015 54,500 2020 69,500 2025 88,700 Per Capita Flow and Peaking Requirements Section 3.13 contains the detailed evaluation of historical water usage trends in the current municipal water service area. Based on analysis of water use over the past five years (2000 through 2004), representative per capita water use and a peak day ratio were determined. The following summary statistics are proposed as the basis, along with the projected study area population, for forecasting future water supply and treatment capacity requirements for the Bozeman system: • Per Capita Water Use 170 gped • Peak Day Water Use Ratio 2.30 (ratio of"pear"to "average" day) 2 General Design Reyuirernentr for Improvements-Treatment Section 4.A These statistics represent the holistic demand by Bozeman water users, including residential, commercial, university, and irrigation use, plus 12.7 percent "unaccounted for" water. These statistics are proposed as representative for the 20-year planning period, the need notwithstanding for regular tracking and future adjustment as necessary. Water Demand Projections Applying the foregoing water usage statistics to the projected study area population, future water demands are determined. Table 4.A.2 (below) summarizes the study area water demand projections. Table 4.A.2 Study Area Water Demand Projections Projected Average Day Demands') Peak Day DemandJ21 Year , Population MGD , GPM MGD GPM 2005 33,450 5.69 3,949 13.08 9,083 2010 42,700 7.26 ; 5,041 16.70 ; 11,594 2015 54,500 9.27 6,434 21.31 14,798 2020 69,500 11.82 ; 8,205 27.17 ; 18,871 2025 88,700 15.08 10,472 34.68 24,085 Based on per capita usage of 170 gped. (2)Based on 2.30 ration of Peale Day to Average Day. In comparing future average day demand versus peak day demand, several considerations are relevant: • Historically water usage exceeding Average Day Demand can be sustained for multiple days or weeks, and is highly influenced by weather (and irrigation). Sustained usage approaching Peak Day Demand can occur for consecutive days or even weeks. • From the standpoint of future water supply capacity (i.e., diversion and conveyance facilities), peak day demand must be met unless significant "off-line"raw water storage is provided. To provide an adequate buffer for consecutive Peak Day events, off-line storage volume would conceivably need to equal five to ten peak day volumes or more. This is likely impractical and cost-prohibitive, making Peak Day Demand the proper planning threshold for evaluating water supply requirements. • Future water treatment capacity must likewise meet Peak Day Demands. Consecutive peak day events would rapidly exhaust available finished water storage,making treatment capacity essential for such events. Finished water storage, properly sized, can provide an adequate buffer for "peak hour" or"peak instantaneous" (including fire flow) demands in 3 General Design Requirements for Im1woi,e►nents-Treatment Section 4.A the system. (See Section 3.B for water storage and fire flow analysis.) Given the buffer provided by adequate storage, water treatment capacity need not meet peak hourly or instantaneous water demands. • Available water rights must provide average (day) annual demand and allow short term maximum withdrawals to meet consecutive peak day events. Water rights typically stipulate both usage rates and allowable volumes. In Bozeman's case, existing water rights include a combination of in-stream and stored rights. (See Section IC for water rights discussion.) Given these considerations, Peak Day Demand flow projections become the primary criteria for sizing future water supply and treatment facilities for the City of Bozeman. Noting the 13.1 MGD Peak Day Demand projected for 2005, it becomes evident why treatment capacity limitations have already become problematic at the Hyalite/Sourdough WTP. As noted in Section 3.A, the 15.0 MGD existing plant drops below 11.0 MGD in effective capacity when frequent filter backwashes result from high raw water turbidity. The existing Lyman Creek system contributes approximately another 1.0 MGD, leaving the overall system deficient for a 13.1 MGD Peak Day Demand. In considering future water supply and treatment needs for the Bozeman study area, it is therefore critical that Peak Day Demands be fully met by both water supplies and treatment facilities. Otherwise consecutive peak day events will outstrip the available capacity of these systems. In summary, the City should contemplate water supply and treatment capacity exceeding 20 MGD in a ten-year timeframe, and approaching 35 MGD within 20 years. These remain general goals, obviously contingent on growth in population and water demand materializing as projected. Hyalite/Sourdough Source Treatment_Capacity Requirements The existing 15 MGD Hyalite/Sourdough WTP provides as little as 10.5 MGD of sustained capacity during periods of adverse raw water turbidity. The Lyman Creek spring collectors contribute another 0.9 to 1.5 MGD with seasonal fluctuations (see Section 4.A). This yields a combined current capacity of 11.4 to 12.0 MGD. The 2005 Peak Day Demand of 13.1 MGD already outstrips this capacity. Fortunately Operators have managed to balance existing treatment capacity and water demands, without water use restrictions thus far. However the likelihood of water shortages and/or usage restrictions is increasing. Looking at a five-year timeframe, the potential capacity shortfall will amplify dramatically. By the time the Average Day Demand in the service area reaches 7.26 MGD, Peak Day Demand could outstrip existing plant capacity by 5.0 MGD without expansion to the Hyalite/Sourdough WTP and/or Lyman Creek system. The projections in Table 4.A.2 indicate that if per capita water use and peaking factors remain consistent, this would coincide with a Bozeman service area population of 42,700 persons. 4 General Design Regi4irements for Improvements-Treatment Section 4.A By 2015 or a service area population approaching 55,000, again given consistent water use trends, treatment capacity requirements would be approximately twice what the existing Hyalite/Sourdough WTP and Lyman Creek systems can reliably provide. These considerations coupled with analysis of the water demand projections in Table 4.A.2 suggest that two things: 1. The existing Hyalite/Sourdough WTP suffers lost capacity of up to 30 percent when high raw water turbidity is encountered. With improved treatment to lessen the impact of seasonal raw water turbidity loads to the existing filters, capacity could potentially be sustained closer to the design threshold of 15 MGD. Nonetheless it is unlikely that the existing WTP can keep pace with system demands past a five-year timeframe. 2. A replacement treatment facility for Hyalite/Sourdough water likely needs to be sized for around 22 MGD in initial capacity to meet water demands for a service area population approaching 55,000. Projections indicate this will occur in 10 years. In planning for a new Hyalite/Sourdough WTP, expansion to 35 MGD in capacity is projected to be necessary in 20 years. Any new plant alternative should include provisions for cost- effective expansion or addition of another separate facility. Lyman Creek System Ca aci Requirements The current Lyman Creek spring collector system contributed up to 2.0 MGD seasonally in 2005, although winter yields are substantially less (see Section 3.A). The City holds 3.8 MGD of water rights in the watershed, allowing significant capacity expansion if surface water were reintroduced and treatment provided. Water from the system is delivered through the Lyman Reservoir, and capability exists to extend such delivery beyond the North Pressure Zone. In evaluating water supply and treatment alternatives for both the Lyman Creek and the Hyalite/Sourdough systems, expansion of the Lyman contribution must be considered. Depending on success with ongoing experimentation by Operators with increasing Lyman water delivery outside the North Pressure Zone, the Lyman Creek system could provide some offset to future capacity requirements at the Hyalite/Sourdough WTP. if current Lyman flows were increased by removing hydraulic restrictions and/or supplemented with treated surface water, raising seasonal output to 3+ MGD, this could relieve some peaking capacity needed from the Hyalite/Sourdough sources. However the overall spring-plus-creek yield from the Lyman Creek watershed fluctuates seasonally, and may not be sustainable at 3+ MGD year around. Hence expansion of the Lyman system remains an alternative for meeting a portion of system-wide peaking demands, but does not likely represent an equivalent replacement for year around capacity at the Hyalite/Sourdough treatment facility. 5 Generul Design Requirements for Improvements-Treatutent Section 4.A Three capacity scenarios for future configuration of the Lyman Creek system include: 1. Maintaining current capacity of up to 2.0 MGD seasonally, as limited by the existing system hydraulics, or 2. Increasing delivery from the spring collector system by removing hydraulic restrictions at the Inlet Control Building,which may allow seasonal collection up to 3.0 MGD, or 3. Reintroducing surface water from Lyman Creek with suitable treatment, affording at least seasonal utilization of up to the City's 3.8 MGD water rights. While a 3+ MGD contribution from a reconfigured Lyman system would be an obvious asset to system wide water supply and treatment capacity, it is not anticipated to make a pivotal difference in the future sizing of a new Hyalite/Sourdough WTP. For example, given the diminished incremental cost between a new 19 MGD versus 22 MGD plant, construction of the larger facility would likely still be recommended. The Lyman system, either in its current or an expanded future configuration, functions better as a separate system typically serving a part of the study area, but with important capability to provide minimal water service throughout most parts of the system during an emergency. 6 General Design Requirements for Improvements-Treatmen! Section 4.A DESIGN CRITERIA FOR SURFACE WATER TREATMENT ALTERNATIVES General As a basis for developing and screening suitable water treatment alternatives, general design criteria can be established. These design criteria are based on the performance of existing Hyalite/Sourdough water treatment facilities, forecasts of planning period flow requirements, and regulatory requirements. The design criteria presented in this section for surface water treatment will be equally applicable to alternatives for rehabilitation and/or replacement of the existing Hyalite/Sourdough WTP, as well as any future surface water treatment alternatives contemplated on the Lyman Creek supply. Design criteria for surface water treatment alternatives are based on several related objectives: • Assuring compliance with future regulatory requirements; • Satisfying future consumer water demands, including seasonal fluctuations; • Providing safe and effective water treatment irrespective of raw water quality fluctuations; and • Promoting efficient and cost-effective plant capitalization and operations. The design criteria developed on these bases will be used as a tool in the preliminary screening of surface water treatment alternatives. Those alternatives meeting the design criteria will be considered for detailed evaluation, as described in subsequent sections. ReLiulator_y Requirements Circular DEQ1 Any surface water treatment alternatives must conform to the requirements of MDEQ's Circular DEQI — Standards for Water Works. This standard is statutorily incumbent on public water supplies per MCA 75-6-103(2)(f). It prescribes allowable processes, operational and redundancy requirements, and design criteria for all aspects of public water systems, including surface water treatment. The current edition of Circular DEQI also includes several Policy Statements of evolving trends in technology. Of these the "Policy Statement on Membrane Filtration for Treating Surface Sources" is particularly relevant to one of the treatment alternatives to be considered for Bozeman. Other individual Policy Statements of prospective application to Bozeman's water infrastructure planning address package treatment plants, reverse osmosis, and automated/unattended operation of plants. Circular DEQI has just been updated by MDEQ to bring it into conformance with the 2003 edition of Recommended Standards for Water Works, prepared by the Great Lakes Upper Mississippi River Board of State Sanitary Engineers. The updated Circular will be considered by 7 General Design Requirements for Nprovements-Treatment Section 4 A the Montana Board of Environmental Review in Fall 2005, and published for public comment. The revised circular will likely not be adopted until Spring 2006. All surface water treatment alternatives considered must be fully compliant with Circular DE 1, including the forthcoming updated edition. Certain evolving treatment technologies such as membrane filtration remain subject to specific MDEQ approval for use, as well as pilot testing at the agency's discretion. In the eventual selection of new surface water treatment technology for Bozeman, close consultation with MDEQ will be mandatory in any event. Preliminary design and design criteria reports should be provided to that agency, prior to beginning design of improvements. An appropriate prelude would be furnishing this Water Facility Plan to MDEQ in Draft and Final editions. Other NIDEQ Standards The 1996 amendments to the federal Safe Drinking Water Act require public water systems to delineate and assess source water protection areas. MDEQ Circular PW56 - Source Water Protection Delineation (1999) sets standards for these analyses. The City of Bozeman completed its Source Water Delineation and Assessment Report in February 2001. The City's Source Water Delineation and Assessment Report included inventory and mapping of raw water sources including the Hyalite, Sourdough, and Lyman Creek supplies. Watershed characteristics, ownership, contamination sources, and susceptibility were also evaluated. Using the 2001 Delineation and Assessment report as a basis, the City prepared a Source Water Protection Plaza (Western Groundwater Services, LLC, May 2004). The Source Water Protection Plaza identifies relative risks to various raw (and spring) water supplies in the system. While it does not contain design criteria for treatment of surface water supplies, the Plan should be considered in the development and evaluation of treatment alternatives. The susceptibility of raw water supplies to contamination and the resultant ramifications to treatment are particularly important. (See Section IC for discussion of Source Water Protection Plan.) Safe Drinking Water Act Design criteria for any water treatment alternatives necessarily include full compliance with the federal Safe Drinking Water Act (SDWA), and amendments thereto. Particularly relevant to surface water treatment alternatives is the Surface Water Treatment Rule, and associated amendments. In addition to a myriad of organic and inorganic chemical Maximum Contaminant Levels (MCL's), keynote SDWA regulations that affect design criteria for surface water treatment alternatives include: • Interim Enhanced Surface Water Treatment Rule— The City of Bozeman has completed the required disinfection profiling, and any new filtration process will include individual filter turbidity monitoring. 8 General Design Requirements for-Improvements-Treatment Section 4A • Stage I Disinfectants/Disinfection Byproducts Rule — The existing Hyalite/Sourdough WTP meets chlorine residual limits and MCL's for total trihalomethanes (TTHM's) and haloacetic acids (HAA5's), and is exempt from TOC removal requirements as a direct filtration process. Alternatives for new (non-direct) filtration will need to meet TOC removals as a function of alkalinity and source water concentration, as prescribed in the Stage l Rule. • Filter Backwash Rule — Backwash recycle is not currently practiced at the existing filtration plant, although compliance documentation is in place to allow it. Avoiding backwash recycle appears prudent as a long term compliance strategy, and new filtration alternatives will exclude recycle provisions. • The pending Stage 2 Disinfectants/Disinfection Byproducts Rule — The City's current locational running annual averages for trihalomethanes and haloacetic acids are below proposed limits, although new distribution system sampling sites will be required under the Stage 2 Rule. Although existing raw water supplies are low in precursor levels, alternatives for new disinfection must minimize TTHM and HAA5 formation. • The pending Long Term 2 Enhanced Surface Water Treatment Rule — Results from the proposed 24-month source water sampling for Cryptosporidium may mandate additional log removal requirements contingent on test results (see Appendix A.2). With sampling yet to be conducted, new treatment alternatives must include flexibility to augment Crypto removal and/or inactivation through filtration, disinfection, or both. The pending rules, along with other prospective new regulatory requirements yet to be postulated in the course of the 20-year planning period, pose the more problematic design criteria to address for treatment alternatives. While it is impossible to postulate the extent of future regulations that may be promulgated within that period, design conservatism is prudent in evaluation of surface water treatment alternatives. As an example, filtration alternatives should be capable of significantly better performance than the current 1.0 Ntu maximum effluent turbidity limit and 0.3 Ntu threshold for 95 percent of observations. With filtration providing a key barrier against Crypto and other microbial or viral contaminants, reliable turbidity removal capability to 0.1 Ntu or less should be targeted in all new treatment alternatives. For traditional processes, use of coagulants will be necessary, and flocculation and sedimentation will likely be beneficial as preludes to filtration. Coagulation and sedimentation must be effective under varying raw water conditions. Positive barriers against microbe passage such as provided by new membrane filtration technologies are also of interest. New treatment and disinfection alternatives must discourage TTHM and HAA5 formation, both by minimizing precursors and by choice and application of disinfectants. 9 General Design Requireinews.for Improvemeirts-Trecrtrrtent Section 4.A Raw Water Quality Surface water treatment alternatives must be capable of meeting the above described regulatory standards, given ambient raw water quality in the Hyalite, Sourdough, and Lyman Creek surface sources. Seasonal variations in raw water turbidity and quality from these are extreme. As described under the evaluation of the existing Hyalite/Sourdough WTP (see Section 3.A), instantaneous raw water turbidity can range as high as 400 Ntu, but typically remains below 10 Ntu. While not currently used nor tested, surface water from the Lyman Creek is expected to exhibit similar fluctuations, due to storms and snowmelt. The existing direct filtration treatment process has proven marginal at the Hyalite/Sourdough WTP during high raw water turbidity events. Other water quality parameters from the Hyalite and Sourdough supplies (and presumably Lyman Creek) exhibit much more seasonal consistency. Alkalinity fluctuates between approximately 50 and 100 mg/l, with seasonal lows associated with higher strealnflows. True color in the raw water behaves oppositely, with seasonal highs of 25 to 30 units associated with spring runoff. The pH of the combined Hyalite/Sourdough raw water is relatively consistent at 8.0 to 8.3 units, with periodic short term excursions between 7.0 and 9.0. Based on observations since 2003, TOC in the Hyalite/Sourdough raw water ranges from approximately 0.5 to 3.0 mg/l, with higher levels associated with spring runoff. Raw water temperatures range seasonally between just above 0 degrees to 15 degrees C, with related fluctuations in water viscosity, chemical reaction time, and coagulation tendencies. Treatment alternatives must necessarily be effective over this range of water temperatures. Seasonal Variations Design criteria for new surface water treatment alternatives, including individual unit processes, backwash or sidestream management, and disinfection, necessarily must conform to climatic conditions of the Bozeman area. Performance must be assured through the range of seasonal temperatures. Exacerbated by seasonal low surface water temperatures, treatment and sidestream processes must necessarily be enclosed or otherwise freeze-protected. Significant variation also occurs in seasonal water use by Bozeman consumers. In the past, production at the Hyalite/Sourdough WTP varies up to fourfold seasonally. A disconformity has historically occurred in that consumer demand often escalates towards seasonal highs while raw water quality is near its year around worst early in the summer. This has been an impediment with the existing direct filtration treatment process, and new treatment alternatives must remain fully capable during such poor raw water quality/high consumer demand periods. 10 General Design Requirements for Improvements-Treatment Section 4.A General Process Desi n New surface water treatment process alternatives must meet both regulatory and functional requirements. Functional considerations include the use of multiple treatment units for each unit process for redundancy and flexibility. Each unit process must have firm capacity (with the largest unit out of service) for at least the Average Daily Flow (see preceding discussion of Future Water Supply and Treatment Capacity Requirements). Specific process design criteria will conform to Circular DEQI, both in sizing and configuration. Quasi-proprietary treatment processes, such as membrane filtration or contact adsorption clarification (CAC) will require interfacing the manufacturer's equipment offerings with regulatory standards. Formal deviations to DEQI may be required during design for certain technologies. Disinfection of filtered surface water will likely retain some form of chlorination, both to meet disinfectant CT requirements and to maintain a residual in Bozeman's distribution system. With trihalomethane precursor levels in the Hyalite/Sourdough raw water, recent data shows locational running annual averages should meet the TTHM and HAA5 thresholds forecast in the pending Stage 2Disinfectants/Disinfection Byproducts Rule. Alternate disinfection methodologies such as ozonation or UV will require sequel chlorination to maintain a residual in the distribution system. The mandatory 4 log viral inactivation is also a consideration in disinfection selection and design. Caustic addition for pH adjustment following chlorination has been necessary for Lead and Copper Rule compliance with the existing Hyalite/Sourdough treatment process. Conversion to liquid hypochlorination is of interest in a new process to avoid the pH suppression associated with current gas chlorination at the WTP. By City ordinance, Bozeman's water is fluoridated for the benefit of consumers. Fluoridation will necessarily be included in new treatment facilities. Waste streams from new clarifier (if used) sludge blowdown and filter backwash will require detention (flow equalization), solids separation, and disposal facilities. Freeze protection will be necessary. Solids disposal by land application and discharge of liquid under an MPDES Discharge Permit remain viable options for a new treatment process. Evaporation/percolation of liquid sidestreams, following solids separation, could also be considered. Instrumentation and control requirements for a new treatment process necessarily vary with specific treatment equipment. Some form of new centralized SCADA control is anticipated with a new treatment process. It will retain data transmission linkage from the Lyman Creek facilities to the Hyalite/Sourdough WTP, and remote control of the former system may be considered. On- line analyzers for critical treated effluent parameters such as turbidity, chlorine residual, fluoride residual, and pH will be necessary. 11 General Design Reyuireinents.for Im1woi,ements-Treatment Section 4,A Miscellaneous Empirical Criteria As documented in the water usage analysis (Section 3.B), peak daily water use is anticipated to be 2.3 times the annual average daily consumption. As described under the Future Water Supply and Treatment Capacity Requirements section, this will entail future treatment capacity estimated at 22 MGD in 10 years, contingent on projected growth. In a 20-year period, total treatment capacity is projected to reach 35 MGD. (Note that these capacity projections include both the Hyalite/Sourdough and Lyman Creek systems, in combination.) To avoid over (or premature) capitalization for water treatment infrastructure, design of new surface water treatment must necessarily be in a template conducive to periodic expansion. The existing Hyalite/Sourdough WTP was designed with this goal, and was expanded by 50 percent after its first decade of service. A similar incremental approach to new treatment facilities remains warranted in the future, given the extreme escalation in capacity projected. For cost-effectiveness in new facility sizing, construction, and operating costs, a reasonable threshold for treatment efficiency is important. Quantifying treatment efficiency as the finished water delivered compared to the raw water flow processed, the difference is flow lost to waste sidestreams such as filter backwash. The existing direct filtration WTP drops as low as 70 percent efficient during high raw water turbidity episodes when overly frequent filter backwashes occur. A reasonable norm for conventional filtration plants is 90 percent efficient, which is appropriate as a design criterion for new treatment processes. Efficiencies of 93 to 95 percent are attainable both with traditional filtration and membrane filtration processes under good conditions. Summary of General Design Criteria The regulatory, performance, flow-based, and environmental design criteria for surface water treatment alternatives are summarized in Table 4.A.3. 12 Gener•ul Design Requirements.for•Imjn overnents-Treatment Section 4.A Table 4.A.3. Summary of Design Criteria for Surface Water Treatment Alternatives Parameter Hyalite/Sourdough Lyman Cr. Source (if used) Flow (firm capacity based on Peak Day Demand) 21.3 MGD (in combination)—year 2010(a) 34.7 MGD (in combination)—year 2025{at . Raw Water Screening Required Coagulant Addition Required (other than membrane systems) Flocculation/Sedimentation Recommended (other than membrane systems) Filtration Required Filter Effluent Turbidity 0.1 Ntu in 95% of readings (goal) (individual monitoring on each filter) 0.3 Ntu in 95% of readings (mandatory) TTHM and HAA5 Distribution System LRAA's <80 ppb TTHM and <60 ppb HAA5 (req'd.) <50%of above limits (as goals) Chlorination (viral reduction & residual) Disinfection Dosage per CT Requirements >0.5 mg/I Residual in Distribution Fluoridation Required at 1.0 mg/I Liquid chemical addition recommended Effluent pH Adjustment Caustic Addition (if req'd.) Filter Backwash Recycle Not Recommended Freeze-proof Detention Required Solids Separation Recommended Clarifier Slowdown and Filter Backwash Disposal Liquid Disposal by Evaporation/Percolation or MPDES Discharge Solids Disposal by Land Application Raw Water Turbidity < 10 Ntu (nominal) 400 Ntu (seasonal maximum) Raw Water Alkalinity 50 to 100 mg/l (assumed similar) Raw Water pH 7.0 to 9.0 (assumed similar) Raw Water True Color 0 to 30 units (assumed similar) Water Temperature 0 to 15 deg C (assumed similar) 13 Genei-al Design Requirements for Improvements-D eatment Section 4.A Table 4.A.3. (Cont'd.) Raw Water Total Organic Carbon 0.5 to 3.0 mg/l (assumed similar) Unit Process Component Sizing and Design Per Circular DEQ1 Chemical Additions Flow Paced Residual Analyzers (on-line) Chlorine and Fluoride SCADA (to Hyalite/ Control SCADA Sourdough WTP) Flow Measurement Influent, Effluent, Backwash, and Waste Stream a Projected time frame,contingent on actual growth and water demand. 14 General Design Reyulrelnents jbr Improvements-Treatment Section 4.A PRELIMINARY SCREENING OF HYALITE/SOURDOUGH SURFACE WATER TREATMENT AND DISINFECTION ALTERNATIVES Purpose Deficiencies in existing water treatment facilities (see Section 3.A) and the general design criteria established herein provide a basis for considering potential alternatives for new surface water treatment. A range of potential alternatives are advanced in this section, and evaluated for responsiveness to the deficiencies and design criteria identified. Those alternatives deemed not responsive or otherwise considered as impractical, are eliminated from further consideration. Those surface water treatment alternatives for the Hyalite/Sourdough supply that are responsive to the identified needs and appear practical are selected for further development and evaluation. Through this process, the wider range of possible treatment alternatives is pared down the more practical options. Those alternatives are developed and evaluated in detail in Section 5.A. Based on comparative evaluation of those alternatives, final recommendations for water treatment plant improvements are formulated and presented in Sections 5.A and b.A. Relative to surface water treatment for the Hyalite and Sourdough supplies, several considerations serve as baselines for the alternative screening process: 1. It is presumed that the existing Hyalite and Sourdough water supplies will be retained and treated. Given the City's current water rights and investment in intake and raw water transmission infrastructure (including the new Hyalite raw water transmission facilities currently under construction), it would be impractical to consider abandoning theses supplies in favor of an alternate. 2. As part of the mandate for this Water Facility Plan,the City of Bozeman has requested an analysis of continuing the existing Hyalite/Sourdough WTP in service, balancing estimated upgrade costs and remaining life expectancy. Hence the alternatives to be screened include scenarios for reuse of the existing WTP. 3. Surface water treatment alternatives screened herein (and evaluated in detail in Section 5.A) are presented as holistic processes based on, specific treatment technologies. For example, different types of filtration plants are considered. Alternative screening and analysis does not address individual unit processes within a treatment method for several reasons: a. Treatment alternatives are generally unique in their unit process requirements, such that the comparable unit processes are not involved in each alternative. b. "Mixing and matching" treatment components based on individual alternative evaluations of each unit process in not conducive to an integrated, compatible treatment system. 15 General Design Requirements for Improvements-Treatment Section 4.A C. Several viable treatment alternatives involve quasi-proprietary technology, and supporting unit processes for these technologies are dictated (and usually provided)by the manufacturer. d. Based on water system-wide requirements and operating precedent, certain ancillary treatment processes such as chlorination and pH stabilization are not practical to replace, and will continue. Equipment upgrades and/or reuse are factored into cost estimates for alternatives and recommended improvements as appropriate. It is also relevant that deficiencies have been identified in the evaluation of some newer facilities supporting the WTP process, such as the Sourdough Raw Water Intake (see Section 3.A). Given the both sizeable and recent capital investment in such facilities, alternatives to these existing facilities will not be evaluated. Instead, the costs of the remedial upgrades identified are included in the cost estimates for recommended improvements appearing in Section S.A. In response to the deficiencies identified at the existing Hyalite/Sourdough WTP and the general design criteria established for new treatment,the prospective alternatives exist as described in the following sections. No Action Alternative As a starting point, the No Action alternative must be recognized. This option would entail no capital improvements nor replacement for the existing Hyalite/Sourdough WTP. It would perpetuate the current use and operation of the 22-year old plant, with only annual maintenance expenditures as required. While the No Action alternative requires no capital outlay,it is impractical for several reasons: 1. The existing plant capacity fluctuates between 10.5 and 13.5 MGD, depending on seasonal raw water turbidity and backwash losses (see Section 3.A). Peak daily water use is currently projected at 13.1 MGD in 2005 (see previous discussion of Future Water Supply and Treatment Capacity Requirements). Episodes have already occurred where the plant's effective capacity is temporarily outstripped by short term peak consumer water use. Within 10 years at projected population growth and water usage rates, over 21 MGD of plant capacity is needed. Without construction of new treatment capacity, the City will be unable to meet consumer demands. 2. While no capitalization is entailed, costs for annual O&M and component repair/replacement will continue to escalate with the existing plant's third decade of service. Based on deficiencies identified in Section 3.A, substantial repair costs are likely to be encountered in the near term — failing building structure, aging valves and controls, filter tank and underdrain deterioration, and antiquated chemical feed and control systems. Costs for operating personnel will also rise, as maintenance activities increase and more manual process intervention proves necessary. 16 General Design Requirements for Impr-oi,emerzts-Tr•etztzrzerzt Section 4,A 3. Due in part to both of the foregoing situations, regulatory compliance will become increasingly jeopardized for the existing facility without upgrades. Non-compliance will eventually result, potentially creating public health risks and inviting enforcement action. It is also currently unknown whether the existing WTP can meet pending requirements of the Long Term 2 Enhanced Surface Water Treatment Rule, contingent on the results of testing required under that rule. For these reasons, the No Action alternative is grossly inadequate and impractical. It also runs contrary to the City of Bozeman's initiative and preference in undertaking this Water Facility Plan, and indirectly jeopardizes other investments in municipal water system infrastructure. The No Action alternative will not be considered further. Upgrade Existing Hyalite/Sourdough WTP In response to the City's directive to evaluate upgrading and temporarily continuing use of the existing WTP, several options are available. The existing plant could be upgraded for continued use for a relatively short term... for example, five years. Alternatively, longer term upgrades to promote service for another 20 years could be considered. Differences are significant in the practicality, scope and cost of upgrades for these two scenarios. Recognizing the current treatment capacity limitations associated with high raw water turbidity and the potential need to construct new treatment capacity for the future, a transitional alternative could also be considered. This would entail adding a"peaking plant"to the existing WTP for the short term, with reuse of the peaking equipment in a new treatment process when the existing plant is retired. The following sections screen each of these potential alternatives. Short Term Upgrade of Plant Retaining Existing Process—Alternative 1 To remedy deficiencies identified with the existing Hyalite/Sourdough WTP in Section IA, comprehensive upgrades to the process equipment and ancillary structures are necessary. Properly designed and constructed, such upgrades could prolong the practical utility of the existing plant for an estimated five-plus years. The most imminent limitation on utility of the existing plant is likely the need for additional future water production—i.e., 22 MGD within 10 years. Given this, an alternative for short term upgrades will concentrate on maximizing treatment capacity and reliability while primarily reusing existing equipment. Wholesale replacement of building, filter, and backwash basin structures is not justified within the time frame addressed with this alternative, and are not included (see following alternative). However it must be recognized that even with upgrades, capacity at the existing plant won't extend to meet the 16.7 MGD peak day capacity forecast by 17 General Design Requirements for Iml)rovements-Treatinent Section 4.A 2010. The current WTP cannot exceed its theoretical design capacity of 15 MGD (less backwash losses) without adding more filter units and expanding building space. Some of the major improvements associated with the alternative of short term upgrades to the existing plant include the following: • WTP building improvements, including replacement of roof insulation and new HVAC system. • Multiple instrumentation and control upgrades, including individual flow monitoring and control to two older flocculation basins; replacement water level sensors in eight older filters, and an upgraded valve air system including a new compressor and new valve actuators. • New flash mixing equipment on feed to 1983 process train. • Replace and reactivate flocculators in two older basins in an effort to increase treatment capacity during high raw water turbidity. • Add surplus flow bypass-line with control valve to shunt unused flow to head of plant when a filter is backwashing, eliminating filter flow bumps. • Add rate of flow controllers (valves or proportional weirs)to Filter#1 through#8 inlets. • Replace/expand catwalks along Filters #1 through#8. • Add manual flow control valve and flowmeter to filter-to-waste line. • Revamp filter effluent turbidity instrumentation to block out erroneous spikes associated with backwash flows. • Replace remaining original backwash pump and replace existing partial wind motor starters on both backwash pumps with new ramp starters. (One new backwash pump and new surface wash pump are already budgeted for replacement in FY07.) • Add redundant filter aid polymer"pre-coat"feed system. • Replace existing dry fluorosilicate feeder with liquid feed system, including new tankage, feed pumps, residual monitor, and flow-pacing control loop. • Replace existing gas chlorinator system with liquid sodium hypochlorite feed system, including new piping and controls. • Conclusively diagnose and remedy suspected clearwell leakage. • Add air bubbler anti-icing system to deter ice adhesion along walls of Backwash Water Basins and at outlet of Backwash Surge Basin; install compressor system for same. • Provide OSHA-compliant catwalk system on dividing walls of Backwash Water Basins. • Recalibrate all plant flowmeters (by I/C service specialist). Other lesser upgrades will also be required to assure reliable and effective plant operation for the next five-plus years. This alternative may provide the only logical transition for the City in constructing a new treatment plant, given the time involved in financing, designing, and constructing a replacement facility. Properly executed, this alternative can also likely maintain regulatory compliance through the short term, although adequacy in meeting future water demands is in question. For these reasons,this alternative will be evaluated in further detail as Alternative 1. 18 General Design Requirements for Improvements-Treaturent Section 4A 20-year Upgrade of Plant Retaining Existing Process Upgrading the existing WTP for another 20 years of service would require all of the improvements cited above for short term usage; plus significant additional upgrades. The majority of the deficiencies identified at the existing plant (Section 3.A) would need to be addressed. This would entail these additional major upgrades: • New insulated building structure, complete with HVAC and lighting. • New electrical distribution, motor controls,.and load centers. • Replace existing backwash pump motors. • Replace house water pump and site septic system. • Replace chemical feed systems with new, dual-pump (redundant) systems.. • Drain and weld-repair 1983 flocculation basin and filter tankage. • Replace underdrains, media, and surface washers in Filters#1 through#8. • Replace filter backwash control valves and actuators. • Replace filter effluent turbidity monitors and sample lines. • Repair, extend, and repaint catwalks. • Add secondary containment and enclosure at liquid chemical (coagulant) feed area. • Replace air scour blowers for Filters 99 through#12. Construction would be difficult for many of these upgrades, given the need to maintain the plant in service and properly protect the water supply from construction-related contamination (e.g., painting). Construction scheduling constraints (e.g., limiting the work to periods of low water demand) could add appreciably to costs. Even with these and other lesser improvements, the 20-year viability of.the existing WTP remains questionable. The plant cannot meet future water needs, and the useful life of many of its components has been reached. Its future compliance capability, particularly if TOC or additional Cryptosporidium removals result from pending federal rules, is questionable. Without significant supplemental treatment capacity, the 34.7 MGD in treatment capacity projected for 2025 will far outstrip even an upgraded version of the existing plant. Limited to 2,120 sf of overall filter surface area, the plant as a direct filtration process is likely incapable of processing water at a rate above 5 gpm/sf. This limits it to a theoretical 15 MGD maximum capacity, which further reduces to 13.8 MGD in firm capacity with one filter out of service. Experience has shown that seasonally elevated raw water turbidity can restrict the plant capacity to 10.5 MGD. Given the age and condition of the existing WTP building and original eight filter units, adding new filters to the existing plant is not considered to be cost-effective. Also remaining building space has since been occupied by liquid chemical feed and blower systems, leaving no space for more filters. Expanding the deteriorated building is impractical for obvious reasons. Hence for this alternative to be practical, up to 25 MGD of supplemental treatment capacity would need to be provided from other facilities within 20 years. With the need to construct that 19 General Design Requirements for Improi,ements-Treatment Section 4.A magnitude of conjunctive capacity, the practicality of retaining the existing plant in service over the long term is doubtful. Even with the comprehensive upgrades prescribed, the technology, process design, and core facilities would remain 1980-vintage. Performance, operational requirements, maintenance needs, cost-efficiency, and compliance capability would remain substandard compared to newly constructed facilities. For these reasons, this alternative will not be considered further. Adding"Peaking Plant"to Existing WTP Process—Alternatives 2A and 2B Given that the critical limitation at the existing WTP is seasonal turbidity loads, adding supplemental peaking capacity with auxiliary treatment units may be a viable option. While this will not remedy the end-of-useful-life problems with many plant components, it could augment treatment capacity and allow the plant to remain in service for up to 10 years. Cost-effectiveness could result if peaking treatment units were modular and have a design that would be compatible with and allow reinstallation in a new replacement plant. This would require that the treatment technology selected for interim peaking use do one of two things: 1. Reduce solids loads to existing filters, or 2. Provide self-contained parallel treatment for a portion of the raw water supply. To reduce solids loading to existing filters, a supplemental flocculation/sedimentation process has the most obvious benefit. This would intercept peak solids loads and allow existing filters to run longer between backwashes,rather than the 8 to 10 hours typical of spring runoff periods. Conventional sedimentation basins with tube settlers or clarifier equipment would typically be constructed in concrete basins for the capacity required. This would preclude their relocation and reuse in a newly constructed plant. Contact adsorption clarification (CAC) units provide a suitable alternate, using deep bed buoyant plastic media in an upflow configuration to provide clarification. These units, pioneered by Microfloc, lend themselves to steel tankage and modular arrangement. Such units are in current use at Helena's Ten Mile Creek and Butte's Big Hole River treatment plants. While practical, CAC performance is impaired when treating raw water turbidity above 100 to 200 Ntu,particularly if significant true color is also present. However, adding CAC solids removal units ahead of the existing direct filtration plant will not provide an appreciable increase in overall plant ca achy. While longer filter run times and fewer backwashes will occur, the resulting treatment process will remain at 15 MGD nominal capacity. The existing WTP filters are currently loaded at 5.0 gpm/sf to achieve 15 MGD capacity. To increase this capacity, filters would have to be loaded at a higher rate. Both experience at similar plants and empirically established design criteria dictate that dual media filters are generally not suitable to operate significantly above 5.0 gpm/sf for moderate turbidity surface waters. Excessive filter loading rates compromise effective particulate removal and invite "breakthrough." Hence simply adding CAC removal units upstream of the existing WTP filters is not a practical alternative to increase plant capacity, although treatment efficiency and 20 General Design Requiretnents.for Improvements-Treatment Section 4.A performance would be enhanced. Such an option would not likely meet Bozeman's water needs significantly by the year 2010 when peak day demands are forecast to reach 16.7 MGD (including the Lyman system). Given the future water demand projections for Bozeman, supplemental treatment capacity is needed to meet peak day demands of 21.3 MGD forecast to occur by 2015. This means that adding CAC units to the existing WTP must necessarily involve "stand alone" additional capacity meeting Surface Water. Treatment Rule and related requirements. This would involve adding approximately 8 MGD of CAC capacity, complete with new additional filters. This equipment would operate as a stand alone parallel treatment train, supplementing the existing 15 MGD direct filtration plant capacity. New CAC units and mixed media filters could be installed in a separate building adjacent the existing WTP; with raw water supply diverted from the Inlet Tower. Pre-screening would be necessary, along with an air system for bed expansion and backwash. Clarified CAC effluent would be routed back to the existing WTP clearwell, sharing disinfection facilities with the existing plant. The short term upgrades to the existing plant described under Alternative 1 would still be required. The CAC °"peaking plant" could be bypassed seasonally when raw water turbidity is low, reverting to a direct filtration mode of operation at the plant, at least until water demands consistently exceed 12 MGD. Provided a CAC-based treatment process was selected for the eventual construction of a complete new WTP, the CAC units could be relocated and reused in the new facility. This alternative could potentially address the flow and performance goals, although it is considered a 10-year remedy. It would logically occur in conjunction with the long term solution of constructing a new CAC plant(Alternative 3). Adding a CAC '!peaking-plant"to extend capacity at the existing WTP will be evaluated in further detail as Alternative 2A. An alternate approach for supplemental treatment capacity for the next decade in conjunction with limited upgrades to the existing WTP would be to use membrane filters. Skid-mounted membrane filtration equipment with 8 MGD nominal capacity could be reusable at a permanent new facility, provided membrane technology was selected for a new WTP. Supporting systems for membrane system vary among manufacturers, depending primarily on membrane cleaning methodology and flow delivery regimes. This "positive barrier"technology would require a portion of the raw water flow to be diverted at the existing Inlet Tower, and delivered back to the plant clearwell for dismfection following treatment. Existing WTP filters would then operate at their historic 10.5 to 13.5 MGD flows, with peak water demands met by 8 MGD of parallel membrane treatment modules. Membrane filtration units would require their own cleaning system. The membrane cleaning waste stream could likely be handled in the plant's existing Backwash Water Basins. A new heated building would house the membrane units, adjacent the existing Main Building at the plant. 21 General Design Requirements for-Irnprovements-Treatntent Section 4.A In conjunction with the short term WTP upgrades described in Alternative 1, this alternative could meet the flow and functional requirements for approximately 10 years and be applicable for new long term water treatment facilities. This option will be evaluated in further detail as Alternative 2B. It will be evaluated separately from the CAC pre-treatment alternative, given the functional differences between the two options along with the resultant implicit commitments to either technology for new WTP facilities (Alternatives 3 and 4, below). Pilot testing would be necessary for either CAC or membrane filtration processes to conclusively determine their suitability for use, as described under those respective alternatives for new permanent WTP facilities. New Direct Filtration WTP Design of a new WTP using a direct filtration process would resemble a modernized, larger version of the existing plant. While appropriate for Hyalite/Sourdough raw water quality during most times of the year, as described in Section 3.A, the direct filtration process has proven deficient when raw water turbidity increases above 30 to 50 Ntu. Given the regular seasonal occurrence of influent turbidity of 100 Ntu, performance of a new direct filtration system would continue to suffer impairments similar to the existing WTP. Direct filtration is recognized as suitable for raw water qualities below 30 Ntu, subject to certain color and algae limitations. For the turbidity fluctuations characteristic of the Hyalite/Sourdough supplies, there are better treatment methodologies. Other more turbidity tolerant processes are also cost-competitive with direct filtration treatment. For these reason, the alternative of constructing a new direct filtration treatment plant will not be considered further. New Contact Adsorption Clarification WTP—Alternative 3 As described under Alternative 2A above, a permanent CAC-based process may be practical for Bozeman's long term Hyalite/Sourdough treatment needs. Such a process would entail two primary unit processes — CAC coagulation/clarification and conventional high rate gravity filtration. CAC equipment has the advantage of a relatively small footprint, combining coagulation and clarification in one stage using basins loaded at up to 10 gpm/sf. A combination of particle charge attractions and physical straining remove the relatively small floc that rapidly forms as coagulant is fed to raw water entering the clarifier. Upflow through a 4-foot depth of floating plastic bead media is typical. Periodic backwash involves expansion of the media bed by air introduction, with water and accumulated solids overflowing to waste. Backwash flow is typically at the same rate as treatment flow and uses raw water, limiting the need for backwash pumps and clearwell supply to only the final filters. 22 Geiierul Desig17 Requirements for Itnlu-oi,emeirts-Tiecttntent &ction 4.A Mixed media filters would follow CAC units, affording some performance advantages of dual media filters. Target performance would reduce turbidity of the CAC effluent to 1.0 to 3.0 Ntu, dramatically reducing the solids load to the filters. Both Helena and Butte operate CAC plants, with capacities of 8 MGD and 16 MGD, respectively. High raw water turbidity events, while manageable, can reduce process performance. The process would require thorough pilot testing to nonetheless assure that CAC treatment is effective under all water conditions typical of the Hyalite/Sourdough supply. The pilot testing regimen would include testing with various coagulants and loading rates over a several week period during each representative raw water quality season. For the Hyalite/Sourdough supply, three separate pilot testing periods are recommended — spring runoff, summer low warm water, and winter cold water. Operators at the existing Hyalite/Sourdough WTP have experimented with a small CAC test column, showing some promising results. A comprehensive pre-design pilot study would require time commitments beyond those available from Operators, and should be outsourced to a specialist. Efficient pre-screening would be especially critical with a CAC treatment alternative, as pine needles and small twigs can become lodged in CAC media. Supporting unit process would involve backwash holding and disposal, disinfection, and potentially pH adjustment. Feeding of both a metallic coagulant and polymer to CAC influent, plus a filter aid polymer is anticipated. Adjustment of raw water pH, at least seasonally, may also be necessary to promote effective coagulation;given the short detention time in the.CAC process. CAC clarification with conventional filtration is likely capable of meeting the flow and treatment objectives for the Hyalite/Sourdough supplies. This alternative will be evaluated in further detail as Alternative 3. New Conventional Sedimentation/Filtration WTP The conventional filtration water treatment process includes separate unit processes for flocculation, sedimentation, and filtration. Typically separate basins are provided for each unit process. Coagulant addition and mixing precedes the flocculation step, and supplemental coagulant and/or polymer addition may be interspersed through the overall process. High rate gravity filtration is normally used, with dual or mixed media filters. The conventional process would include filters more modern than those in the existing WTP,plus larger flocculation basins and separate clarifiers ahead of filtration. Conventional filtration processes with separate flocculation and sedimentation facilities are in widespread use nationally. With dedicated sedimentation facilities, they can accommodate significant raw water turbidity loads on a continual basis. While raw water turbidity from the Hyalite/Sourdough supply can be seasonally high, these episodes are relatively brief... typically for less than 30 days in aggregate over the year. While appealing for its ability to handle high 23 General Design Requirements for Improl'Lments-Treatment Section 4.A raw water turbidity, a conventional filtration process would be unnecessary the majority of the time. Conversely during the periods of low raw water turbidity characteristic of the Hyalite/Sourdough supply during most months, the absence of solids can be problematic in a conventional process. Sometimes the addition of bentonite as a surrogate for raw water solids proves necessary to assure effective flocculation and sedimentation. Depending on Hyalite and Sourdough raw water test results for Cryptosporidium under the forthcoming Long Term 2 Enhanced Surface Water Treatment Rule, the conventional process also may be inadequate if greater than 3-log Crypto removal proves necessary. If this were the case, a supplemental "post-treatment"process such as membrane filtration may need to be added. Conventional flocculation, sedimentation, and filtration facilities of the 21 to 35 MGD capacity needed for future treatment of the Hyalite/Sourdough supplies would require custom concrete basins. This makes conventional filtration an expensive proposition for the Hyalite/Sourdough system, compared to other comparable treatment alternatives. Along with the supporting processes for chemical addition and waste stream treatment, conventional filtration would require these additional major facilities to conform to Circular DEQI requirements: • Flocculation basins with a nominal flow through velocity of approximately 1.0 fps, and providing at least 30 minutes hydraulic detention. This would require between 0.5 and 0.8 million gallons of flocculaor capacity for projected 2015 and 2025 flows, respectively. • Settling facilities with at least four hours of detention would be required, entailing 3.5 to 6.0 million gallons of clarifier volume to meet 10-to 20-year capacity projections. Gravity filter area would be similar to CAC treatment (Alternative 3), to meet maximum 5.0 gpm/sf loading criteria. Assuming a per-gallon constructed cost of $3.00 for the concrete flocculation and sedimentation basins without equipment or piping, the conventional process would entail $12 to $20 million just for tankage (excluding filters). New building area would increase accordingly for the expansive tankage. For these reasons, the conventional filtration process with separate flocculation and sedimentation facilities is considered unnecessary and cost-prohibitive. For the quality of the Hyalite/Sourdough supplies, conventional filtration is also less appropriate than other surface water treatment alternatives being considered, and may not be capable of long-term compliance without supplemental treatment. The conventional sedimentation/filtration alternative will not be considered further. New Membrane Filtration WTP—Alternative 4 Membrane filtration has evolved over the last decade for surface water treatment, and has become cost-competitive with other treatment technologies. Membrane filtration touts the advantage of providing a "positive physical barrier" against Cryptosporidium and Giardia 24 General Design Requirements.for Improvements-Treatment Section 4.A passage. Manufacturers also claim 4+ log removal capabilities for both Giardia and Crypto. These assertions make membrane filtration potentially the preeminent treatment technology for compliance with the pending Long Term 2 Enhanced Surface Water Treatment Rule. Membrane filters function as a physical strainer, with pores sized to exclude contaminants. Depending on their application, membranes can be manufactured in a wide range of pore sizes, from bacterial sizes (1 to 5 microns) down to molecular sieves. This allows their use in applications ranging from surface water treatment to reverse osmosis softening. For surface water treatment applications, pores are typically sized in the 0.04 to 0.4 micron range. Membrane materials are typically polyethylene, Teflon, or proprietary synthetic material. Materials must be resistant to cleaning chemicals used for their maintenance. Membrane configuration varies amongst manufacturers -- most use a hollow fiber, although some use flat sheet materials. Membrane fibers are typically immersed in the raw water, and filtrate collects inside the hollow tube. Myriads of fibers are sealed together with separate inflow and filtrate plenums and connections. Most manufacturers skid-mount 25 to 150 individual membrane columns (or modules),providing anywhere from 0.3 to 3.0 MGD of capacity per skid. Specific membrane system designs remain vested with competing manufacturers, and consequently vary. One leading manufacturer utilizes exposed membrane "cassettes" immersed in open raw water tankage, while many others ,use enclosed columns containing membrane fibers. Enclosed systems pressurize flow to the units. These differences necessitate that system design involve both careful comparison/selection and thorough pilot testing. Membrane flux rate is affected by membrane material,raw water solids load, and water temperature. Membrane systems all require cleaning, usually some combination of flushing, air agitation, and/or chemical cleaning. Cleaning requirements vary amongst manufacturers. The cleaning waste stream generated requires handling and disposal. While their treatment efficacy is a significant benefit, membranes have a finite life and typically must be replaced in five to 10 years. This has two implications replacement cost is appreciable, and the original equipment selection ties the purchaser to a single manufacturer for membrane replacement. Circular DEQI recognizes the use of membrane filtration for surface waters, but given the newness of the technology, contains only guidance and recommendations, deferring their design to pilot study and consultation with MDEQ. Similar to the CAC treatment described under Alternative 3, a thorough pilot testing protocol would be needed to evaluate membrane filtration over a several week period during each different raw water quality season — spring runoff, summer low warm water, and winter cold water. It is unlikely that coagulant addition will prove necessary with membrane filters, unless during periods of high raw water turbidity a "micro floc" is necessary for more effective capture. Whether membrane filters can handle seasonal maximum turbidity events (e.g., 100 Ntu or higher) without some form of pre-treatment or pre-sedimentation will addressed in consultations with the system manufacturer and confirmed through pilot testing. 25 General Design Requirements for Improveinents-Treatinent Section 4.A Given the treatment performance, cost-competitiveness, and regulatory compliance potentially attainable, the alternative of membrane filtration for the Hyalite/Sourdough sMly will be evaluated in further detail as Alternative 4. Microsand Ballasted Coagulation Process (Kruger Acdt7o®) The proprietary Actiflo water treatment process, marketed by Kruger, uses microsand to enhance agglomeration of floc and increase its weight and settling rate. After initial chemical coagulation, microsand is injected and floc concentrates on the sand particles. After passage through a specially designed three-chambered coagulation basin to maximize floc size and weight, flow passes to a Lamella plate clarifier, then onto final filters. According to the manufacturer, the primary advantage of the Actiflo process is a reduction in the size of mixing and flocculation chamber, given upflow rates of approximately 20 gpm/sf. Lamella plate clarifiers and final (dual media) filters still operate at conventional loading rates prescribed by Circular DEQL Hence the savings in overall process footprint is not all that substantial. For example, for a new 22 MGD plant using the Actiflo process, the following treatment areas would be required: • 765 sf flocculation area at 20 gpm./sf(per manufacturer's recommendations). • 7,650 sf of Lamella plate clarifier area at 2 gpm/sf(per Circular DEQI). • 3,050 sf of final filter area at 5 gpm/sf(per Circular DEQI). While the flocculation area represents significant economy compared to a conventional flocculation process, the Lamella plate clarifier area is five times larger than a comparable CAC process, which is typically loaded at 10 gpm/sf. Additionally the CAC process accomplished flocculation within its buoyant media clarifier, and requires no separate flocculation basins. Hence the Act flo process does not offer any spatial or treatment advantages over the CAC process (Alternatives 2A and 3) already being considered, and in fact would require significantly more treatment tankage volume and cost. A microsand ballasted Acoo treatment process will not be considered in further detail. Pressure Filters Pressure filtration typically involves smaller "packaged" type filters. With diatomaceous earth, manganese greensand, or other amendments, specialized treatment objectives such as iron removal can also be accomplished. Pressure filtration systems are not normally used in large- scale turbidity removal applications with surface waters, and their use requires specific approval of MDEQ under Circular DEAL Their treatment capabilities are not well suited to the Hyalite/Sourdough supply, and their usual size precludes them from realistic consideration to meet Bozeman's future water demands. Pressure filters will not be considered further. 26 General Design Requirements.for Irnproi,emeirts-Ti•entrttetit Section 4-4 Packaged Water Treatment Plants Pre-packaged treatment plants are available using some of the various treatment processes described in this section, but are typically smaller in capacity and would be of inadequate size for Bozeman's future water demands. Their convenience lies in consolidating all treatment units and support equipment into a single, unitized package. Ganging multiple package treatment systems together, typically with 0.25 to 2.0 MGD capacity each, is impractical given future treatment capacity needs of 21 to 35 MGD. The cost for multiple package systems would also be cost-prohibitive, as packaged treatment units of this type typically cost between $3 and $5 per gallon-per-day of capacity (installed cost), reflecting a premium for the convenience of pre- assembled equipment. Hence alternatives involving re- acka ed water treatment units will not be considered further. Disinfection Alternatives In conjunction with a new water treatment plant, alternatives for finished water disinfection will be considered. Free chlorine residual disinfection is currently practiced at the existing WTP using gaseous chlorine (see Section 3.A). Disinfection of filtered water from the Hyalite/Sourdough WTP has two purposes: 1. Final treatment to afford a 0.5 log reduction in Giardia (3.0 log total required) and 4.0 log reduction in viruses, in compliance with the Surface Water Treatment Rule. The existing direct filtration process or a new CAC process is credited with 2.5 log inactivation of Giardia. Membrane filters using microfiltration pore sizes are not credited with virus removal. 2. Promulgating a chlorine residual of at least 0.5 mg/l throughout the municipal water distribution system to provide germicidal protection. The various water treatment process alternatives under consideration differ in their log credit removals for Giardia and Cryptosporidium. Hence the need for additional log(s) of bacterial inactivation will vary amongst those alternatives. For example, membrane filtration processes (Alternatives 2B and 4) will likely be credited by MDEQ with 4.0 log Giardia removal, so subsequent disinfection treatment may only be needed for viruses. Conversely the CAC process (Alternatives 2A and 3) is likely to garner only 2.5 log credit, similar to direct filtration, necessitating another 0.5 log of treatment by disinfection. Additionally the pending Long Term 2 Enhances Surface Water Treatment Rule may require further log removal credits for Cryptosporidium based on the results of 24 months of raw water testing. Depending on oocyst concentrations thus measured, anywhere from zero to 3.0 log credits of additional Crypto inactivation could be required (see Appendix A.2). Interim water treatment alternatives (e.g., Alternatives 1, 2A, and 2B) all entail reuse of the existing WTP clearwell, with retrofitted liquid hypochlorination to replace current gas 27 General Design Requirements for Improvements-Treatment Section 4.,4 chlorinators. Hence disinfection alternatives for these WTP options are irrelevant. The disinfection alternatives screening and analysis focus primarily on disinfection processes and equipment for a new replacement WTP. The extent and type of disinfection required will depend on the new water treatment process ultimately selected by the City and the outcome of yet to be conducted Crypto raw water testing. Four recognized disinfection methods could be considered for a new Hyalite/Sourdough WTP in Bozeman — free residual chlorination using chlorine gas or liquid sodium hypochlorite, ultraviolet disinfection, and ozonation. Gas Chlorination As described in Section 3.A, gas chlorination has proven to be the source of multiple problems at the existing WTP. Handling/loading hazards and pH suppression requiring subsequent caustic addition have been most problematic. Sodium hydroxide must currently be fed to re-boost finished water pH for corrosion control, a practice that would still be required if gas chlorination is continued. The volume of gas used would continue to require storage of multiple one-ton cylinders, posing additional concerns particularly as residential growth encroaches on the plant site. Although recent code revisions may no longer require emergency exhaust caustic scrubbers for chlorine storage, public safety and emergency response planning in the event of catastrophic leakage remain critical. For these collective reasons, gas chlorination for future disinfection is disfavored, and will not be considered further. T Hypochlorination Free residual chlorination by hypochlorination, similar to current practice at the Lyman system, offers advantages over gas chlorination. It reduces the pH suppression associated with gas chlorination, drastically reduces handling hazards, and would make disinfection practices for both municipal water facilities similar. Similar to the interim measures proposed under WTP Alternatives 1, 2A, and 2B, liquid hypochlorination would entail bulk delivery and storage of 14 percent liquid sodium hypochlorite. Liquid would be pumped with flow-paced peristaltic feed pumps to the finished water stream ahead of clearwell facilities where CT credit would be achieved. Unlike the interim WTP alternatives, a new plant clearwell would be designed to provide the full CT credit required. The clearwell at the existing WTP is not presently used CT credit due to poor plug flow hydraulics. Instead the existing plant (and interim Alternatives 1, 2A, and 2B)rely on transit time in the Sourdough Tank transmission main. This transit time is likely to be increasingly compromised by encroaching residential development southward along its corridor. 28 General Design Requirements_for Improi,ements-Treatment Section 4.A The disinfection CT required would depend on the water treatment process selected. With a new CAC water treatment process (Alternative 3) affording 2.5 log removal credit for Giardia, an additional 0.5 log of disinfection credit will be required. Assuming a `"worst case" finished water pH of 8.5 and temperature of 15 deg C, a CT of 24.0 would be needed. Conservatively assuming a 1.6 mg/l chlorine dose, 15 minutes of detention in a new plant clearwell would be required. With a membrane filtration process (Alternative 4), no further log credit for Giardia removal is expected to be required, leaving only the 4.0 log viral reduction requirement. At a "worst case" for virus inactivation of 0.5 deg C water temperature, this translates to a CT of 12.0, or 7.5 minutes of clearwell detention at a 1.6 mgll chlorine dose. Either scenario would also establish the desired chlorine residual for the distribution system. Based on operating experience at the existing WTP, the actual chlorination dose would likely be higher (1.8 to 2.0 mg/1) to assure adequate residual: The alternative:of liquid hypochlorination for disinfection with a new water treatment plant will be considered in detail. UItraviolet Disinfection Ultraviolet (UV) disinfection can provide the primary disinfection means, although subsequent chlorination for viral inactivation and residual would still be required. A dose of 40 mJ/cmZ is recognized as affording 2 to 4 log Giardia and Cryptosporidium inactivation, contingent on equipment manufacturers' validation testing per EPA protocol. Hence UV disinfection is capable of surpassing free residual chlorination in efficacy and log credit for inactivation of these organisms. UV is less effective for viral inactivation, and pending final EPA ratings, only minimal (or no) log reduction credit appears likely. UV disinfection is an instantaneous phenomenon, occurring in a small reactor. High intensity, medium pressure UV lamps in quartz glass sleeves are typically configured in a symmetrical array in a stainless steel pipe chamber. With a UV system, disinfected water would still be hypochlorinated for 4 log virus reduction and residual. Viral inactivation would require clearwell detention to achieve a CT credit of 12. Based on operating experience at the existing Hyalite/Sourdough WTP, chlorination up to 2.0 mg/1 would also be required to maintain a residual throughout the distribution system. UV disinfection has the advantage of being one of the endorsed remedial measures proposed under the Long Term 2 Enhanced Surface Water Treatment Rule in the event elevated Cgptosporidium concentrations are measured during raw water testing (see Appendix A.2). As one of the "microbial toolbox" options therein, it would have potential application if additional log removals were required because of Crypto testing. A_UV disinfection alternative with hy_pochlorination for,viral reduction and residual in a new water treatment plant will be considered in detail. 29 General Design Requirements for Improvements-Treatment Section 4.A Ozonation Disinfection by the strong, relatively instantaneous oxidant, ozone, is highly effective. Due to its inherent instability, ozone gas must be generated on site. As a powerful oxidant, it is capable of bacterial and viral inactivation, and is effective at removal of organically based tastes and odors. Ozonation is another of the remedial measures prescribed under the pending Long Term 2 Enhanced Surface Water Treatment Rule for systems assigned a Bin Classification greater than l due to elevated raw water Dypto concentrations. With ozonation, hypochlorination for residual would still be required. A clearwell for disinfection CT would not be necessary. For application with a new water treatment plant for Bozeman, the cost and complexity of ozone disinfection equipment are not considered warranted. On-site generation equipment is costly and relatively maintenance intensive. Redundant machinery would be necessary. Taste and odors are not a historic problem with the Hyalite/Sourdough supplies, negating this additional benefit from ozonation. Hence, ozonation for disinfection with a new water treatment plant will not be considered further. The foregoing alternatives selected for further consideration for water treatment plant processes and for disinfection are evaluated in detail in Section 5.A. 30 General Design Requirements_for Irnprol einelrts-Ti•eattsteiit Section 4.A PRELIMINARY SCREENING OF HYALITE/SOURDOUGH RAW WATER STORAGE FACILITY ALTERNATIVES Background The need for and various conceptual designs of raw water storage facilities for the Hyalite/Sourdough sources have been considered since the 1980s. While differing in configuration, location, and details, the past concepts for raw water basins have all involved multi-million-gallon impoundments to temporarily store water delivered by the Hyalite and Sourdough raw water pipelines, before it enters the WTP. In some cases preliminary treatment by settling was also considered. Past studies addressing raw water storage include the following: • 1987 study by Sanderson, Stewart & Gaston proposed a 40-million-gallon "surge pond" located approximately one mile west of the existing plant. This rectangular earthen basin was sited above elevation 5240 to allow gravity feed to the WTP. Its role was primarily for raw water flow equalization. Given the 24-hour time required for valve adjustments to change Hyalite Reservoir discharges (see Section 3.A), WTP Operators are forced to request excess water to avoid shortfalls. This often results in bypasses of unused raw water from the plant. The raw water surge basin was proposed to eliminate this waste of water. • 1997 Water Facility Plan for Bozeman, Montana by MSE-HKM quantified the need for 10 mullion gallons of raw water storage initially, based on a calculated water mass balance. Raw water storage needs were forecast to increase to 20.4 million by the year 2044. The original 1987 basin site was considered,along with another location on WTP property. Both locations allowed gravity flow to the plant. Again the primary impetus for the basin(s) was for flow equalization and raw water conservation. These authors estimated construction of a pair of 10-million-gallon basins to cost $750,000 apiece (1997 dollars). Significant additional raw water piping would be required for the basin location remote from the plant site. • The City commissioned the Presedimentation/Surge Basin Predesign Analyses and Recommended Plan of Action, completed in August 2001 by Morrison-Maierle, Inc. This study considered collateral benefits of raw water storage, both to avoid raw water bypasses and to improve treatment through pre-sedimentation. Based on a thorough hydraulic analysis, these authors evaluated twin 11-mullion-gallon surge basins located on the WTP site. In anticipation of a new larger WTP, basins were proposed as concrete tankage (smaller footprint), and options of chemical coagulation and mechanized sludge removal were considered. Noting that raw water bypasses could be controlled with pipeline and control improvements, the study recommended 10 to 20 million gallons of new treated water storage as preferable to raw water impoundments, citing the potential treatment benefits of pre-sedimentation as inconclusive. 31 General Design Requirements for Improvements-Treatment Section 4.A • The May 2004 Source Water Protection Plan for the Drinking Water System of Bozeman, Montana by Western Groundwater Services, LLC, considered raw water storage/pre- sedimentation basins from an alternate perspective. Citing wildfires in the Hyalite and Sourdough watersheds as the most severe risk to source water quality, the Source Water Protection Plan (SWPP) recommends consideration of a raw water reservoir. Such a reservoir could provide days or weeks of "clean" raw water supply during ash laden runoff events in the years following a large scale watershed wildfire event. This study recommends comparative evaluation of a raw water reservoir, expanded use of the Lyman system, and/or development of additional water supplies as potential mitigations for a Hyalite/Sourdough watershed fire calamity. Interestingly the rationale for raw water storage differs amongst the preceding authors. The two earlier studies justified raw water storage primarily as a flow equalization tool to reduce waste of excess Hyalite Reservoir water released to the plant. The two more recent studies raise the prospect of treatment enhancements with raw water storage, either directly by pre-sedimentation or indirectly by stockpiling raw water of superior quality. Based on limited bench-scale testing by Purification Technologies, the 2001 Morrison-Maierle pre-sedimentation/surge basin study casts doubts on significant turbidity removal with raw water basins. However the context of this study did not include the collateral benefits of raw water storage during post-wildfire runoff events. As reported in Western Groundwater Services' 2004 SWPP, Durango, Colorado, has experienced raw water turbidity exceeding 5,000 Ntu during runoff following a 70,000-acre fire in its watersheds. That city uses a 74-million-gallon raw water reservoir plus a separate pre-sedimentation basin to address these occurrences. Raw water exceeding 1,000 Ntu is not admitted to the reservoir. The authors report average daily water use of 2.5 MGD in Durango; hence the raw water reservoir provides up to 30 days of storage. In the event of a pervasive wildfire in either or both of the Hyalite and Sourdough watersheds, use of stored raw water would obviously be a benefit both during fire suppression and during runoff events potentially for years afterward. However two uncertainties exist relative to the significance of these benefits: 1. If a raw water impoundment(s) is intended to provide rudimentary settling of ash and erosion byproducts following a fire event, the efficacy of such settling needs to be confirmed. While soil erosion components are typically settleable, their size distribution will affect capture. Colloidal size (clayey) materials will not be effectively pre-settled, and the settleability of ash is indeterminate. 2. Alternatively, if a raw water impoundment is intended only to provide a "clean" reserve supply during periods of excessive raw water turbidity, the basin(s) must be large enough to make a difference. Current Average Daily Demand is projected at 5.7 MGD, of which the Lyman Spring provides approximately 1.1 MGD (see previous discussion on Future Water Supply and Treatment Capacity Requirements). Hence the Hyalite/Sourdough 32 General Design Requiremews.ror Improvemews-Treatment Section 4.11 supplies must currently provide at least 4.6 MGD for average daily demand. This represents about 14 acre feet of basin capacity per (average) day. There is uncertainty in the duration of unacceptable runoff/raw water quality, but multiple days or even weeks are probable in the wake of a large fire. Durango's raw water reservoir capacity of 30 (average) days lends some perspective, although its intakes were only closed for a total of 15 days during the summer of its fire and 6 days the following year. While any raw water reserve would be helpful, storage providing at least one week of Average Daily Demand is likely necessary for significant benefits for Bozeman. At current water use, this represents 32 million gallons (100 acre feet) of raw water storage. At the projected Average Daily Demand in 10 years of 9.3 MGD (less 1.1 MGD from the Lyman System), this volume escalate to 57 million gallons (175 acre feet). The magnitude of this sort of capacity poses challenges both in terms of siting and cost of the impoundment(s) required. The 2001 Morrison-Maierle pre-sedimentation/surge basin study determined that space for only 20 million gallons of raw water tankage is available at existing WTP site, and likely only half that if a diked earthen impoundment were used. Furthermore, the 32 to 57 million gallons of raw water reservoir capacity projected assumes Average Daily Demand for only the next 10 years. Demands above Average Day would shorten the one week of capacity provided, but are nonetheless possible, particularly at the onset of summer irrigation season while spring runoff may persist. Water use restrictions would likely remain a part of any post-fire mitigation strategy, at least during runoff events. There may be a collateral benefit with raw water storage in that if a hazardous material spill occurred in the watersheds, intakes could be closed and stored water used in the interim. However, the SWPP notes that transit times are so quick in the streams that exclusion of spill- related contaminants from the raw water transmission mains is likely impractical. Morrison-Maierle's 2001 study also cites other unresolved questions with raw water basins — possible algae proliferation as a potential impairment to subsequent treatment coagulation, and difficulty and expense in periodic removal of accumulated solids. Prelirniva!j Screening of Alternatives Reviewing past proposals evaluated for raw water storage for flow equalization and/or limited treatment enhancement, several conclusions can be drawn and certain alternatives eliminated from further consideration. Foremost amongst the current incentives for considering raw water storage is to mitigate raw water quality consequences of watershed wildfires. Post-fire raw water quality in the Hyalite or Sourdough watersheds could be impaired during runoff events for several years until vegetative cover reestablishes in the watersheds. Surge Basin(s) at Existing WTP Site Based on the 2001 pre-sedimentation/surge basin study, only 10 to 20 million gallons of raw water storage could be constructed at the existing plant site, depending on space required for the 33 General Design Requirements for Improvements-Treatnient Section 4.A new WTP. Storage construction is recommended as more expensive concrete tankage rather than earthen basins to minimize the footprint. At year 2015 projected flows, 20 million gallons only represents a little over two days of Average Daily.Use, minimizing the benefit of such basins for temporary "off line" storage of raw water to mitigate turbidity consequences of wildfire in the watersheds. With the recent reconstruction of the transmission main and new Connection Building flow control valves on the Hyalite system, past raw water flow regulation problems may be more manageable. Both the Hyalite and Sourdough raw water mains will now operate as pressure conduits, allowing downstream flow control (throttling) and minimizing air entrainment. Design of a new WTP will also include provisions for automatic flow control at the plant, potentially reducing the need for flow equalization (basins) at the plant. Collectively these factors disfavor further consideration of a 10- to 20-million-gallon raw water surge basin on the existing plant site. Inadequate space exists at the site for an expanded raw water basin large enough to provide adequate "off line" storage for use in the wake of watershed wildfires. As cited in the 2001 evaluation, aesthetic concerns may also prove problematic with neighboring residents. Adding surge basins at the existing plant site will not be considered further. Expanded Finished Water Storage Improvements and expansion of finished water storage reservoirs are recommended over the course of the planning period. The existing 11.3 million gallons of storage in the Lyman, Sourdough, and Hilltop Reservoirs is not adequate for the next 20 years to meet projected water demands and fire flows. Additional finished water storage of 12 million gallons is recommended in the future(see Section 5.B). With the volume of storage needed to compensate for one-week or longer episodes of post- wildfire runoff, construction of finished water storage to meet this need is not practical. Given that 32 million gallons would be needed today to meet one week of Average Daily Demand, and conceivably 57 million gallons could be needed in 10 years, it would be cost-prohibitive to build this volume of new finished water storage. Treated water storage in enclosed steel or concrete tankage also has a much higher unit(per gallon) cost than open basins usable for raw water. For these reasons, constructing supplemental finished water storage to compensate for periods of fire-related unusable raw water quality from the Hyalite/Sourdough supplies is not practical and will not be considered further. Raw Water Storage Reservoir Remote from WTP Site--Alternative 1 Reminiscent of the 1987 Sanderson, Stewart & Gaston study, a 40-plus-million-gallon raw water storage reservoir has potential merit, primarily as "off-line" storage during periods of impaired raw water quality in the aftermath of a large wildfire in the watersheds. As discussed previously, 34 General Design Requirements for Irrtl)roi,emeirts-Ti•etitruent Section 4.A such a reservoir would need to have 32 million gallons of capacity today to meet seven consecutive days of Average Daily Demand. The required volume would escalate to 57 million gallons in 10 years, and potentially to 100 million gallons in 20 years. Available space precludes locating such a facility on City property at the existing plant site, and supplemental land acquisition would be necessary. It is beyond the scope of this Plan to identify available land for siting such an impoundment, particularly given the explosive real estate market in the Bozeman area. As a guideline;however, a minimum 20-acre site would be needed, and additional acreage for future expansion would be preferred. Twenty acres would allow construction of a 12-acre earthen impoundment with 15- foot liquid depth, affording approximately 60 million gallons of capacity. As documented in the 1987 Sanderson, Stewart & Gaston study and the 1997 Water Facility Plan for Bozeman, Montana by MSE-HKM, the reservoir site must be located above elevation 5240 to allow gravity flow to the WTP. This alternative will be developed in detail, including estimates of construction cost assuming a reservoir site within one mile of the WTP. A raw water storage reservoir providing seven days of Average Daily. Demand could provide significant mitigation for fire-related temporary impairments to raw water quality in the Hyalite/Sourdough watersheds. However it may not fully remedy post-fire water treatability problems, depending on quality and duration of runoff and concurrent consumer water demands. No Action —Alternative 2 While the benefits of raw water storage providing capacity to meet a week or more of Average Daily Demand are undisputable, construction costs and/or availability of land for siting may make it impractical. For this reason, the No Action Alternative will be evaluated. The cost- effectiveness and practicality of constructing an adequately sized raw water storage reservoir will be compared to the baseline of providing no such facility. While not addressed in the wildfire vulnerability discussion in the SWPP, the presence of Hyalite Reservoir may nonetheless provide a limited offset in lieu of a raw water storage impoundment. Approximately 50 percent of the Hyalite watershed lies upstream of this existing reservoir. While the City's Hyalite intake lies approximately eight miles downstream, the reservoir could provide settling and turbidity reduction for post-fire runoff from the upper half of the watershed. It is noted in the February 2001 City of Bozeman Source Water Delineation and Assessment Report by Western Groundwater Services, LLC, and DTM Consulting, Inc., that Hyalite Reservoir"... acts as a sedimentation basin,removing the majority of the particulate matter that is eroded from the tributary channels," (p. 23). It is reasonable to expect that such settling would likewise occur with elevated sediment and turbidity concentrations in the wake of a wildfire in the upper watershed. Obviously water quality degradation from a wildfire in the lower half of the Hyalite watershed would be unimproved by the reservoir. However some minimal downstream sediment capture could occur behind the ogee weir at the Hyalite intake. 35 General Design Requirements for Improvements-Treatment Section 4.A To a much lesser degree, the presence of Mystic Lake in the upper reaches of the Sourdough watershed provides similar benefits. As noted in the 2001 City of Bozeman Source Water Delineation and Assessment Report, it also provides a sedimentation function that could be an asset in the aftermath of a fire. However the portion of the Sourdough drainage lying above Mystic Lake is relatively small—perhaps 10 percent of the overall watershed. The presence of these existing lakes and reservoirs nonetheless provides a degree of remedy for post-wildfire water quality degradation for those portions of the Hyalite and Sourdough drainages lying upstream. As such, they provide some potential post-fire runoff mitigation under the No Action Alternative, depending on which portions of the watersheds were impacted by wildfire. Summary The viability of constructing a new raw water storage reservoir remote from the WTP site is contingent on availability and affordability of land and easements, but will be evaluated in detail. While siting remains in question, the analysis of a Raw Water Storage Reservoir Remote from the WTP Site (Alternative 1) will include estimated costs for land acquisition, construction, connecting transmission mains, and operation and maintenance. It should be recognized that a new raw water storage reservoir would not necessarily provide full mitigation for post-wildfire water quality impacts in the watersheds. Depending on the duration and adverse quality of post- fire runoff events, adequate treatable water to meet sustained Average or Maximum Daily Demands may not be available, even with the presence of a raw water reservoir. The No Action Alternative of not providing raw water storage facilities (Alternative 2) has zero incremental cost. No construction is entailed, so no capital costs are involved. Likewise no annual or O&M costs can be quantified, although some intangible costs could result. The new WTP would remain vulnerable to post-fire supply and treatment impairments. Water availability and use may be restricted during runoff events for several years following an extensive wildfire event in the watersheds. The presence of Hyalite Reservoir and/or Mystic Lake should provide some mitigation for water quality impacts in the aftermath of a fire in the portions of the watersheds upstream of these impoundments. This alternative remains a viable option, contingent of comparative cost and technical practicality. It will be used as a baseline for comparison with Alternative 1. 36 General Design Reyuireinents for Inipr'ovements-Treatinent Section 4.A PRELIMINARY SCREENING OF LYMAN SURFACE WATER TREATMENT ALTERNATIVES Pu_ rpose Deficiencies in existing water treatment facilities and the general design criteria established in Section 3.A & 4.A provide a basis for considering potential alternatives for new surface water treatment for the Lyman system. A range of potential alternatives are advanced in this section, and evaluated for responsiveness to the deficiencies and design criteria identified. Those alternatives deemed not responsive or otherwise considered as impractical, are eliminated from further consideration. Those surface water treatment alternatives for the Lyman Creek supply that are responsive to the identified needs and appear practical are selected for further development and evaluation. Through this process, the wider range of possible treatment alternatives is pared down the more practical options. Those alternatives are developed and evaluated in detail in Section S.A. Based on comparative evaluation of those alternatives, final recommendations for water treatment plant improvements are formulated and presented in Section 7.A. Relative to surface water treatment for the Lyman Creek source, several considerations serve as baselines for the alternative screening process: I. It is presumed that the City may eventually elect to develop the surface water component of its Lyman Creek source. The City holds two water rights on Lyman Creek that allows the City to use up to 3.8 million gallons per day from this source. The City is currently using 0.7 to 2.0 million gallons per day from its developed spring at the head of Lyman Creek depending upon system demands. This leaves approximately 3.1 to 1-8-million gallons per day of the existing water right unused due to lack of a treatment plant. 2. Flows measured at the lower and upper creek diversions range from approximately 300 to 4900 gpm (0.43 to 7.06 MGD) depending upon the time of year. The greatest flows are measured during spring runoff, and the flows measured at the lower diversion are typically greater than those measured at the upper diversion (see flow table in Appendix A.4). In the summer months (May through September) flows at the lower intake range from 1000 to 4900 gpm (1.44 to 7.06 MGD). Flow in the creek originates from surface runoff, snowmelt, groundwater recharge, and overflow from the Lyman Spring that is not used by the City, plus groundwater that escapes the spring collection structures (approx. 150 to 300 gpm). 3. With any spring source the potential exists for the spring to become contaminated by surface runoff requiring future treatment. However, at this time the potential for surface contamination of the Lyman Spring appears to be minimal based on the design of the spring collection system, its isolated location and water quality (MPA) testing performed in the 1990's. 37 General Design Requirements for ImprovejrmeWs-Treatment Section 4.A 4. Hydraulic connection of the existing surface water intakes to the existing Lyman Spring transmission main may be difficult or impractical due to the pressures in the line and because the spring water does not require treatment. Mixing untreated surface water with the spring water would require that all of the spring water be filtered along with the surface water. Based on the above considerations and the deficiencies identified with the existing Lyman Creek collection, treatment and storage systems and the general design criteria established for new treatment, the prospective alternatives for maximizing the use of the Lyman source and for the correction of the identified deficiencies are described in the following sections. Location of a Future Treatment Plant for the Lyman Supply There are two existing surface water intakes on Lyman Creek that were abandoned when the groundwater collection system was constructed in 1990. Based on flow measurements taken periodically by City staff, flows at the lower diversion structure are typically the highest (refer to Figure 3.A.8 for location of the diversion structures and other Lyman system components). Therefore, to maximize the available surface water flow, the lower diversion structure should be utilized to collect the surface water for the proposed water treatment plant supply. There are two options for locating a new treatment facility for the Lyman supply. One is at the site of the existing disinfection facility and storage tank; the other would be at the site of the lower diversion structure. Both have advantages and disadvantages as summarized below: 38 General.Design Requirements for Imlu•ovements-Treatment Section 4,A. Table 4.A.4 Comparison of Potential Lyman WTP Sites SITE NAME ADVANTAGES DISADVANTAGES Disinfection Next to existing infrastructure and Will require new raw water pipeline from diversion Facility disinfection. structure (3000 feet of 14 or 16-inch pipe at a cost of approximately$300,000) Less distance required for power line installation May be able to utilize some of the existing i ing and infrastructure. May be able to use existing disinfection equipment Ever in located at same site Clearwell not required or only a minimal volume required Lower May be able to discharge treated water Hydraulics are tight and will need to perform a detailed Diversion into existing pipeline eliminating the hydraulic analysis to confirm if existing pipeline can be Structure need for a second pi2eline used for both Eoundwater and treated surface water Treatment facility would be located approximately 1/4 of a mile away from existing facilities. Wintertime access would be difficult Additional cost for power installation Analysis of the above table favors constructing a new treatment facility at the site of the existing disinfection building and storage reservoir. The greatest advantage of this location is that it is adjacent to existing facilities and would simplify operation of the overall Lyman system. Also, the elevation of the lower diversion structure is approximately 5055 ft and the elevation of the water surface in the storage reservoir is approximately 5018 feet when it is full. This is a difference of only 37 feet, which equates to 16 psi. At a total flow of 3.8 MGD (maximum water right) headloss in the existing pipeline between the lower diversion structure and disinfection building would be approximately 15 feet, which would leave a residual pressure of approximately 9 psi on the inlet side of the disinfection building piping. The calculated residual pressure of 9 psi is not sufficient to overcome the headloss in the existing disinfection building piping especially if it becomes necessary to operate the radon stripping tower. The City currently maintains a 20 psi residual at the inlet end of the disinfection building piping. A significant redesign of the disinfection building piping and infrastructure may be required if a new treatment building were to be sited at the location of the lower diversion structure (including the installation of booster pumps). Therefore, based on this analysis it is recommended that any type of surface water treatment be located at the site of the existing disinfection building and storage reservoir. Sizing of a Future Water Treatment Plant for the Lyman Supply The City is currently able to measure flows at four different points in the Lyman Creek drainage as well as the influent and effluent flow at the disinfection building and storage reservoir. The flow measurement points in the Lyman Creek drainage are as follows: 39 General Design Requiretnents_for Impi-oveinents-D'eatment Section 4.A • Lower Diversion Structure -- measurements taken at this point represent all surface flow upstream of the structure, all groundwater not captured by the groundwater collection system and groundwater that overflows from the groundwater collection system diversion manhole • Upper Diversion Structure—measurements taken at this point represent all surface flow upstream of the structure, all groundwater not captured by the groundwater collection system and groundwater that overflows from the groundwater collection system diversion manhole • Parshall Flume Below Groundwater Collection System Diversion Manhole -- measurements taken at this point represent all groundwater not captured by the groundwater collection system and groundwater that overflows from the groundwater collection system diversion manhole • Weir Above Groundwater Collection System Diversion Manhole—measurements taken at this manhole represent groundwater in the vicinity of the groundwater collection system that is not collected by the system. This flow includes discharge from a pipe at the upper end of the collection system. The source of the flow is unknown, but may be a part of the dewatering system that was installed to construct the collection system. The majority of the flow measured by this weir comes from the discharge pipe. Flow data from the last two years is presented in Appendix A.4, and summarized in Table 4.A.5 (next page). Flow data for the"new flume"below the diversion manhole was taken from a printout of the flumes flow recorder. Data was recorded only when the recorder battery was charged. The flows shown in the table in Appendix A.4 for the "new flume" are approximate for the dates listed. This flume cannot measure flows over 800 gpm (flows listed as 800 gpm could be significantly greater than 800 gpm). The table below summarizes the range of flows measured during the last two years from each of the measurement points. The greatest flow rates occur between the months of May and September. Flows for the remainder of the year decrease significantly probably due to the lack of snowmelt and precipitation in the form of rain that recharge the groundwater aquifer and contribute to surface water flows. The total estimated flow available from the system is represented by the sum of the storage reservoir influent (flow from groundwater collection system diverted to storage) and the flows measured at the lower diversion structure. The estimate of the "surface water flow"component is based on the flows measured at the lower diversion less the flows measured at the parshall flume which represent groundwater that is currently not being captured. During the months of May through September this surface water component represents between 0.22 to just over 4 MGD of flow that cannot be utilized due to lack of treatment. In the winter months, approximately 0.50 MGD cannot be captured due to lack of treatment. It should be noted that a significant portion of this "surface water flow"might actually originate as spring or groundwater seeps that enter the creek. However, unless locations of significant groundwater discharge can be identified, it is probably not practical to try to capture this flow by any other means than a surface water diversion unless a hydro-geological investigation indicates otherwise. 40 General Design Requirements for Improvements-Treatment Section 4.A • It may be possible to obtain the entire 3.8 MGD water right from the groundwater collection system for at least a portion of the summer eliminating the need for a treatment plant during these periods. This possibility needs to be verified by the installation of a new parshall flume that will measure a flow of more than 800 gpm. • Based on the flow data, it appears that spring flow increases dramatically in the spring and summer which is more than likely due to recharge from snow melt and rain. This relatively rapid response to spring conditions indicates a short time of travel between the recharge area and spring location. A short time of travel may mean that the spring is susceptible to surface contamination. However, previous microbiological testing results allowed MDEQ to classify the spring as groundwater not under the influence of surface water. • Based on the average measured flows for 2004 through 2005, the average total flow available from the Lyman System is 3.69 MGD of which 1.72 MGD is "surface flow" and 1.97 MGD is groundwater flow. Note these flow numbers are subject to change once the flume downstream of the diversion manhole is upgraded to measure larger flows. The groundwater component may increase and the surface water component may decrease. • The groundwater entering the creek from the dewatering system discharge pipe may require filtration, depending upon the results of water quality testing. Even if the water quality testing proves negative, this source of water may be more susceptible to surface contamination depending upon its actual source. The flow from this discharge pipe averages 0.30 MGD • In order to maximize the existing water right all year long treatment of the surface water component of the Lyman System will be required. However, during a significant portion of the year there is not enough total flow available to maximize the 3.8 MGD water right(fall through spring months). • Two factors affect the amount of surface water that would be available to a water treatment plant. The physical amount of surface flow available at any time and the amount of surface flow needed to maximize the 3.8 MGD water right. During the course of a year a surface water treatment plant would have to treat between 0.22 and 2.6 MGD. Since the flume that measures the uncaptured flow from the groundwater collector cannot measure flows greater than 800 gpm, the upper limit of surface water flow required to maximize the use of the existing water right will likely be less than 2.6 MGD In order to maximize the available water right and flow from the Lyman system a water treatment plant with a capacity of at least 2 MGD should be provided. A 2 MGD plant would treat the average available surface flow plus the average flow from the discharge pipe at the upper end of the collection system. Prior to final sizing of the plant however, additional flow monitoring should be performed to look at system flows over a longer period of time and the flume that measures the uncaptured groundwater flow should be replaced with a large flume capable of measuring flows greater than 800 gpm. The plant should be designed so that its capacity can be easily increased in case the groundwater flow has to be treated in the future due to surface contamination or a change in regulations. 42 General Design Reyuiremews for lmprovetnerrts-Ti ecrtntent .Section 4.A Table 4.A.5 Summary of Lyman Flow Data Location Flow Range Flow Range Average Flow ( m) (MGD) MGD Lower Diversion Structure 531 - 4905 0.76-7.06 2.6 Upper Diversion Structure 274 - 3272 0.39-4.7 1.66 Flume Below Diversion Manhole* 400 ->800 0.576 -> 1.15 0.872 Weir Above Diversion Manhole 173 - 368 0.25 0.53 0.30 Storage Reservoir Influent(represents 0 1400 0- 1.96 1.10 groundwater captured from collection system) Total Available Flow from Lyman 1076 - 4138 1.55 -5.96 3.69 Drainage (surface water & groundwater) Estimate of Groundwater Component Not 300 >800 0.432 ->1.15 0.87 Captured by Groundwater Collection System Estimate of Total Available Groundwater Flow 440 ->2200 0.63 ->3.17 1 1.97 Estimate of"Surface Water Flow" 156-2900 0.22 -4.18 1 1.72 Based on the flow data that has been collected over the course of the last two years the following conclusions can be made: • 0.5 MGD of"surface flow" would be available in the winter months if water treatment plant is constructed • Up to 4.2 MGD of"surface flow" would be available in the summer months if a water treatment plant were constructed. An average"surface flow of 1.72 MGD is available on a yearly basis • It may be possible to capture an additional 0.4 to more than 1.15 MGD of groundwater flow by making improvements in the groundwater collection system, the Lyman transmission system and the piping at the disinfection building. • The total groundwater flow that is available from the collection system and the discharge pipe at the upper end of the collection system ranges between 0.63 to over 3.17 MGD. It may be possible to obtain the entire 3.8 MGD Lyman water right from the groundwater collection system during a portion of the summer months. • A new flume should be installed below the diversion manhole that is capable of monitoring flows greater than 800 gpm in order to get a true picture of the total amount of groundwater available from the collection system. Items to consider in sizing a future water treatment plant for the Lyman system include: • The existing Lyman Creek water right allows a daily flow of 3.8-million-gallons and it cannot be exceeded. • The average "surface flow" in Lyman Creek is 1.72 MGD. There is approximately 0.5 MGD of surface flow available in the winter and up to 4.2 MGD in the summer months 41 General Design Requirements for Improvements-Treatment Section 4.A Based on the above discussions and the evaluation of the existing Lyman system the following improvements alternatives were developed: No Action A1te-native—Alternative l As a starting point, the No Action alternative must be recognized. This option would not entail capital improvements or construction of a treatment system to treat the currently unused surface water in Lyman Creek. It would perpetuate the current use and operation of the system and limit the available supply from 0.7 to 2.0 MGD from the existing spring collection system. The remainder of the City's 3.8 MGD water right would not be available without a treatment plant. While the No Action alternative requires no capital outlay, it may be impractical as it limits the quantity of water that can be utilized from the Lyman supply. As the City continues to see growth it will become necessary to utilize all available water sources to keep up with increased demands. However, the City at its option may elect to take no action in the immediate future until water system demands require that the unused surface water be treated and utilized. New Direct Filtration WTP Design of a new WTP using a direct filtration process would resemble a modernized, smaller version of the existing Hyalite/Sourdough plant. While appropriate to treat raw water quality during most times of the year, the direct filtration process has proven deficient when turbidity increases above 30 to 50 Ntu. Given the potential for regular seasonal occurrence of high influent turbidities, performance of a new direct filtration system could suffer impairments similar to the existing Hyalite/Sourdough WTP. Direct filtration is recognized as suitable for raw water qualities below 30 Ntu, subject to certain color and algae limitations. For higher turbidity levels there are better treatment methodologies. Other more turbidity tolerant processes are also cost-competitive with direct filtration treatment. Depending on Lyman Creek water test results for Cryptosporidium under the new Long Term 2 Enhanced Surface Water Treatment Rule, this process also may be inadequate if greater than 2.5- log Crypto removal proves necessary. If this were the case, a supplemental "post-treatment" process such as membrane filtration or a second form of disinfection would need to be added. For these reasons, the alternative of constructing a new direct filtration treatment plant will not be considered further. New Contact Adsorption Clarification WTP—Alternative 2 CAC equipment has the advantage of a relatively small footprint, combining coagulation and clarification in one stage using a basin loaded at up to 10 gpm/sf. A combination of particle charge attractions and physical straining remove the relatively small floc that is rapidly formed as coagulant is fed to raw water entering the clarifier. Upflow through a 4-foot depth of floating plastic bead media is typical. Periodic backwash involves expansion of the media bed by air introduction, with water and accumulated solids overflowing to waste. Backwash flow is 43 General Design Requirements for Improvements-Treammeni Section 4.A typically at the same rate as treatment flow and uses raw water, eliminating the need for backwash pumps or clearwell supply. CAC units would follow mixed media filters, affording some performance advantages of dual media filters. The CAC units will reduce the turbidity of the raw water to 1.0 to 3.0 Ntu, dramatically reducing the solids load to the.filters. The process would require thorough pilot testing to nonetheless assure that CAC treatment is effective under all water conditions typical of the Lyman supply. The pilot testing regimen would include testing with various coagulants and loading rates over a several week period during each representative raw water quality season. For the Lyman supply, three separate pilot testing periods are recommended — spring runoff, summer low warm water, and winter cold water. A comprehensive pre-design pilot study would require time commitments beyond those available from Operators, and should be outsourced to a specialist. Efficient pre-screening would be especially critical with a CAC treatment alternative, as pine needles and small twigs can become lodged in CAC media. Supporting unit processes would include backwash holding and disposal, disinfection, and potentially pH adjustment. Feeding of both a metallic coagulant and polymer to CAC influent, plus a filter aid polymer is anticipated. Adjustment of raw water pH, at least seasonally, may also be necessary to promote effective coagulation, given the short detention time in the CAC process. CAC clarification with conventional filtration is likely capable of meeting the flow and treatment objectives for the Lyman supply. This alternative will be evaluated in further detail as Alternative 2. New Conventional Filtration WTP The conventional filtration water treatrnent process includes separate umt processes for flocculation, sedimentation, and filtration. Typically separate basins are provided for each unit process. Coagulant addition and mixing precedes the flocculation step, and supplemental coagulant and/or polymer addition may be interspersed through the overall process. High rate gravity filtration is normally used, with dual or mixed media filters. Conventional filtration processes with separate flocculation and sedimentation facilities are in widespread use nationally. With dedicated sedimentation facilities, they can accommodate significant raw water turbidity loads and variations on a continual basis. While appealing for its ability to handle high raw water turbidity, a conventional filtration process would be unnecessary the majority of the time. Conversely during the periods of low raw water turbidity characteristic of the Lyman supply during most months, the absence of solids can be problematic in a conventional process. Sometimes the addition of bentonite as a surrogate for raw water solids proves necessary to assure effective flocculation and sedimentation. 44 General Design Requirements.for Improvements-Treatment Section 4.,4 Depending on Lyman Creek raw water test results for Cryptosporidium under the forthcoming Long Term 2 Enhanced Surface Water Treatment Rule, the conventional process also may be inadequate if greater than 3-log Crypto removal proves necessary. If this were the case, a supplemental "post-treatment" process such as membrane filtration or a second method of disinfection would need to be added. Conventional flocculation, sedimentation, and filtration facilities of the 2 to 3 MGD capacity can be constructed as a "package plant with factory constricted basins for sedimentation, flocculation and filtration, which would be less costly than custom basins constructed of concrete. Along with the supporting processes for chemical addition and waste stream treatment, conventional filtration would require these additional major facilities to conform to Circular DEQI requirements: • Flocculation basins with a nominal flow through velocity of approximately 1.0 fps, and providing at least 30 minutes hydraulic detention. This would require between 42,000 and 63,000 gallons of flocculator capacity for a 2 to 3 MDG plant, respectively. • Settling facilities with volumes ranging from 200,000 to 333,000 gallons for at least four hours of detention would be required, • Gravity filter area would range between approximately 280 and 420 square feet with a tank volume of 21,000 gallons to 32,000 gallons. Assuming a per-gallon constructed cost of$4.00 for steel flocculation, sedimentation basins and filter basins without equipment or piping, the conventional process would entail $1 to $1.4 million just for tankage. New building area would increase accordingly to accommodate the larger tank volume when compared to the CAC and Membrane Filtration Alternatives. For these reasons, the conventional filtration process with separate flocculation and sedimentation facilities is considered unnecessary and cost-prohibitive. For the quality of the Lyman Creek supply, conventional filtration is also less appropriate than other surface water treatment alternatives being considered, and may not be capable of long-term compliance without supplemental treatment. The conventional filtration alternative will not be considered further. New Membrane Filtration WTP--Alternative 3 Membrane filtration has evolved over the last decade for. surface water treatment, and has become cost-competitive with other treatment technologies. Membrane filtration touts the advantage of providing a "positive physical barrier" against Cryptosporidium and Giardia passage. Manufacturers also claim 5-log or greater removal capabilities for both Crypto and viruses. These assertions make membrane filtration potentially the preeminent treatment technology for compliance with the pending Long Term 2 Enhanced Surface Water Treatment Rule. 45 General Design Requirements for Iml.7rovements-Treatment Section 4.A Membrane filters function as a physical strainer, with pores sized to exclude contaminants. Depending on their application, membranes can be manufactured in a wide range of pore sizes, from bacterial sizes (1 to 5 microns) down to molecular sieves. This allows their use in applications ranging from surface water treatment to reverse osmosis softening. For surface water treatment applications,pores are typically sized in the 0.04 to 0.4 micron range. Membrane materials are typically polyethylene, Teflon, or proprietary synthetic material. Materials must be resistant to cleaning chemicals used for their maintenance. Membrane configuration varies amongst manufacturers -- most use a hollow fiber, although some use flat sheet materials. Membrane fibers are typically immersed in the raw water, and filtrate collects inside the hollow tube. Myriads of fibers are sealed together with separate inflow and filtrate plenums and connections. Most manufacturers skid-mount 10 to 100 or more individual membrane columns (or bundles), providing anywhere from 0.3 to 1.5 MGD of capacity per skid. Specific membrane system designs remain vested with competing manufacturers, and consequently vary. One leading manufacturer utilizes exposed membrane "cassettes" immersed in open raw water tankage, while many others use enclosed columns containing membrane fibers. Enclosed systems pressurize flow to the units. These differences necessitate that system design involve both careful comparison/selection and thorough pilot testing. Membrane flux rate is affected by membrane material,raw water solids load, and water temperature. Membrane systems all require cleaning, usually some combination of flushing, air agitation, and/or chemical cleaning. Cleaning requirements vary amongst manufacturers. The cleaning waste stream generated requires handling and disposal. While their treatment efficacy is a significant benefit, membranes have a finite life and typically must be replaced in five to 10 years. This has two implications — replacement cost is appreciable, and the original equipment selection ties the purchaser to a single manufacturer for membrane replacement. Circular DEQI recognizes the use of membrane filtration for surface waters, but given the newness of the technology, contains only guidance and recommendations, deferring their design to pilot study and consultation with MDEQ. Similar to the CAC treatment described under Alternative 3, a thorough pilot testing protocol would be needed to evaluate membrane filtration over a several week period during each different raw water quality season — spring runoff, summer low warm water, and winter cold water. It is un-likely that coagulant addition will prove necessary with membrane filters, unless during periods of high raw water turbidity, a `Ynicro floc" is necessary for more effective capture. Whether membrane filters can handle seasonal maximum turbidity events (e.g., 100 Ntu or higher) without some form of pro-treatment or pre-sedimentation will have to be addressed in consultations with the system manufacturer and confirmed through pilot testing. Given the treatment performance, cost-competitiveness, and regulatory compliance potentially attainable, the alternative of membrane filtration for the Lyman Creek supply will be evaluated in further detail as Alternative 5. 46 General Design Requiremews for Improvements-Treatm ell I Section 4.A Pressure Filters Pressure filtration typically involves smaller "packaged" type filters. With diatomaceous earth, manganese greensand, or other amendments, specialized treatment objectives such as iron removal can also be accomplished. Pressure filtration systems are not normally used in large- scale turbidity removal applications with surface waters, and their use requires specific approval of MDEQ under Circular DEQ. Their treatment capabilities are not well suited to the Lyman Creek supply. Pressure filters will not be considered further. Capture Additional Groundwater Flow —Alternative 4 The existing groundwater collection system and diversion manhole does not intercept between 300 to over 800 gpm of flow. From 200 gpm to 368 gpm of this flow is attributed to the discharge pipe located on the upper end of the collection system. It is thought that this pipe is connected to the dewatering system that was installed during the construction of the groundwater collector piping. The remainder of the flow can be attributed to overflow from the groundwater collection system diversion manhole and to additional groundwater seeps that flow into the creek. The City has not been able to collect more than 1400 gpm from the groundwater collector due to downstream limitations imposed by the PRV's, size of the piping in the disinfection building and the amount of water that can be discharged into the north end of the distribution system. Improvements in the transmission system, disinfection building piping and distribution system will be needed in order to maximize the amount of water that can be captured from the groundwater collection system. It may be possible to collect the flow from the pipe that discharges into the creek at the upper end of the collection system and pipe it to the diversion manhole. However, water quality testing for coliform bacteria, Cryptosporidium and Giardia will have to be performed to determine if the discharge can be classified as groundwater. The actual amount of groundwater that is overflowing from the diversion manhole and upstream discharge pipe is not known because the flume downstream of the diversion manhole is undersized and can only measure flows of 800 gpm or less. During the spring and summer months, flows significantly greater than 800 gpm have been observed by system operators. It may also be possible to capture additional spring flow entering the creek at other locations. A detailed hydro-geological study would have to be performed in order to verify the feasibility of collecting additional groundwater flow. Collection of additional groundwater may be accomplished by installing additional collector piping at other locations similar to what has been installed at the existing spring site or by drilling groundwater wells possibly in the lower section of the drainage to capture subsurface flows. The hydro-geological study would involve drilling monitoring wells and soils bore holes to characterize the aquifer in the drainage. Once characterized, recommendations can be made regarding the feasibility of installing additional collectors or wells. This alternative will be discussed farther in the alternatives analysis section. 47 General Design Requirements for Improvements-Trentnient Section 4.A Selection of Alternatives for Further Evaluation Based on the above analysis the following alternatives will be evaluated further: 1. Alternative Number 1 —No Action Alternative 2. Alternative Number 2 — New Contact Adsorption Clarification Water Treatment Plant 3. Alternative Number 3 —New Membrane Filtration Water Treatment Plant 4. Alternative Number 4—Collect Additional Groundwater Flow 48 General Design Requirements For Inrprovenients-Distribution & Storage Section 4.B WATER DISTRIBUTION AND STORAGE General Design guidelines for developing and analyzing alternatives were derived from Montana Department of Environmental Quality Circular 1, City of Bozeman Design Standards 2004, and general industry guidelines and practices. Other references which were frequently utilized in developing guidelines included Water Distribution Modeling by Haestad, Water Utility Infrastructure Management by Hughes, Pumping Station Design by Sanks, City of Bozeman Water Conservation Study by Aquacraft, Inc. and numerous AWWA, Internet and City of Bozeman documents. Population projections and study area were provided by Morrison and Maierle, Inc. Water usage projections were established from historical records of the Bozeman water treatment plant and meter records over the periods 2000 through 2004. Water Model The water model for the City of Bozeman distribution system was constructed using WaterCAD program by Haestad Methods. Preliminary information on distribution system elements (pipes, PRV's, tanks, and pumps) were obtained from the City of Bozeman GIS Department in a database format. The database information was imported into the model and then verified for accuracy through numerous reviews and calibration checks. Additional information on the model was obtained from as-built drawings at the City Engineering Department, and multiple interviews with City staff at the Operations,Plant and Engineering departments. Elevations for the nodes in the model were obtained from Digital Elevation Models (DEM's) of USGS Quadrangle maps. The elevation datum for these snaps is NGVD 29, which is approximately 15.44 higher than City of Bozeman datum. Various spot elevation checks were conducted from City benchmark data, as-builts and GPS field checks. The accuracy of the elevation data is approximately ± 7 feet. At the time the model was constructed this was the most accurate available data. A digital surface was constructed from the DEM and then projected onto the nodal elements of the model. Further checks in the accuracy of the elevation data were obtained by comparing field static pressure measurements against the model results. An acceptable correlation was obtained, typically within± 2 psi. Tank data (size and levels) were obtained from as-built drawings, graphs and tables from the Sourdough Water Treatment Plant. Nodes in the water model were populated by first categorizing type of demand into one of the following categories: • Residential • Irrigation • Commercial • Top eight users (see Section 3.11 for • Montana State University description) I General Design Requirements For Iirtproilerrrents-Distribution $ Storage Section 4.B Using aerial photographs, a density of meters per acre were calculated by counting the number of buildings in a zoning area. The number of nodes per acre in a specific zoning area were then determined, which by calculation resulted in a demand (gpm) per node. See Figure 4.11.1 for the results of this process. The demands per node were slightly adjusted to give a total system average day demand for 2005 of 3,949 gpm. A multiplication factor of 2.30 was used to obtain the maximum day demand for 2005 of 9,083 gpm. The model was calibrated by collecting various fire flow results from field tests. Approximately 50 separate fire flow tests over a period of several days were obtained. Tests included measuring static pressure, fire flow and residual pressure. Boundary conditions, such as tank levels, pump status, and water treatment plant flow were obtained and entered into the model during the calibration process. Each field test result was checked in the model until the maximum deviation of the residual hydraulic grade line in the model was within 10 feet of the field results. Considering the accuracy of fire flow tests, and model elevations from the DEM, this appeared to be a reasonable deviation. To get accurate calibration results, the Hazen-Williams friction loss coefficient (C) value was adjusted for each pipe material type until the results were within acceptable limits. Final C-coefficients for the various pipe materials are shown in Table 4.13.1. Calibration results for selected areas in the City are shown in Table 4.B.2 and Figure 4.13.2. Table 4.B.1 -Calibrated Hazen-Williams friction coefficient for various pipe material Pipe Material Hazen-Williams C coefficient Cast Iron 80 Ductile Iron 130 Concrete 125 Steel 130 Table 4.13.2-Calibration fire flow test results Test# Field Total Field Model Model Delta Residual Static Flow Residual Static Residual (Model-Field) HGL GPM HGL HGL HGL HGL 1 5125.0 2054 5113.4 5123.4 5105.3 -8.1 5 5106.2 2312 5076.2 5111.9 5073.8 -2.4 9 5120.9 1300 5072.4 5117.0 5070.1 -2.3 13 5109.0 1556 5083.6 5111.1 5076.0 -7.6 14 5111.8 1574 5081.8 5111.1 5077.0 -4.8 16 5107.9 1711 5082.5 5111.3 5074.5 -8.0 19 5110.1 1876 5084.7 5113.3 5086.6 1.9 21 5105.9 1627 5085.1 5112.2 5089.9 4.8 41 5020.8 4140 4965.4 5019.2 4907.2 -58.2 42 4975.9 4595 4888.1 4975.6 4878.5 -9.6 43 4973.7 3870 4904.4 4973.9 4913.9 9.5 44 4977.1 3698 4914.8 4973.6 4919.5 4.7 45 4972.0 3744 4939.7 4972.4 4940.8 1.1 48 5120.8 3568 5074.6 5124.0 5012.2 -62.4 2 ;-i- ->�: 0 METERS/ACRE 1 0 GPM/ACRE J METERS/ACRE-\ 1� T 2M✓TERS/ACRE 0.8946 GPM/ACRE -1 / 1.48_CPM ACRE _t•- "+ 0.5 METERS/ACRE l' _1 METER/ACRE 0 METERS/ACRE 4 METERS/ACRE 0.3700 GPM/ACRE 0.7400•GPIt/ACRE D GPM/ACRE 1.193 GAM/ACREAli 0.50 METERS/ACRE 0.40 METERS/ACRE / „ 0.1193 GPM/ACRE 0.1491 GPM/ACR • - 2 METERS/ACRE . �:_.; 0.5964 GPM/ACRE �� - - -.1 0 METERS ACRE 1 �V 0 1.5 METERS/ACRE . �� .�. 0 GPM/ACRE ! r 0.4473 GPM/ACRE 1.5 METERS/ACRE^' - - 9. 1.11 GPM/ACRE ^ .�` 0.4 METERS/ACRE - 0 METERS/ACRE p 5 METERS/ACRE - /' _ 't'�• 0.1193 GPM/ACRE - 0 GPM/ACRE _ - - 1.491 GPM/ACRE - o 1 - 0. METERS/ACRENOW q. ��• 0.37 GPM/ACRE .,,, •4'� 1' 0 METERS/ACRE _ 1.5 METERS ACRE " •,. + 1 METER/ACRE t / _ 0 GPM/ACRE�� - 0.7400 GPM �- 0.4473 GPM/ACRE.' - •• 0.05 METERS/ACRE 1 METER ACRE 0.037 GPM/ACRE - / ,0:4 METERS/ACRE 0.2982 GPM/ACRE 0 METERS/ACRE - 0.1193-GPM/ACRE - .. . - - - - - 0 GPM/ACRE 1 a -- , Y 0.75 METERS/ 0.555 GPM/ACRE ,I�R��.i � ��� i��N�4_ � _._W.7!lr�r�,, .• .iT•'1d ,� q. 1 ,i i B METERS/ACRE 2.386 GPM/ACRE b ME,1R5/ACRE t4 0: M/ACRE - - J ` ,/�`--'30t .L' - ♦s 3 METERS/ACRE a �F_ ! ,-_ _ _ 0.3 M GPM/ACRE -- .____ _ - - - 0.37700 METERS/ACRE r •:> 3..METER�/ACRE 6 METERS/ACRE 6,:GPM,/ACRE �,C, k - - i• �. 0 METERS/ACRE 0694 / - - 1.769 GPM/ACRE ; •. 0 GPM/ACRE 4 METERS/ACRE -•�i -- - � 1.193 GPM/ACRE - r� _ _ 1 •✓1,�• �`L- 1 METER/ACRE y �� 1 METER/ACRE 4 4 METERS/ACRE�� 0 7400 GPM/ACRE 6 METERS�A-RE _ r 0.7400 GPM/ACRE 1.193 GPM/ACRE 1 - __-. 444,GPM/96-RC 1 METER/ACRE - - - ,t 0.7400 GPM/ACRE 11 -"' 0 METERS/ACRE/ - •�- + _ 1]j'1�' !'' ' 0 GPM/ACRE U - 8 METERS/ACRE - 1 METER/ACRE _ 2.366 GPMJACRE 0:29fl2 GPM/ACRE ''-•1 x� t"' C 3 METERS/ACRE *" i7 ; 0 MO GPM/ACRE - 0.8946 GPM/ACRE ,. .T `"'9' - �0.6 METERS/ACRE 0.15 METERS/ACRE 1 METER/ACRE - :+ -;,r. ` ..Ve,; 0.1789 GPM/ACRE - 0.7400 GPM/ACRE f, 0.111 GPM/ACRE �: � " - •41 0:1,,METERS/ACRE i METER/ACRE" - "• L:; 0,074 GPM/ACRE _ �"`" -• -- 0.7400 GPM/ACRE f... - x� 1 @••�l 1 METER/ACRE 0.7 METERS/ACRE _ 0.7400 GPM/ACRE 0.2087 GPM/ACRE •. 6 METERS/ACRE' +�� 1 METER/ACRE ' 1.789 GPM/ACRE ^' 4 RESIDENTIAL 0.7400 GPM/ACRE 0.33 METERS/ACRE 22 METERS/ACRE - 0.2442 GPM/ACRE _ -�- - 6.560 GPM/ACRE 1 METER/ACRE - 1 METER/ACRE 0,7400 GPM/ACRE 0.7400 GPM/ACRE COMMERCIAL - - 6 METERS/ACRE -- - y 1.789 GPM/ACRE i,. 1 G MSU _ 1.5 METERS/ACRE - - 0.4473 GPM/ACRE - - NO. REVISIONS DRAWN BY DATE PROJECT #: 04-104 FIGURE CITY OF BOZEMAN WATER FACILITY PLAN O�TRi PE �_ DATE: 09/13/06 A � NOT To SCALE v �P Civil Engineering 13 ZESCOVERYDRIVE ,.., `r.B.1 � BOZGMAN,MT59718 � DEMAND AREAS .L� DEMAND AREAS e AVG. DAY 2003 - Land Surveying PHONE(406)582-0221 gLL1ED FAX(406)$82-$770 ENGINEENIN� ` PROJECT ENGINEER:SRS DRAWN BY: MEW BOZEMAN,MONI'ANA d s �S Geotec}Jnical Engineering w, .°u;�a�os�c�s.wm =..n�.:.,,� COB WFP DESIGNED BY: SRS REVIEWED BY: SRS 4 S0C1Pt °n•...vmi``� DEMAND AREAS 6.n at.ail5��N'+:o�u5�+I WI.\✓IOM\�"P\t(lt-PO\>UOL\I J 6 q* U _ 1q O w � Z 77 z m O - , 00 i - — i ! ! I - e , I r-y L , r- ' FFFA���111 W NO ® �G ® U General Design Requirements For & Storage Section 4.B Model calibration can be influenced by unknown field conditions, such as closed valves, PRV settings, new mains or improper pipe sizes. Therefore, some judgment is required by the modeler to find acceptable limits. In this case, numerous PRV's were adjusted in the model to produce an acceptable correlation between model and field results. Two areas in the model could not be calibrated to match field conditions (see test number 41 and 48 in Table 4.B.2). In both of these locations the field conditions were producing much higher flows than the model, which indicates either undersized pipes in the model or additional mains exist in the system which do not show up on City record drawings. Since model pipe sizes check against City record drawings it is assumed some additional mains may exist which are not recorded. The two areas in question are shown in Figures 4.B.3 and 4.B.4. Calibration in the Spring Creek area could be achieved by adding a 6-inch main between Springcreek Drive and Fairway Drive. The Evergreen area could not be properly calibrated. It is recommended to conduct additional flow tests in this area and/or re-check record drawings for possible main connections. 5 A d `d 1 IN- ��. FIELD TEST RESULTS -�^ RESIDUAL HGL: 5074.60 F TOTAL FLOW: 3568 GPM ?� r, MODEL TEST RESULTS �~ PRE ADDITION OF 6" MAI .� `RESIDUAL HGL: 5012.2 FT. MODEL TEST RESULTS -'' (POST ADDITION OF 6" MAIN) ADDED 6" -- --� RESIDUAL HGL: 5069.7 FT. WATER MAIN ... _ -ca e - F•r . 1 r- N SPRINGCR]EEK AREA WATER FACILITY PLAN ERT Pf� —.— FIGURE 4.B.3 Q°� ��9 Civil Engineering - DRAWN BY: MEW CALIBRATION PROBLEM AREAS i Land Surveying ALt DATE: 09/13/06 Geoteclmical Engineering EN�l BOZEMAN MONTANA �4SSDCIA�YS PROJECT#:04-104 PROBLEM AREAS I �j It f Tfj� j_j P4 4 6 FIELD TEST RESULTS RESIDUAL HGL: 4965.40 FT. TOTAL FLOW: 4140 GPM\ ' MODEL TEST RESULTS Sl' RESIDUAL HGL: 4907.2 FT. EVERGREEN AREA WATER FACILITY PLAN i�Tp�rr FIGURE 4.13.4 Civil Engineering Land Surveying DRAWN BY: MEW PROJECT#:04-104 oc% V PROBLEM AREAS CALIBRATION PROBLEM AREAS Gcotechnical ALLIED Engineering DATE: 09/13/06 BOZEMAN,MONTANA $soc% General Design Requirenicias For Iiiipi-ol'etilet2ts-Distrihutiolr &- Slorage Section 4.B Distribution Water distribution alternatives analysis includes the following five categories: 1) Identify improvements to meet recommended fire flow requirements. 2) Identify mains which will be over 100 years old in the planning period and that do not meet the City's minimum 8-inch diameter standard requirement. 3) Identify areas that do not meet redundancy(i.e. have only one supply route). 4) Recommend new transmission mains to serve future growth and development in the proposed study area. 5) Recommend additional storage. Fire flows were modeled at various locations to test conformance with established requirements, see Appendix B.2 for fire flow results. Requirements were determined from the Insurance Service Office (ISO) Needed Fire Flow (NFF) for various construction classifications and zoning densities, see Appendix B.2 for the ISO list. The Available Fire Flow (AFF) was determined by maintaining a minim-um residual and zone pressure of 20 psi. If the AFF was less than the NFF then improvements to the water distribution system were made until the NFF was met. Improvements included upgrading main sizes and adding new looped mains where appropriate. Recommended improvements are covered in Section S.B. Aging and undersized mains were identified by completing a system inventory of installation dates and pipe sizes. In addition, the City conducted a Water Needs Study in 1999 and compiled a list of water mains needing replacement. This list along with the system inventory was used to identify aging and undersized mains. Recommended main replacement is covered in Section S.B. Three primary areas were identified as needing redundancy, which was discussed in Section 3.B. Redundancy provides continuity of service in the event of a water main shutdown and is accomplished by looping the water system. Looping the water system also eliminates "dead ends" which can lead to water quality issues during periods of low flow. The size of looped mains was determined from the water model by checking available fire flow on the maximum day event. Sizing of future transmission mains within the study area was determined by modeling the water system with a demand of 60 MGD and a fire flow event of 2500 gpm. 60 MGD is the maximum day demand for development in the study area which can be served by a gravity system. Some areas in the study area (northeast and southeast) are at elevations which will require booster pumping, see Figure 5.13.7 in Section S.B. These areas were not included in the future demand calculations. Future domestic demands were established by utilizing existing residential and commercial demands per unit, as determined from Section 3.13 for base values. Densities per acre were calculated based on zoning designations from the City of Bozeman 2020 Plan. Density values are shown in Table 4.13.3 and Table 4.B.4. Gross land area surrounding a model node was calculated and then applied to the zoning density to obtain a demand per node. The maximum day demand of 60 MGD is expected to occur by the year 2037. A fire flow of 2500 8 General Desigii Requiretiietits For Ittiprol)etilents-Disti-ibutioii Gt Storage. Section 4.B gpm was used to represent mixed use development. Transmission main sizes were based on providing adequate pressure and maintaining velocities under 15 feet per second during the maximum day plus fire flow event. Future transmission mains were located in existing road might-of-ways. Table 4.B.3—Future Densities for Undeveloped Land Outside City Limits Dwelling Unit Density Dwelling Unit Densit Future Land Use Category (units/net acre) (units/gross acre) Suburban Residential 2.0 1.3 Residential 8.5 5.5 Future Urban 8.5 5.5 Table 4.B.4—Future Densities for Vacant Land within the Ci Limits —Zoning Dwelling Unit Density Dwelling Unit Density Designation (units/net acre) ((units/gross acre) R-S 10 6.5 R-1 6 3.9 R-2 8 5.2 R-3 10 6.5 R-4 16 10.4 R-O 8 5.2 RMH 8 5.2 NEHMU 10 6.5 Storage DEQ Circular 1 was used to determine required storage for the City of Bozeman. Circular 1 requires storage to meet 1) maximum day plus fire flow minus source supply or 2) average day plus fire flow, whichever is the greater of the two. Since Bozeman's source supply is substantial (i.e. typically can meet maximum day demand), the second condition results in the greater storage requirement. The maximum fire flow event as per Bozeman Fire Chief Greg Megaard is 5000 gpm for 5 hours, which is equivalent to 1.5 MG. A spreadsheet was developed showing projected required storage against existing storage to determine a time frame and volume for future storage and is presented in Section 5.B. The location of storage facilities was determined by looking at projected future demand and pressure zones. Continued utilization of a gravity system was considered. A minimum pressure of 35 psi during the maximum day event was used as a design guideline. 9 ,41ternatives Anah:sis-Treatment Section 5_4 HYALITE/SOURDOUGH ALTERNATIVE 1 — SIIORT TERM UPGRADE OF PLANT RETAINING EXISTING PROCESS Back round Of the surface water treatment alternatives screened in Section 3.A, a short teen upgrade of the existing WTP (Alternative 1) is necessarily considered for two reasons—it is a potentially viable solution in its own right, and it may be required as a transitional solution while any new treatment facility is designed and constructed. Deficiencies in the existing WTP as documented in Section 3.A currently impair its reliability and operational flexibility. As the facility continues to age, the capability of the plant to meet regulatory requirements as water demands escalate in the next decade becomes more questionable without improvements. Hence a short-term upgrade of the existing plant, retaining the current direct filtration process, is being considered. Given the time required to select, fund, design, and build major new infrastructure, interim measures for maintaining treatment for the Hyalite/Sourdough supplies will be necessary. A five-year-plus alternative with short-term upgrades at the existing plant is based primarily on satisfying this need. As established in the Screening of WTP Alternatives (Section 4.A), wholesale upgrade of the existing plant for another 20 years of service is not feasible, both in terms of deterioration of the existing facility and its inadequacy to meet future water demands. The shorter-term upgrade of the existing WTP described herein is considered as a potential remedy for the next five years or slightly longer, depending on the pace of plant replacement. The short term plant upgrade is not intended to have utility for significantly greater than five years, given projected Average Day and Peak Day Water Demands of 9.3 and 21.3 MGD, respectively, in 10 years. Even in five years, Peak Day Demand is projected to reach 15.7 MGD, which the existing 15-MGD plant is incapable of meeting without expanding supply from the Lyman system or adding other new water sources. Description Both the treatment process and certain physical plant facilities are in need of significant upgrades to assure reliable service over the short term. The existing treatment process will not be altered under this alternative. It will remain a 15 MGD (nominal capacity) direct filtration process with separate brief flocculation prior to filtration. A schematic of key improvements proposed under this alternative is shown in Fi ure 5.A.1. Estimated construction and O&M costs for this alternative are discussed in a following section, and itemized in detail in Appendix A.3. 1 -i LEGEND HYALITE RAW WATER MAIN (NEW) PROCESS WATF.R IR rRANSMISS!0N SCUIRDOER_ RAW RAi'?J WATF �V1,77P. M IN VAULT ,:1� N A ........................................ BACKWAISH 'AAFER/ CLEAR"NE'.., IrX, WASTE WAIEil OVERFLOW -1-0 TO :�-XIPDOUGH 50URDOUGH '-'RP--Fv z W (ALL FEE-.' 12 S' NOT SHOVW HO'LiSE %NATji:H_­\\' ............ 0 ............. cc 9 . ........ HYAIATF RAW WATER CONNECTIC)IN -----------........... T . ................. 2'­;L­'II-JG tIN F W) ........ H ..............I \ SU R FA C;F WASH PUMP----.. Ir, j ji (FILTERS #'--AI8) AN 0 NFRAT ; R C.0 -C -1 .. . ................................................................... ............. ........... BACKWASH PumDS '-j FMLTE u ........... --------- ...... 2 BACKWASH C SCHAPYOF ..........................------------------------------------------ METER 'FL2- NE: E ..... .... ...... L J ;;F 3 i 44 ........... 15 .................. >1 7:7- X= —RIL-TR '10 WA� T- ---------- ............. FLUCIR;:)F 9ACKWA 51" -4 7 E-r- I ROOM 1i UQ��' ri;Rf, 2 E BA 2 SIN ..................=;:­1 PLASH MIX 14 Im2rovements Legend IFLOC B SIN '-IGS) r.........Ili ................ CEON',RC,';-; mark improvement Rid "!.:RRIC F 1 Replace WTP building roof insulation and HVAC system. & ION• IC POLYMER tt I W 4- 0 2. New individual flow meters and control on 1983 flocculation basins. r i Z ..................... 3. Replace water level sensors in Filters#1 through M. FILTERS 4. New pneumatic actuators on Filter 41 through#8 inlet and backwash valves. 1-4micAl'. 5. Replace flash mixing equipment an 1983 process train. CLEARWELL ji: 'rC1IC% 10 PORT 6. New mechanical flocculators in 1983 flocculation basins, ................... 7. Add filter(#1 through#8)backwashing bypass line to head of plant. f;m0­11 BA.S!\-1135 FOR I I B. Add rate of flow controllers to Filter 91 through 08 Inlets, F;LTERS A-#12 AID POLYMER RACKWASH. SUMPiL 9. Replacelexpand catwalks along Filters#1 through#8. - I r. A;R SCOUR M Add manual now control valve and nowmeter to filter-to-waste line .... ................P BLOMERS EI (FIL­-.Ei'S 79 #12 11. Revamp filter effluent turbidity instrumentation to block out erroneous backwash spikes, ........ .......... .....................—---- 12. Rebuild or replace roinalning original backwash pumps and install new ramp starters for both ........ .....- T_ backwash pumps. P., Z 16 113 N 13. Add redundant filter Ad polymer"pre-ooar feed system. 4 �T4 14. Replace existing dry flucrosilicate feeder with liquid feed system, 15, Replace existing gas chlorinator system with liquid sodium hypochlori te feed system. 16. Diagnose suspected clearwell leakage and remedy if required. z 17. Add air bubbler anti-icing system to walls of Backwash WaterBasins UetofBack Backwash BACKWASi ATER BA�_,!M-; outlet we �T' i hlr Basin, 18. Provide catwalks an dividing walls of Backwash Water Basins. 0 19, Recalibrate all plant flowmeters. 0 1 TO BACKWASH SURGE BASIN ...................... Alternatives Anahsis-Treattnent Section 5.A The following specific improvements are proposed under Alternative 1 to as short term remedies to the deficiencies identified in Section 3.A. Building and Facility Improvements Three key problems identified with the Main Building at the WTP will be rectified under Alternative 1 —saturated ceiling insulation, a substandard HVAC system, and inadequate catwalk access to Filters #1 through #8. No improvements are required at the newer (1998) Corrosion Control Building. Saturated vinyl-faced batt insulation will be removed from the underside of the metal building roof. New spray-applied polyurethane (interior) ceiling insulation will be installed, with sprayed- on vinyl moisture-resistant topcoat. While not available for inspection until existing insulation is removed, the existing standing seam metal roof deck is assumed to be in serviceable condition, and repair is not anticipated to be necessary for a short term upgrade of the plant. The underside of the roof deck is expected to require light power tool (wire brush) cleaning, taking care to confine and collect particulate debris and prevent its entry into operating treatment basins and filters. Temporary covering of treatment basins and filters will be required during insulation removal and replacement: A complete new heating and ventilating system will be installed, to replace the failing air handling units and gas unit heaters. New dual 600 MBH gas-fired air handlers will be installed at the location of the existing units. Additionally three new 400 MBH individual gas unit heaters will be installed— along the west wall, at the northwest corner, and at the northeast corner of the building. Natural gas piping will be extended to the latter two locations. Thermostatic controls will be provided with new heating equipment. Also, three new power wall ventilators will be installed along the south wall of the building sized for four building air changes per hour. Ventilators will be provided with manual timer controls, and power exhaust louvers for make-up air along the east and west walls. A new bolted and welded galvanized steel catwalk will be designed and installed alongside the inlet flume to Filters #1 to #8. The catwalk will also extend to replace temporary wood walkways currently in place between those filters and their upstream flocculation tanks. The catwalk will be supported on steel columns bolted to the floor, and new access stairs will be provided. Catwalks will include OSHA-prescribed handrails and toeplates. Treatment Unit Improvements Four major improvements to existing treatment units will be made as short term upgrades under Alternative 1 — new flash mixers and new flocculator equipment on the 1983 treatment train, a shunt line to bypass excess flow to the head of the plant during a filter backwash, and diagnosis and repair if necessary of suspected clearwell leakage. These improvements are intended to optimize treatment efficiency with the existing process. Other treatment units will be retained in service in their current condition for the short term. 3 Alternatives Analysis-Treatment Section S.A New high-pressure, in-line flash mixers will be installed in the individual pipelines feeding the two 1983 flocculation basins, replacing the over-sized, high maintenance existing units. Inoperable paddle flocculators in the twin 1983 basins will be removed and replaced with new equipment. Two flocculators are used per basin. New flocculators will be vertical paddle type, adjustable for speed. To avoid "bumping" flow to operating filters when a unit is idled for backwash, a 12-inch bypass line will be installed to bypass the 875 gpm designated for one filter back to the head of the plant. This line will tap into the existing plant influent header, and utilize an in-line, low head booster pump to transfer water back to the Inlet Tower. The pump will include a variable speed drive, with an automatic control loop to a new "bypass"flowmeter. Pump operation will be interlocked with filter backwash control in the existing plant control system. Bypass flow is no longer practical to route to the Recycle Water Sump, as existing pumps at that location have been retrofitted to discharge Backwash Surge Basin flows to Sourdough Creek for WDES Permit compliance purposes (see Section 3.A). Uncertainty remains as to whether the plant clearwell is leaking into the Backwash Water Basins, based on occasional observation of a chlorine residual in an adjacent corner of the latter basins. While not overly likely given the double walls separating the clearwell from the Backwash Water Basins, the presence or absence of such a breach needs to be conclusively determined. A leakage detection consultant specializing in concrete tankage will be hired for this investigation. If leakage is confirmed, pressure grouting may be a possible remedy. Repair costs have not been included in the capital cost estimate for Alternative I (see Appendix A.3),pending confirmation of the need for same. Chemical Feed System Improvements Several chemical feed system improvements will be included in the short term upgrade of the existing WTP — adding a redundant filter aid "pre-coat" polymer feed station, replacing the existing dry fluorosilicate feeder with a new liquid fluoride feed system, and replacing the existing gas chlorinator system with a liquid sodium hypochlorite feed system. For reliability, a second filter aid "pre-coat"polymer feed station will be provided adjacent to the existing operator-installed system near the backwash pumps. The existing equipment has been successfully used to add filter aid polymer during the last few minutes of a filter backwash to "pre-coat" the media. The new station will consist of an adjustable peristaltic feed pump and liquid polymer tank with stand. Operator selection of which feed station is in use will be manual. To eliminate maintenance problems and safety risks with the existing dry fluorosilicate system, the existing dry chemical feed and slurry equipment will be removed. In its place a new liquid fluoridation system feeding neat 25 percent hydrofluorosilicic acid will be installed, similar to the equipment currently used on the Lyman Spring system. A 1,000 gal cross-linked high density UV-stabilized polyethylene storage tank will provide 40 days of storage at year 2010 Average Day (water) Demand. Dual variable speed peristaltic feed pumps will be provided, with a 4 :11ternatives An alvsis-Ti-ecatment Section 5.A fluoride analyzer for automatic dosage control and alarm shutdown. Existing piping for delivering fluoride solution to the clearwell will be flushed and reused. The vacated dry fluoride feeder room will be consolidated with the current chlorinator room to provide adequate space for liquid fluoridation equipment. Chlorination equipment will be replaced and relocated as described below. The expanded fluoridation room will have an exterior wall for a filling port for bulk liquid deliveries. New concrete stub walls will be poured for secondary chemical containment. The exterior building wall of the room will need to be removed and reinstalled to permit tank setting. A new electric unit heater, power wall ventilator, and motorized intake damper will be installed in the expanded fluoridation room, along with an outside (second) access door with panic hardware. Fluoridation capability will necessarily have to be suspended for a short period during construction. Chlorination improvements described below will necessarily have to precede the fluoridation upgrade, so the existing chlorinator room space available for an expanded fluoride facility. The existing gas chlorination system using one-ton cylinders will be replaced with a new liquid system using 14 percent sodium hypochlorite. Given the chemical's 30-day shelf life, storage facilities will be sized for 20 days capacity for year 2010 Average Day.Demand, Twin 1,500 gal cross-linked high density UV-stabilized polyethylene storage tanks will be used, allowing some flexibility during seasonally high water demands. During non-peak periods one tank can be left empty. Three variable speed peristaltic feed pumps will be provided, with anew Schedule 80 PVC piping manifold. Pumps will be sized at 100 gpd each to provide firm capacity for Peak Day(water) Demand, and allowing for hypochlorite decay to 12 percent strength. A new control interface will be established with the existing Hach CI17 chlorine residual analyzer leaving the clear-well. It will be used for automatic (flow paced) dosage control and alarm. Existing delivery piping to the clearwell will be reused. Existing chlorinators will be removed, and the current chlorinator room converted to additional space for new liquid fluoridation equipment. The chlorine storage room currently housing one- ton gas cylinders will be gutted, and converted to the new liquid hypochlorination area. The room has an exterior wall for a new filling port for bulk liquid deliveries. New concrete stub walls will be poured for secondary chemical containment. The outside wall of the room will need to be removed and reinstalled to permit tank setting. A new electric unit heater, power wall ventilator, and motorized intake damper will be installed, along with a new chlorine gas detector and automatic controls to start ventilation equipment. The existing outside access door will be retained, although new door leaves will be installed with panic hardware. Chlorination capability will necessarily have to be maintained during construction, requiring careful scheduling. An outdoor cradle will have to be erected to allow temporary placement of one gas cylinder for use during retrofitting of the chlorine storage room, requiring that work occur during non-freezing temperatures. Once new liquid hypochlorination equipment is operable, the gas system can be fully dismantled. Gas inventory will be managed ahead of construction to minimize unused chlorine. 5 Alternatives Analysis-Treatment Section 5.A With hypochlorination, post-chlorination pH adjustment may no longer prove necessary. Significant pH suppression resulted from past gas chlorination, and Lead and Copper Rule compliance required the subsequent addition of sodium hydroxide to raise pH. The new Caustic Feed Building and equipment therein will be retained in the event modest pH readjustment is still needed. The automated caustic feed system includes pH monitoring and dosage modulation, making it suitable if any final pH tempering is required with hypochlorination. Instrumentation and Control Improvements A number of 1/C components of the existing plant are obsolete or deficient(see Section 3.A), and will be upgraded under Alternative 1. These include influent flow control/metering and level sensing improvements on the 1983 treatment train, along with pneumatic actuator replacements on filter inlet, outlet and backwash lines. Revisions to filter effluent turbidity instrumentation and recalibration of all plant flowmeters are also included. Individual flow meters and independent flow controls are needed on the inlets to the two 1983 flocculation basins. This will promote more uniform flow splitting between the two basins, overcoming some of the hydraulic imbalance currently occurring with the asymmetrical outlet control boxes. Insertion-type, paddle wheel flowmeters will be added through new ports tapped on the 20-inch flocculation basin inlet pipes. Adequate straight pipe runs exist on each inlet for laminar flow and accurate measurement. Manually adjustable butterfly valves will be installed on 20-inch drops from the inlet header to each basin inlet, allowing flow balancing. Existing valves on the inlet header will allow isolation of each basin. Each basin will need to be drained for the installation, and work could be done in conjunction with a regular basin cleaning event. The obsolete Andron hydro-pneumatic water level sensors on Filters #1 through #8 will be replaced with modern pneumatic pressure (level) transmitters and pneumatic indicating controllers. Process control pneumatics on the 1983 filters will be fin-ther upgraded by the replacement of pneumatic actuators on filter inlet and backwash valves. Existing filter inlet and backwash valves will be retained and retrofitted with the new actuators. This should eliminate the current need for overly frequent cleaning and service on existing pneumatic valve controllers. Effluent valves, actuators, and positioners on Filters#1 through#8 have been replaced within the past three years, along with the plant air compressor system as described in the following section. Additional actuator replacements will necessarily have to be staged during periods of low water demand to allow removal of some filters from service. To improve influent flow imbalances to Filters #1 through #8, hydraulic improvements to the filter influent flume and/or filter inlets will be made. This will ensure that all filters receive equal flow allocations. In-flume longitudinal baffling to segregate influent to the pairs of filters may be practical, possibly in combination with orifice or proportional weir plates in the inlet spillway to each filter. A detailed hydraulic study, possibly with some in-field prototyping will be necessary before selecting the final methodology. The evaluation will also need to consider the effect of removing individual filters from service during backwash. Retrofitted baffles or weir plates will 6 .-llternath,es Attalvsi.s-Treatment Sectioti 5.A be fabricated aluminum. Existing filter inlet valves (with new pneumatic controllers) will be retained. An adjustable flow control (butterfly) valve will be added on the eight-inch FTW line to regulate flow. A new eight-inch propeller flowmeter will also be added to confirm FTW flow rates against valve settings. Existing "real time" filter turbidimeter data collection needs to be suppressed during filter backwash events to eliminate erroneous readings resulting from flow reversals in the filter outlet lines. Turbidimeter sample points are located on the common outlet piping through which backwash water is admitted. This situation will be corrected by remedial programming of the plant control system to deactivate turbidity readings during backwash for individual filters, using the plant's control system contractor. Additionally all plant flowmeters will be recalibrated by a contracted 11C service technician. Calibrations will include the large plant influent and effluent.Venturi meters where field-applied coatings are suspected of reducing throat dimensions, affecting meter accuracy. Pump and Compressor Improvements To promote reliability, one existing backwash pump and the filter surface wash pump are already slated for replacement in the plant FY07 budget. The remaining original backwash pump will be rebuilt or replaced as part of the short term. WTP upgrades. New electronic ramp starters will also be provided for both backwash pumps under the Alternative 1 improvements, replacing troublesome old partial wind motor starters. The remaining original backwash pump will be difficult to remove, given limited floor and headroom space. The pump's motor was rebuilt recently and could be reused. Scheduling for rebuilding or replacement will need to coincide with low water use periods since the plant will temporarily need to rely on only one unit. Pump replacement may be preferable over rebuilding to allow the second unit to be returned to service more quickly. The problematic "valve air" compressor system was already replaced in its entirety in December 2005, including new duplex 10 hp compressors, filter, drier, and controls. New equipment is now suitably sized for valve actuator pressure and airflow requirements. Backwash Handling Improvements For short term continued operation of the existing WTP, improvements related to safe access to and ice deterrence on the Backwash Water Basins are necessary. Anti-icing measures are also necessary at the outlet structure to the Backwash Surge Basin. New air bubbler systems will be installed at both locations to deter ice formation. New catwalks will be installed atop the dividing walls of the Backwash Water Basins for safe access. 7 Alternatives Analvsis-Treatment Section 5.A Perforated air bubbler lines are a means to prevent ice adherence to structures, and are used at locks and dams as well as marinas in cold climates. For the Backwash Water Basins and the Surge Basin outlet,perforated polyethylene bubbler lines will be clamped along all existing walls several feet below the water surface. The air bubbles expelled create a lifting action, raising warmer water from the lower reaches of the basins and deterring ice build up at the walls. The bubbler action may impair settling along the periphery of the basins, but the effect is not anticipated to be substantial since the majority of the basin area will not be disturbed. Also, the bubbler system will only be used intermittently, as ice prone conditions warrant. To span all interior Backwash Water Basin walls and the Surge Basin outlet, approximately 1,500 feet of bubbler line will be used. Bubblers will be used seasonally, and will be manually started. Air pumps will have integral thermostatic controls, allowing automatic start/stop based on air temperature. Packaged bubbler systems are commercially available from several vendors, including Dock Bubbler (Carson City, NV) and Air Aqua Enterprises (Ringwood, IL). Systems typically include a weatherproof 120V air pump (e.g., 250 watts), bubbler tubing, and accessories. To cover the Backwash Water Basins, eight packaged systems each serving approximately 200 ft of perimeter will be used. An additional unit for the Backwash Surge Basin Outlet will be provided. Each air pump will be plugged into new outdoor outlets installed for the equipment. Air pumps will be housed in ventilated insulated outdoor cabinets with thermostatically controlled resistive 220V strip heaters. Two air pumps will be installed per cabinet, where practical. To provide safe maintenance access along the length of each Backwash Water Basins, new OSHA-compliant catwalks will be installed atop dividing walls of the basins. New catwalks will be bolted and welded, galvanized steel, with handrails and toeplates. Part of the design sequence for this improvement will include a structural evaluation to confirm the existing basin walls can support the additional load. 8 Alternatives Analvsv&-Treatment Section 5.A. Operational Requirements The plant as upgraded under Alternative 1 will have virtually the same operating requirements as the current rendition of the facility. Certain improvements will promote easier or safer access to treatment components such as Filters 41 through#8, and the Backwash Water Basins. Anti-icing bubblers installed in those basins should also reduce time spent by Operators breaking ice and sustaining basin function during freezing periods. The existing nine WTP Operators remain an appropriate staffing level for the upgraded facility. Those Operators' responsibilities will continue to include the Hyalite and Sourdough intakes, the Lyman spring collectors and control buildings, and the three finished water storage reservoirs. Treatment process efficiency will continue to vary seasonally between 70 and 95 percent, depending on raw water quality. With improved flocculation and better process flow control capabilities, the upgraded WTP will hopefully not revert to seasonal efficiencies as low as 70 percent. However, the Alternative 1 improvements do not provide significant enhancement of treatment performance, but rather primarily address serviceability and reliability issues for the next five-.plus years. Actual firm plant capacity, as defined by Circular DEQ1, Section 4.2.1.3 will remain 13.75 MGD, derated for one of the 12 filters out of service. Enemy Requirements Some of the Alternative 1 improvements will have limited impacts on energy requirements at the existing WTP. The new ceiling insulation and heating system for the building should slightly reduce energy consumption. New heating units will have better efficiency, and better insulation will improve heat retention. Motor loads at the plant will increase slightly with the addition of a 15 hp bypass booster pump used intermittently during filter backwashes. That motor plus the replacement 5 hp filter surface wash pump will use modern premium efficiency motors, thereby reducing the additional energy draw. The small 120V air pumps used for the anti-icing bubbler system in the Backwash Water and Surge Basins will add less the 2.2 kW of total electrical load, seasonally. Other energy requirements of the upgraded WTP will remain unchanged. It is assumed the existing 500-amp electrical service will remain in use for the upgraded plant. Regulatory Compliance and Permits Regulatory compliance capability of the WTP as upgraded under Alternative 1 will essentially remain unchanged from the current facility. While significant non-compliance episodes will remain unlikely in the short term, eventually compliance with forthcoming federal regulations may become more difficult given the limitations of the direct filtration process. Insufficient 9 Alternatives Anethsis-Treatment Section 5.A treatment capacity will remain the foremost future limitation with the existing plant, once upgraded. The conversions to liquid fluoridation and liquid hypochlorination are not anticipated to affect regulatory compliance. Properly managed, liquid hypochlorination is fully capable of compliance with the Stage 1 and Stage 2 Disinfectants/Disinfection Byproducts Rules, as demonstrated by the similar system currently operating on the Lyman system. Hypochlorination is also expected not to create the effluent pH suppression past gas chlorination did, potentially simplifying Lead and Copper Rule compliance. The change in disinfection to liquid hypochlorination will likely require further disinfection profiling under the Interim Enhanced Surface Water Treatment Rule. Plant Operators maintain an ongoing disinfection database, and submitted an acceptable profile to NMEQ in 2001. The results of future 24-month Cryptosporidium testing on Hyalite/Sourdough source waters under the new Long Term 2 Enhanced Surface Water Treatment Rule (see Appendix A.2) could affect regulatory compliance of the WTP as upgraded under Alternative 1. Depending on the `Bin Classification Number" assigned based on test results, additional treatment processes for Crypto removal may be mandated. Significant raw water Crypto levels could conceivably make the current direct filtration process inadequate, or require substantial supplemental treatment. No new regulatory or other permits, except for conventional local building permits for construction, will be needed to implement Alternative 1 or subsequently operate the upgraded facilities. The City will continue to maintain an MOPES Permit for treated backwash water discharge, subject to NMEQ's five-year renewal policy. Land Re uirements No additional land is required for the short term upgrade of the existing WTP. Existing plant buildings and basins will be retained in service, and no new facilities will be constructed external to those in current use. Environmental Considerations Environmental considerations of the short-term plant upgrades proposed under Alternative 1 are generally beneficial. Reliability of the main treatment facility for Bozeman's public water supply will be enhanced for the short term, although treatment capacity is not increased. Chemical storage and handling hazards associated with one-ton chlorine gas cylinders will be significantly reduced with a new liquid sodium hypochlorite disinfection system. Risks of catastrophic gas leaks are eliminated, and gas cylinders will no longer be handled or kept at the plant. To a lesser extent, replacing the dry fluorosilicate feed system mitigates hazards associated with dust from that chemical, although a moderate inventory of liquid 25 percent hydrofluorosilicic acid will be kept on site instead. New containment, ventilation, and alarm provisions for the liquid chemical systems enhance personnel and environmental protection. 10 .41ternutives Anah-sis-Treatinent Section 5.A Construction will require some limited disruption at the existing plant, although significant excavation or structural erection will not be necessary. Work will be staged to allow continued simultaneous operation of the plant process, in many instances scheduling activities during low water demand periods to allow idling individual components for upgrades. The relative isolation of the plant site reduces the construction-related impacts to Bozeman residents. The roads accessing the Hyalite/Sourdough WTP will see a minor increase in construction period traffic. Limited resources will be consumed for fuel during construction,along with metal and synthetic raw materials used in the manufacture of new equipment and products. Constructability A particular challenge in making the Alternative I improvements will be doing .so while sustaining operable treatment capacity during construction. Improvements to some equipment will require removing treatment trains from service. Building upgrades may require removing select treatment units from service and/or providing temporary coverings and scaffolding atop them. Improvements can be scheduled to target lower water demand periods, and much of the work is indoor,allowing winter construction_ Construction scheduling will be very critical, and costs will be comparatively high. Increased costs will result from the need to maintain treatment capability, protect operating treatment units from contamination during construction, and in some cases accelerating work to minimize equipment downtime. Two years of sequenced construction are anticipated to be necessary to complete all of the improvements. Cost Estimates Capital Cost Estimate A capital construction cost estimate for Alternative 1 is summarized in Table 5.A.1 (next page). The detailed version of the itemized capital cost estimate appears in Appendix A.3. Annual Cost Estimate An annual operating cost estimate for Alternative 1 is summarized in Table 5.A.2. Production dependent operating costs such as chemicals are based on an assumed average water production of 4.5 MGD (the mean of current and year 2010 Average Day Demand projections presented in Section 4.A, less 2.0 MGD assumed from the Lyman system). A detailed version of the itemized annual operating cost estimate appears in Appendix A.3. Annual costs shown include operating labor for all Plant Department 46 operations, plus chemicals, utilities, solids disposal, and maintenance services and materials for the Hyalite/Sourdough WTP only. Additional costs for utilities, services and supplies for other 11 A1ternatives Analysis-Treatment Section 5.A Department 46 facilities such as the Lyman system and storage reservoirs are excluded from the annual costs shown. Table 5.A.1. Capital Cost Summary for WTP Alternative 1 - Short Term Upgrade of Existing Process Improvements Estimated Capital Cost Mobilization, Sitework, & Demolition/Disposal $143,580 Building & Facility Improvements $294,274 Treatment Unit Improvements $272,500 Chemical Feed System Improvements $168,000 Instrumentation &Control Improvements $550,500 Pump &Compressor Improvements $110,000 Backwash Basin Improvements $162,813 Subtotal — Construction Cost: $1,701,667 Contingency(20%) $340,333 Estimated Construction Cost: $2,042,000 Engineering Design & Inspection (20%) $408,400 Legal, Funding &Administration Costs (5%) $102,100 MDEQ Plan Review Fee $750 Total Estimated Capital Cost: $2,553,250 12 ,41ternatives Analysis-Treatment Section i.A Table 5.A.2. Annual Operating Cost Summary for WTP Alternative 1 - Short Term UpRrade of Existing Process Cost Category Estimated O&M Cost Operating Labor w/Benefits(') $630,000 Replacement Materials & Installation(2) $63,831 Chemicals(Z) $127,975 Miscellaneous Contracted Services & Repairs(2) $25,000 Electrical Power& Natural Gas(2) $76,570 Subtotal --Annual O&M Cost: $1323,376 Labor cost for full Plant Department 46 operation. (2)Cost for Hyalite/Sourdough WTP MI ; Lyman system, reservoir, and remote facility costs excluded. 13 Alternatives AnaNsis-Treatment Section 5.A HYALITE/SOURDOUGH ALTERNATIVE 2A — ADD CONTACT ADSORPTION CLARIFICATION "PEAKING PLANT" TO EXISTING WTP PROCESS Background As described in the screening of surface water treatment alternatives in Section 4.A, adding an 8.0 MGD (nominal) "peaking plant" to the existing WTP plant would provide a nominal combined capacity of 23 MGD, meeting projected Peak Day water demands for the next 10 years. Conjunctively, the resulting facilities would be better able to handle seasonal turbidity loads. Alternative 2A approaches this need for peaking capacity by adding solids removal using Contact Adsorption Clarification (CAC) equipment ahead of new mixed media filters. Unlike the existing flocculation basins at the plant,the CAC equipment would provide actual removal of coagulated solids, rather than just flocculation. CAC systems operating on similar raw waters in Helena and Butte typically reduce turbidity to less than 5.0 Ntu prior to filtration. The expanded capacity using CAC treatment would also give Operators more flexibility in dealing with seasonally high turbidity loads, allowing reduced hydraulic loading to existing (direct) filters until water demands reach projected maximums. The new CAC "peaking plant" could be used intermittently until future water demands warrant full time operation. The remainder of the time when the existing direct filtration process can handle raw water turbidity and afford enough capacity, CAC equipment could be bypassed. CAC process suitability must be confirmed with pilot testing before adopting this treatment method. Plant staff has already experimented informally with a CAC test column, but three seasons of rigorously controlled pilot testing would be necessary— including winter cold water, spring runoff, and later summer warm water with algae present. Alternative 2A would likely commit the City to eventual construction of a new CAC treatment plant in approximately 10 years, as peak water demand surpasses 21.3 MGD (including the Lyman system). Description The existing WTP facility would be retained in service, although the short term Lip grades described under Alternative 1would still be_required. New CAC equipment with 8.0 MGD nominal capacity, complete with mixed media filters, would be added in a new separate building sited directly south of the current main plant building. A schematic of improvements proposed under Alternative 2A is shown in Figure 5.A.2. Estimated construction and O&M costs for this alternative are discussed in a following section, and are itemized in detail in Appendix A.3. 14 a ci FINISHED WATER TO 0 DISTRIBUTION SYSTEM w ` = T i 3 I EXIST.CAUSTIC FOR Ir-FINAL pH ADJUST, o' a € EXISTING W.T.P.-UPGRADED PER ALT. 1 CLARIFIED BACKWAS WATER Tti FLUORIDATION B CKWASHSURGE o _ BASIN 8 CREEK = HYPOCHLORITE L _......_.................•-------................ ----......__. DISCHARGE N 1............ WATER BAISIVNS ,` DISINFECTION __...—- ------- ° iSEXIST. W.T.P. WRiFEFFLUENT m ��--�- W EXIST RAW WATER I BACKWASH PUMPS MICROSTRAINERS t.. HYALITE RAW TRANSMISSION VAULT I -- EXIST. i WATER LINE — — INLET (EXIST CLEARWELL -- I 4 ��► 4TOWE BENEATH BUILDING) .. ..........;.........._.._...............--� SOURDOUGH RAW -� WATER LINE i I ACID FOR pH ___________________.._.._._..__.._._--------..---___-.___ __..I .I_..... --- LEGEND FINISHED SUPPRESSION LEGEND ALUM OR FERRIC y c•,"I I I COAGULANT /!A _-__ E � t-- CATIOIJIC < •A,C�> ---->- ALTER ��.� WATER FLOW(NEW) POLYMER I �� • : �-i _q( _._.__.- FILTER BACKWASH ': n o...`......� .. -�.—............ i WATER SUPPLY(NEW) FLASH MIX '.0 i; ° ' 4--_—_ SPENT BACKWASH I `.., I...� .A -0 - FILTER �.......� WATER NEW) Y - a.-..�z.. --...............-._...-- _ AIR SUPPLY FOR C.A.C. —(r &FILTER BACKWASH ---------._,...._- � TER BA AS EXIST. PROC ESS SS " I —FLOWS(AS LABELED) FILTER �j;:�• � ,� � CHEMICAL ADDITION BLOWERS FOR �-•% i .; i .� � � AS LABELED(NEW) , CLARIFIER FLUSH i ..........t--- �._.............------- i- j r ........5.. —,..._.............- - - CHEMICAL ADDITION BELED(EX1ST.) FILTER ' Imo•- -- � —._.........-. ............--•— FILTER AID POLYMER NEW C.A.C.TREATMENT BUILDING (TYPICAL) W.T.P. ALTERNATIVE 2A SCHEMATIC ADD C.A.C. "PEAKING PLANT" TO EXISTING W.T.P. PROCESS CITY OF BOZEla/dAN FIGURE 5.A z Civil Enginccring g Lund surveying t # oRA.wH BY., WATER FACILITY PLAN ALLIED Gcatechnical Engineering '+sue/ 0ATE- DEC_2005 BOZEMAN,MONTANA ENGINEERING Stmctumi Cnginecring — - FIG-10 Alternath,es Anahsis-Treatment Section 5 A CAC and Filter Equipment CAC equipment would be modular, with four units of 2.0 MGD capacity each. Tanks would be epoxied, welded steel. A new 24-inch raw water feed line would penetrate the existing plant Inlet Tower,providing operating head to the new CAC treatment train. Raw water piping will be routed.overland in an insulated chase to the new CAC treatment building. Inside that building, chemical addition will be followed by flash mix, using a variable speed in-line mechanical mixer mounted in the raw water pipeline. A raw water manifold distributes flow to the four CAC units; with individual modulating influent valves working in concert with flow and pressure meters to regulate flow. Each CAC unit would have 140 sf of upflow area, and normally be loaded at 10 gpm/sf. A four-foot depth of buoyant plastic bead media is retained by top screens, and water enters from beneath. Clarified water overflows into launders, then passes to filters built contiguous with the clarifier tankage. New filters would use mixed media with thermoplastic underdrains. Each of the four filters would have 280 sf of surface area, loaded at 5.0 gpm/sf. Effluent modulating valves interfaced with liquid level controllers regulate flow and initiate filter backwashes according to adjustable presets. This configuration is based on U.S. Filter/C.P.C. Trident TR-840A units, and other CAC equipment options are assumed to be similar. The modular equipment involved will include local instrumentation and controls. The four new CAC/filter units will be reusable in a permanent new WTP, as lroposed under Alternative 3. In operation, as flocculated solids collect in the interstices of the plastic CAC media, headloss' rises, and the influent valves open further maintaining the desired flow rate. Once a terminal headloss of approximately 4.0 feet is reached in a CAC unit, inflow is temporarily shut off to it, and air from blowers is introduced in the influent piping. This expands the plastic media (by reducing its buoyancy) and agitates it for cleaning. Then raw water is reintroduced at 10 gpm/sf, flushing dirt to the launders. Actuated valves divert the backwash water to waste, and it will be routed to the existing Backwash Water Basins. Based on operating experience at other plants, CAC run times will vary seasonally with raw water turbidity; but eight hours is a typical average; contingent on pilot testing. Filters will operate to terminal headloss, upon which adjustable controls will trigger backwash. Backwash will use a combination of air scour and water wash at 20 gpm/sf, and will flow to the existing Backwash Water Basins at the plant. Average filter run lengths of 24 hours are anticipated. Backwash flow for the new filters is assumed to be provided from the existing WTP clear-well, using either of the two rebuilt backwash pumps provided under Alternative 1. New filters in the 8.0 MGD CAC treatment train are of similar size and require the same backflow rate. New 18-inch backwash piping will be extended from the existing plant backwash header(s) to the new CAC building. 16 Alternatives Analvsis-Treatment Section 5.A Joint use of the two WTP backwash pumps reduces firm capacity somewhat, and prevents simultaneous backwash of more than one filter at a time. This may become a more critical limitation with a new total of 16 filters in service, but should be manageable in the short term. Backwash cycles that have in the past reached 30 per day at the existing plant are not expected to increase. This is due in part to the added solids removal for 8.0 MGD of flow through new CAC units, plus the fact that CAC clarifiers will backwash without pumps, using raw water from the Inlet Tower. Following filtration, effluent will flow through new 24-inch return piping to the existing plant clearwell. A new underground pipe penetration through the south wall at the upstream end of the clearwell will be required. Hypochlorite disinfection of filtered water from the new CAC treatment train will occur in the clearwell conjunction with flow from the existing (upgraded) plant. The 630,000-gallon existing clearwell is not currently counted towards disinfection CT credit by Operators for compliance reporting due partly to derating by MDEQ for poor baffling (see Section 3.A). Increasing plant flow to a maximum of 23 MGD will reduce the CT credit used for compliance purposes in the 30-inch transmission to the Sourdough storage tank, decreasing it by as much as one-third. CT compliance in the transmission main should still be achieved, although with less margin. If necessary, the contact time in the existing clearwell (likely rated at 10 percent volume for CT) could also be incorporated into CT calculations. Chemical Feed Systems Along new 24-inch raw water piping in the new CAC building, sequential chemical feed points would allow addition of sulfuric acid for pH adjustment (if necessary), ferric chloride (or alum) coagulant, and cationic polymer. A variable speed in-line mixer will be provided on the influent line to provide proper mixing irrespective of flow rate(number of units in operation). Additional post-clarification provisions for filter aid polymer addition will be provided. Exact chemical feed requirements for coagulation will be determined through pilot testing. For cost estimating purposes separate liquid feed systems for each of the above chemicals have been assumed. Chemical feed systems for the new CAC treatment train will be housed in separate enclosed space in the CAC building. Chemical storage will include secondary containment, high rate ventilation, safety and emergency provisions, and be IBC compliant. Due to its hazardous nature, the sulfuric acid feed system will be housed in a separate enclosed space subject to a strict code classification, and double-wall containment piping will be used for acid delivery. All liquid chemical storage tanks will use materials compatible with the specific chemicals involved; and an acid resistant lining will be required for acid tankage. Chemical storage tanks will each be sized for 30 to 60 days of inventory at the 8.0 MGD design flow. Each storage tank will have an outdoor fill port, designed with "drain back"provisions. Liquid chemical feed systems would all utilize peristaltic pumps,provided in duplex for redundancy. Seasonal pilot testing may show suppression(e.g., to pH 6.0) of the ambient raw water pH of 7.8 to 8.0 optimizes coagulation. A larger, more durable floc must be built for capture in CAC's, compared to the "pin floc" currently formed for the existing direct filtration process. If 17 Alternatives Anah sis-Treatment Section 5.A suppression of pH proves necessary, re-adjustment following treatment would be necessary. In this case, the relatively new Caustic Feed system at the existing plant can be used, adding sodium hydroxide to water leaving the clearwell. For cost estimating purposes for Alternative 2A, pH suppression with sulfuric acid, followed by pH re-adjustment with the existing Caustic Feed system has been assumed. Backwash Water Handling Existing Backwash Water Basins will receive the additional wastewater from new CAC and filter cleanings. These four basins provide 24 to 48 hours of detention for the existing 15 MGD plant except during periods of extreme raw water turbidity when detention can drop as low as eight hours (see. Section 3.A). With up to an additional 0.8 MGD of backwash wastewater (CAC's plus new filters at design flow), detention times in the existing basins will drop to eight to 16 hours, with possible reductions as low as four hours during excessive raw water turbidity episodes. While adequate for reasonable settling, this may jeopardize compliance with the City's MPDES Permit for discharge of treated (settled) backwash water to Sourdough Creek. That permit will likely require modification(s) within an estimated three to five years as flows and backwash volumes grow. Based on a Total Residual Oxidant as Chlorine limit of 0.175 mg/l,.flows are currently limited under the permit to 165 to 765 gpm (varying by month according to 7Q10 streamflow). Backwash flows will increase beyond these limits as water production increases. The current permit limits TSS to a 37 ppd Annual Average Load, for which an increase may not be negotiable with MDEQ. At current plant flows, this has required that discharge remain below 30 mg/l TSS concentration(30-day average). With up to a twofold increase in backwash water generation, the permitted TSS concentration limit may decrease proportionately. At the same time the effectiveness of treatment in the existing Backwash Water Basins will be reduced by higher waste flows and resultant reductions in detention (settling) time. Particularly if modified MPDES Permit conditions require reductions in TSS concentration to 15 or 20 mg/l, existing settling basins may not provide adequate removal. With increased washwater flows, even TSS removal to 30 mg/1 may be impaired. Hence it is assumed that additional solids removal treatment will be needed. Rotating drum microstrainers will be retrofitted into the downstream ends of each of the four existing Backwash Water Basins. Such equipment is available from various manufacturers, and is offered in configurations suitable for insertion in concrete channels. Typical performance with 60-um stainless steel mesh media provides TSS effluent concentrations of 15 mg/1 with feed waters up to 100 mg/l. Each of the four units will each be sized for 0.5 MGD, based on 0.75 MGD of flow from the existing,plant filters plus an additional 0.8 MGD from new CAC units and filters. Drive motors are 0.75 hp. A high-pressure (screen) wash water supply of 15 gpm at 100 psi to each microstrainer will be provided for screen washing. Screen washwater totaling up to 86,000 gpd will be recycled to the head of the basins. Installation of microstrainer units will enhance the plant's ability to meet potential TSS concentration and load limits likely resulting 18 Alternatives Analysis-Treatment Sectioti 5.A from amending its MPDES Permit for additional backwash wastewater discharge. Equipment assumed for cost estimating purposes is based on the Hydrotech 1603-IH of Vellinge, Sweden (w ww.hydrotech.se,U.S. representative -Water Management Technologies,Baton Rouge, LA). Limited concrete modifications at the outlets of the existing basins will be required to install screening equipment. Units will be manually controlled, but are intended for continuous operation. Units may be operated intermittently, at least during initial years, as necessary to meet TSS compliance requirements. Foam-insulated fiberglass weather hoods with infrared gas heaters will be provided to allow operation in winter. Dual 3.0 hp in-line ANSI booster pumps will be provided for screen rinse water supply. Rinse water will be returned by gravity through submerged (for freeze protection)2" PVC piping to the heads of each basin. Pumps will be housed inside the east wall of the existing Main Building at the plant for weather protection. Rinse water feed lines to the microstrainers will require heat tracing for winter operation. Other than the addition of microstrainers to enhance TSS removal, operation and annual (manual) cleaning of the existing Backwash Water Basins will continue unchanged under Alternative 2A. The existing Backwash Surge Basin will also be retained in operation. Anti- icing bubblers will be added at both locations as described under Alternative 1. Supporting Mechanical Equipment In addition to rebuilt duplex backwash pumps provided in the existing WTP under Alternative 1, additional blowers and compressors will be provided for new CAC and filter equipment. Redundant 20 hp (640 efin at 4.1 psi) air blowers provide air for CAC flushing cycles and filter air scour during backwash. Additionally triplex 1.0 hp compressors will provide air for the CAC manufacturer's pneumatic instrumentation and control valves. Compressors and blowers will be located in the new CAC building. As noted previously, new liquid chemical feed systems will be provided for coagulants and related reagents. Additionally duplex booster pumps will be installed in the existing Main Building at the plant to provide screen rinse water for the new microstrainer units in the Backwash Water Basins. Instrumentation and Control The manufacturer will provide Iocal I/C for each CAC/filter unit, integral with the unit. These controls include the influent flow control loop to modulate CAC inflow, clarifier headloss sensing and flushing, filter liquid level and effluent rate of flow, and clarifier and filter backwash. Controls are PLC-based with electronic and pneumatic instrumentation. Control valves are pneumatic. 19 Alternatives Analysis-Treatment Sectiotl 5.A Manufacturer's controls for each CAC/filter unit will be interfaced through a central PLC, using analog and discrete inputs/outputs (1/0's) from the individual local control panels. Additionally the central PLC in the new CAC building will interface with the existing WTP central control system to provide status reporting (only) in the existing control room. Control of the new CAC treatment train will be conducted in the new building. The combination of individual CAC/filter unit manufacturer's controls and the.new central PLC unit will provide "distributed control" for the units in the new treatment train. Flowrneters will be installed on raw water, finished water, and backwash water lines. Raw water flow rates will be used to flow-pace coagulant chemical feeds. On-line raw and finished pH meters will be used to check pH suppression and resulting finished water pH prior to entry into the clearwell. Raw water pH will be used in a compound loop with raw water flow to pace acid addition for pH suppression prior to coagulation. A new raw water turbidimeter will be provided on the raw water inlet line to the new CAC process. Additionally individual filter effluent turbidimeters will be provided on each filter effluent line, backed up by a combined effluent turbidimeter on the treated water header from the new train. New air blowers will require motor control centers (MCC's) for their 20 hp motors. Their use (individually) will add about 32 amps to the existing electrical loads at the plant, contributing to the need to upgrade the existing 500-amp electrical service to the site. Building and Facility Improvements Given the anticipated 10-year life before water demands outstrip the treatment capacity of Alternative 2A, an insulated metal building is deemed adequate to house new CAC/filter equipment. An 80-foot by 100-foot by 16-foot eave height building will be used, within 20 feet of the south wall of the existing Main Building. Adequate City-owned plant site property is available at this location. The building will be situated on a new concrete slab with foundation walls. Floor sumps will be provided to collect filtered effluent, with connecting piping back to the existing plant clearwell. The 8,000-square-foot building will be spray foam insulated, with interior partition walls to isolate the chemical feed area. The sulfuric acid feed room will be fully sealed, with FRP paneling and an outside door. Liquid chemical feed ports will be located along the east wall of the new building, accessed by new paving around the east end of the Backwash Water Basins. Building HVAC systems will include gas-fired air handling units,with power wall/roof vents and motorized louvers for ventilation and humidity control. Natural gas will be extended from the existing plant service. The new treatment building will be tied to the house water system (pump in clearwell) of the existing main plant building. Floor drainage and domestic wastewater from the new building 20 Alternatives Analisis-Treatment Section S.A will be routed to the existing plant site septic tank and drainfield system for treatment and disposal. The existing 500-amp three-phase plant electrical service will need to be upgraded to at least 700 amps to handle the additional electrical loads. A combination of fluorescent and incandescent ceiling lighting will be used. A small enclosed office area will be provided for with desk and lab counter, for on-site record keeping and sample handling. Laboratory testing functions will remain in the existing plant lab. Operational Requirements The new CAC peaking plant will not necessarily need to operate 365 days per year. Depending on Operator preference and raw water quality, daily water demands less than approximately 13 MGD could continue to be met with the upgraded direct filtration plant. Alternatively lower water demands could be entirely met with only the new CAC plant. When raw water turbidity increases, simultaneous operation of the `peaking plant" with the existing direct filtration plant would reduce hydraulic loading to those filters. The new CAC process is also better suited to handling variations and peaks in raw water turbidity. For annual cost estimating purposes, 960 million gallons of annual water production through the new CAC peaking plant has been assumed over the next decade. This equates to operation of the new treatment train at its 8.0 MGD design capacity for 120 days per year, or one-third utilization. With the addition of 8.0 MGD of additional treatment capacity and a new separate CAC treatment train, operating requirements are projected to increase. The addition of two full-time equivalent licensed Class I surface water treatment Operators is anticipated for expanded maintenance and operations needs. Given a moderate degree of automation with the new CAC treatment train, dedicated staffing of it will not be required. Operations and maintenance for new CAC and filter equipment can be accomplished in conjunction with the existing plant. The existing plant operating schedule of three around-the-clock shifts with only a single Operator on third shift should remain adequate with the added facilities under Alternative 2A. The newly added Operators will assist with the expanded operations and maintenance, primarily during the first and second shifts. Additional operating needs will be associated with testing and monitoring of coagulation chemistry and filter performance, additional backwash wastewater handling and treatment, and maintenance of more treatment and 1/C equipment. With the addition of the new CAC treatment train, firm plant capacity, as defined by Circular DEQI, Section 4.2.1.3 will increase to 21.0 MGD, assuming the largest (new CAC) unit out of service. Treatment efficiency for the new CAC treatment train is anticipated to be 90 percent or greater. The existing (upgraded) direct filtration WTP will continue to vary seasonally between 21 -41ternuth,es Anah.-sis-Treatment Section 5.A 70 and 95 percent, and is expected to improve slightly with the Alternative 1 plant improvements. At flows less than the 23.0 MGD (nominal) design capacity provided under Alternative 2A, existing filters and new CAC treatment equipment can be loaded at reduced rates,affording better capability to handle seasonal high raw water turbidity episodes. Energy Requirements Energy consumption will increase with the new CAC and filter equipment, the 5,000-square-foot building for same, and the Alternative 1 plant upgrades required in association with Alternative 2A. Approximately 25 hp of additional air compressor and blower equipment will operate intermittently for CAC and new filter backwashing. Existing (upgraded) plant backwash pumps will also cycle approximately 50 percent more with the added new filters. The new CAC building will create additional natural gas and electrical loads for HVAC and lighting systems. The additional electrical loads will require upgrade of the existing plant electrical service to a recommended 700 amps. This will create a slight, though manageable, additional load on the Northwest Energy electrical grid in the southeast portion of Bozeman. Rc2ulatory_Compliance and Permits The reconfigured WTP under Alternative 2A should be capable of full regulatory compliance for its 10-year.design life. The addition of a CAC process for approximately one-third of the plant output will improve compliance capability. The existing (upgraded) direct filtration system retained in service should remain compliant, but in the longer term may prove more problematic from a compliance standpoint. Depending on the outcome of 24-month Cryptosporidium testing on Hyalite/Sourdough source waters under the new Long Term 2 Enhanced Surface Water Treatment Rule (see Appendix A.2), additional treatment beyond direct filtration could prove necessary for the 15 MGD treatment train. Higher Crypto levels in the source waters would mandate further treatment. The existing plant's MODES Permit for discharge of settled backwash water to Sourdough Creek will require modification under Alternative 2A due to increased flows. Backwash wastewater flows requiring treatment and discharge are projected to roughly double during the design life of the reconfigured plant. The existing MPDES Permit also stipulates a 37 ppd Annual Average Load for TSS_ As part of the Permit modification process, MDEQ will need to determine-if the current annual load can be increased or remain unchanged. In the latter event, treatment of backwash water will be especially critical and microstrainers to enhance removal are included in this alternative. While backwash flows and TSS concentrations will not likely exceed current Permit norms for several years, the City should initiate contact and if necessary pursue negotiation for permit modifications immediately under Alternative 2A. Otherwise there is a risk that obsolete permit limits could impair full capacity operation of the reconfigured WTP. No other new regulatory or other permits, except for local building permits for construction, will be needed to implement Alternative 2A or operate the new facilities. 22 Alternatives Analysis-Treatment Section S.A Land Requirements No land acquisition or easements are anticipated to be needed for the Alternative 2A improvements. Existing plant buildings and basins will be retained in service, as described under Alternative 1. The new 8,000-square-foot CAC building will be sited on existing City-owned land at the plant site. The new building location will be adjacent the existing Main Building, parallel to its south wall. Architectural and aesthetic considerations will be incorporated into the exterior design of the new building to assure compatibility with existing plant structures and the surrounding environ. Environmental Considerations Environmental considerations of the reconfigured WTP under Alternative 2A are primarily beneficial. Reliability of the main treatment facility for Bozeman's public water supply will be significantly enhanced, and treatment capacity will be increased to meet projected water needs for 10 years. Chemical storage and handling hazards in the existing plant will be mitigated as described under Alternative 1 for both gaseous chlorine and dry fluorosilicate. New containment, ventilation, and alarm provisions for the replacement liquid chemical systems enhance personnel and environmental protection. Additional chemical feed systems will be installed in the new CAC building for that treatment train. The coagulants involved are generally innocuous, although the potential use of concentrated sulfuric acid for pre-coagulation pH suppression involves certain hazards. The need for acid will be determined during future seasonal pilot testing of the CAC process, but if required, will call for certain handling precautions. Isolated storage with secondary storage tank containment and high-rate ventilation, double wall containment piping, protective equipment, and special operating procedures will be used to promote Operator and public safety. A maximum inventory of 1,500gallons of acid is proposed on site. Construction will require disruption at the existing plant, although treatment capability will be maintained. Work will be staged to allow continued simultaneous operation of the plant process, in many instances scheduling activities during low water demand periods to allow idling individual components for upgrades. The Alternative 1 improvements required in conjunction with Alternative 2A could follow construction of the new CAC/filter treatment train. This would allow use of the new equipment while the existing plant was upgraded. Work on common components that will serve both facilities, such as backwash pumps and the Inlet Tower, will need to be closely scheduled to minimize treatment downtime. The improvements proposed under Alternative 2A, including the required Alternative 1 plant upgrades, will likely span two construction seasons. The relative isolation of the plant site reduces the construction-related impacts to Bozeman residents. The roads accessing the Hyalite/Sourdough WTP will see a minor increase in construction period traffic. 23 :11ternatives ArraNsis-Treatment Section 5.A Limited resources will be consumed for fuel during construction, along with metal and synthetic raw materials used in the manufacture of new equipment and products. Constructability Alternative 2A will require sustaining operable treatment capacity during construction. In addition to the constructability issues addressed under Alternative 1, the new CAC building will require major construction at a separate, adjacent location. Construction scheduling will be very critical to target lower water production periods for the more disruptive construction activities, particularly where removal of existing treatment units from service is involved. Such scheduling and acceleration of certain tasks to minimize equipment downtime will result in higher than normal construction costs. The work proposed under Alternative 2A is nonetheless of a type for which ample contractor resources are available in the state. Some manufacturedequipment and specialty subcontractor services will necessarily come from outside the region. Cost Estimates Capital Cost Estimate A capital construction cost estimate for Alternative 2A is summarized in Table 5.A.3 (next page). The detailed version of the itemized capital cost estimate appears in Appendix A.3. Annual Cost.Estimate An annual operating cost estimate for Alternative 2A is summarized in Table 5.A.4 (next page). Production dependent operating costs such as chemicals are based on an assumed average water production of 5.5 MGD (the mean of current and year 2015 Average Day Demand projections presented in Section 4.A, less 2.0 MGD assumed from Lyman system). A detailed version of the itemized annual operating cost estimate appears in Appendix A.3. Annual costs shown include opergLn&Iabor for all Plant D artment 46 operations, plus chemicals, utilities, solids disposal, and maintenance services and materials for the Hyalite/Sourdough Hyalite/Sourdough WTP on . Additional costs for utilities, services and supplies for other Department 46 facilities such as the Lyman system and storage reservoirs are excluded from the annual costs shown. 24 Alternatives Analysis-Treatment Section S.A Table 5.A.3. Capital Cost Summary for WTP Alternative 2A - Add CAC "Peaking Plant" to Existing WTP Process Improvements Estimated Capital Cost Mobilization, Sitework, & Demolition/Disposal $1,031,780 New Building & Existing Building Modifications $1,711,816 Treatment Units & Equipment $991,303 Backwash Water Handling Improvements $318,800 Process Piping,Valves &Appurtenances $888,500 Instrumentation & Control $193,000 Miscellaneous (pilot testing) $126,000 Subtotal --Construction Cost: $5,261,199 Contingency(20%) $1,052,240 Estimated Construction Cost: $6,313,439 Engineering Design & Inspection (20%) $1,262,688 Legal, Funding &Administration Costs (5%) $315,672 MDEQ Plan Review Fee $1,500 Subtotal --Estimated Capital Cost: $7,893,299 Plus Alternative 1 "Short Term"Upgrades to Existing Plant(REQ'D) $2,553,250 Total Estimated Capital Cost: $10,446,648 Less Present Worth of CAC Units Reused at Year 2015 in Alt. 3 ($154,677) Net Estimated Capital Cost(Present Worth): $10,291,872 [Present Worth based on I=6%.] Table 5.A.4. Annual Operating Cost Summary for WTP Alternative 2A - Add CAC 'Peaking Plant"to Existing WTP Process Cost Category Estimated O&M Cost Operating Labor w/Benefits(') $770,000 Replacement Materials & Installation(2) $156,698 Chemicals(2) $222,362 Miscellaneous Contracted Services & Repairs(2) $50,000 Electrical Power& Natural Gas(2) $108,258 Subtotal --Annual O&M Cost: $1,307,318 Labor cost for full Plant Department 46 operation. (2)Cost for Hyalite/Sourdough WTP only; Lyman system, reservoir, and remote facility costs excluded. 25 Alternatives Anah.sis-Treatment Section 5.A HYALITE/SOURDOUGH ALTERNATIVE 2B — ADD MEMBRANE FILTRATION "PEAKING PLANT" TO EXISTING WTP PROCESS Background Adding 8.0 MGD of peaking capacity to the upgraded existing WTP could also be accomplished with membrane filtration equipment, as explained in the screening of surface water treatment alternatives in Section 4.A. Like Alternative 2A using a CAC peaking plant, this would provide a nominal combined capacity of 23 MGD, meeting projected Peak Day water demands for the next 10 years. The resulting facilities would be better able to handle seasonal turbidity loads. Alternative 2B approaches this need for additional capacity by using modular membrane filtration units for 8.0 MGD of treatment capacity. Membrane filtration provides a positive barrier to Cryptosporidium, Giardia, and bacterial contaminants, and can be capable of four-log or greater reductions. Actual log reduction credit for membrane filtration under the pending Long Term 2 Enhanced Surface Water Treatment Rule is proposed to be established by empirical "challenge testing," and could vary amongst membrane manufacturers and styles. Membrane filter manufacturers are typically responsible for testing and documentation of their products for compliance with federal regulatory standards, and specific "challenge testing"for use in Bozeman should not be required. Currently membrane manufacturers are not standardized around a common membrane material or design. Hence membrane filtration WTP design remains subject to latitude and typically is based on one or several individual brands of equipment selected during the design process. For potable water applications, tubular hollow fiber membranes in vertical modules appear to be evolving as the predominant technology, although materials and configurations still vary. For analysis of Alternative 2B, this is the style of equipment assumed for evaluation and cost estimating purposes. Consultation with membrane filtration manufacturers indicates that this equipment is fully capable of handling raw water turbidity to 400 Ntu or higher, while providing turbidity removals to 0.1 Ntu or lower. The expanded capacity using membrane filtration for 8.0 MGD of treatment capacity would give Operators more flexibility in dealing with seasonally high turbidity loads, allowing reduced hydraulic loading to existing (direct) filters until water demands reach projected maximums. A new membrane filtration "peaking plant" could be used intermittently until future water demands warrant full time operation. The remainder of the time when the existing direct filtration process can handle raw water turbidity and afford enough capacity, membrane filtration equipment could be bypassed. Performance and design parameters (e.g., loading rates cleaning frequency, etc.) for membrane filtration must be confirmed with pilot testing before adopting this„treatment method. Three seasons (one year) of rigorously controlled pilot testing would be necessary — including winter cold water, spring runoff, and later summer warm water with algae present. Because solids in backwash wastewater from membrane cleaning are not coagulated to promote settling, 26 Alternatives Anahsis-Treatrnent Section 5.A settleability tests should also be included during piloting to confirm wastewater treatment requirements. Alternative 2B would likely commit the City to eventual construction of a new membrane filtration treatment plant in approximately 10 years, as water demand surpasses 21.3 MGD (including the Lyman system). Description The existing WTP facility would be retained in service, although the short term upgrades described under Alternative 1 would still be required. New membrane filter units with 8.0 MGD nominal capacity, complete with feed water pumps and cleaning/flushing equipment, would be added in a new separate building sited directly south of the current main plant building. A schematic of improvements_proposed under Alternative 2B is shown in Figure 5.A.3. Estimated construction and O&M costs for this alternative are discussed in a following section, and are itemized in detail in Appendix A.3. 27 0 0 i FINISHED WATER TO w DISTRIBUTION SYSTEM w ` N T EXIST.CAUSTIC FOR '0 11I FINAL pH ADJUST. i I EXISTING W.T.P.-UPGRADED PER ALT. 1 _ a ...... .......................... -------------------................................. CLARIFIED BAC WATER TO EXIST. o FLUORIDATION BACCKWA H SURGE S --- ---------------------- K a HYPOCMLORITE BASIN SCREE DISINFECTION EXIST. BACKWASH I,. "I I— DISCHARGE v �_ WATER BASINS €'•-••" oj .... ...... .EXIST RAW WATER j WI EFFLUENT ••••-�E ; MICROSTRAINERS a —— TRANSMISSION VAULT •••••••••••• i HYALITF RAW ::EXIST• WATER LINE •.IINLET (EXIST. CLEARWELL �i. ' }TOWE BENEATH BUILDING) <. — / ---� ::.....s .: .............. - _.._....... -- SOURDOUGH RAW �- WATER LINE j L. , L............ ...i-................ .................... 1 1 NEW MEMBRANE FILITER BUILDING �S - \ I WASTEWATER LEGEND 1.CHEMICAL IV ,1-- -- -- I SUMP I j <.............__. RAWAND FINISHED CLEAN IN-PLACE FEED I WATER FLOW(NEW) SYSTEMS I PUMP TRAINER 2 MGD MEMBRANE SUPPLYFILTER BAIEKwASH ti.J—.._ �c -......_ FILTER SKID - ( W) SPENT CLEANING FEED I <-- WASTEWATER{NEW) ._._........... .............. 1 I PUMP TRAINER i AIR SUPPLY FOR FILTER 2 MGD MEMBRANE ;.._ �..—.._ FILTER SKI6 CLEANING(NEWj CHEMICAL FILTER CLEAN-IN-PLACE(NE" FEED i PUMP (STRAINER --��...............------------ i 4——EXIST. PROCESS I FLOWS(AS LABELED) _ 2 MGD MEMBRANE I j 1 FILTER SKID Ih- CHEMICAL ADDITION I t T .............- — -... -� I A LABELED NEW) AIR FEED j COMPRESSORS f PUMP TRAINER CHEMICAL ADDITION FOR FILTER,.---? ' 2 MGD MEMBRANE ' REVERSE AS LABEIFD(EXIST,) CLEANING h FILTER SKID p g I S W.T.P. ALTERNATIVE 2B SCHEMATIC ADD MEMBRANE FILTRATION "PEAKING PLANT" TO EXISTING W.T.P. PROCESS CITY OF BOZEMAN � I •�l� FIGURE 5.A.3 Civil Engineering WATER FACILITY PLAN Land Surveying DRAM OY: AGO Geotcchnicol Engineering �+ � oaT DEC.ALLIED s s .a,fi/ C._2005 - EOZEMAN,MONTANA ENGINEERING Structural Engineering I°ROJCCT 0: .� ..,..�. FW-10 ,11ternatives Analysis-Treatment Section S.A. Membrane Filter Equipment Membrane filtration equipment would be modular, with four units of 2.0 MGD (nominal) capacity each. Four 2.0-MGD skid-mounted membrane units would each have 70 replaceable filtration modules, operating at a flux rate of approximately 65 gpd/sf. Membrane skids include PLC-based controls. Separate feed water pumps and raw water strainers will be provided for each skid. Duplex air (scour) compressors and clean-in-place solution systems will support membrane filters. A new 24-inch raw water feed line would penetrate the existing plant Inlet Tower, providing operating head to the new membrane filter train. Raw water piping will be routed overland in an insulated chase to the new membrane filter building. Inside that building, feed water pumps will push raw water through self-cleaning strainers into the delivery manifolds on each membrane filter skid. Based on consultation with several membrane manufacturers, chemical addition for coagulation prior to filtration is unlikely to be necessary (contingent on pilot testing). No treatment chemical additions have been assumed for cost estimates for membrane filtration. A raw water manifold distributes flow to the four membrane filter skids, with manual influent valves for isolation and maintenance. Feed water pumps will be variable speed, and integral filter .controls will maintain flow rate through membrane filters as headloss increases with fouling of the hollow fiber media. Membrane filter controls will also provide for periodic reverse flow/air scrub cleaning of media based on adjustable setpoints for time and/or head loss, typically for 10 to 15 seconds several times an hour. Duplex (redundant) reverse flow pumps will be provided with the filtration equipment for this purpose. More rigorous chemical clean-in-place would occur for a short (e.g., 30 to 60 minutes) interval daily or weekly, plus a more extensive chemical cleaning on monthly or bi-monthly intervals. Individual 2.0 MGD membrane skids will be temporarily removed from (water production) service during flushing or cleaning episodes. Exact cleaning frequencies will be confirmed during pilot testing, and may vary seasonally. Only one membrane skid will be flushed and/or cleaned at a time. Membrane filter hollow fiber media will be an inert polyvinyl derivative, providing resistance to cleaning chemicals. Membrane materials are typically proprietary with filter equipment manufacturers. Membrane pore size varies with different filtration applications. A 0.1 micron pore size is suitable for turbidity, Cryptosporidium, and Giardia removal for surface water treatment. Based on the surface area of the hollow fiber media strands, a flux rate of 50 to 100 gpd/sf is typical. Individual membrane filter modules contain many hollow media fibers, providing 500 sf or more of surface area per module. Trans-membrane pressure monitoring will give an indication of media fouling, and trigger flushing and cleaning events. Although varying amongst membrane manufacturers, an "outside-to-inside" mode of flow is assumed for the membrane filter modules. Raw water enters the outer wall of hollow fibers, and filtrate is collected on the inside. A small amount of raw water from the plenum exterior to the 29 Alternatives Analysis-Treatment Section S.A fibers is recirculated to reduce solids fouling. Individual fibers are sealed at each end in an epoxy-potted connection. Filtrate is collected in a header on the membrane skid, and will be piped to new 24-inch return piping to the existing plant clearwell. A new underground pipe penetration through the south wall at the upstream end of the clearwell will be required. Hypochlorite disinfection of filtered water from the new membrane filtration treatment train will occur in the clearwell conjunction with flow from the existing (upgraded) plant. The 630,000-gallon existing clearwell is not currently counted towards disinfection CT credit by Operators for compliance reporting due partly to derating by MDEQ for poor baffling (see Section 3.A). Increasing plant flow to a maximum of 23 MGD will reduce the CT credit used for compliance purposes in the 30-inch transmission to the Sourdough storage tank, decreasing it by as much as one-third. CT compliance in the transmission main should still be achieved, although with less margin. If necessary, the contact time in the existing clearwell (likely rated at 10 percent volume for CT) could also be incorporated into CT calculations. Maintaining the integrity of individual membrane fibers and related connections is of critical concern to prevent passage of contaminants. Any breach in a connection or rupture in an individual fiber must be detected promptly, allowing isolation and repair. The membrane filter control system includes continuous filtrate quality (turbidity) monitoring, coupled with daily air pressurization testing for this purpose. During air testing, abnormal loss of pressure indicates a breach, and visual air bubble detection provisions are provided to allow Operators to isolate the individual module that is Ieaking. Modules can easily be disconnected and replaced in this event, allowing prompt resumption of treatment. Breached membrane fibers can usually be manually plugged once a module is removed from service, allowing re-use of a repaired module. Manufacturer's controls for membrane integrity monitoring will be interfaced with an alarm system in the new building, as well as the existing WTP central control system. Membrane filter media (modules) have a finite life, and will require full replacement after an estimated 10 years of continuous service. Inability to restore design flux rates despite comprehensive chemical cleaning will be an indication of the need for replacement. Useful life of membranes will vary with water conditions and maintenance. Costs for membrane replacement on an assumed 10-year interval are included in the annual cost estimates in Appendix A.3. A concern for municipalities with membrane filters is the availability of replacement media. To allay concerns with availability and future pricing, it behooves utilities to select membrane filtration equipment from reputable manufacturers that have endured in the industry, and to negotiate future pricing assurances at the time of original equipment purchase. The above membrane filtration equipment and operational configuration is based on a Pall Microfiltration System using Micronza® microfiltration modules, and other membrane filtration equipment options are assumed to be similar. The modular equipment involved will include local instrumentation and controls. The four new membrane filter units will be reusable in a permanent new WTP, as proposed under Alternative 4. 30 Alternatives Analvsis-Treatment ,S'ectiorr 5.A Chemical Feed Systems Based on comparison of various manufacturers, feeding of coagulation chemicals is not anticipated to be required with membrane filtration. Consequently feed systems for alum, ferric chloride, cationic and filter aid polymer will not be necessary. Membrane filters, due to their small pore size, are capable of intercepting turbidity and bacterial contaminants without agglomeration into larger particles. Chemical feed systems for Alternative 2B will be limited to chemical cleaning equipment for the 8.0 membrane system. This feed system will be provided by the membrane filter manufacturer in conjunction with the filtration equipment, and will consist of dual (redundant) clean-in-place solution tanks with a recirculating pump. Chemical cleaning will utilize solutions of 1.0 percent sodium hydroxide followed by 0.1 percent sodium hypochlorite, or alternatively 0.5 percent citric acid. Separate hydroxide and hypochlorite cleaning has been assumed for cost estimating purposes, although the equipment involved would be equally suitable for citric acid. Spent cleaning waste will be diverted to a 40,000-gallon concrete wastewater sump beneath the floor of the new building. Here hydroxide and hypochlorite, if used,will neutralize each other. Backwash wastewater from air scour/reverse flow will also flow to this sump, and duplex submersible pumps will periodically transfer wastewater to the existing Backwash Water Basins. A daily flow of approximately 390,000 gpd is projected at design capacity of the membrane peaking plant. On-site bulk liquid storage for cleaning chemicals will be provided in separate enclosed space in the new membrane filtration building. Chemical storage will include secondary containment, high rate ventilation, safety and emergency provisions, and be IBC compliant. Due to their reactive nature, sodium hydroxide and sodium hypochlorite will be housed in separate enclosed spaces. All liquid chemical storage tanks will use materials compatible with the specific chemicals involved. Chemical storage tanks will be used for 35 percent sodium hydroxide and 14 percent sodium hypochlorite, as feed stocks for the cleaning solutions. Each will be sized for 30 to 60 days of inventory at the 8.0 MGD design flow. Separate solution tanks will be provided for hatching the dilute cleaning solutions,and equipped with mechanical mixers for mixing. A daily total of less than 5,400 gpd of chemical solutions will be required at the 8.0 MGD design flow. Given the relatively low solution strength of sodium hydroxide and sodium hypochlorite required, minimal deliveries of each chemical are anticipated. Sodium hypochlorite solution stability dictates that it not be held (at 14 or 0.1 percent) for greater than 30 days. Each storage tank will have an outdoor fill port, designed with "drain back" provisions. Bulk deliveries of each chemical can occur in conjunction with other deliveries of the same chemicals for post-clearwell pH adjustment (sodium hydroxide) and disinfection (sodium hypochlorite) already scheduled elsewhere at the plant (see Alternative 1). Continued use of the hydroxide feed equipment at the existing WTP Caustic Building will likely be 31 . Alternatives Atialvsis-Treatment Sectioti S.A unnecessary in the future, once disinfection is converted to hypochlorination, although the facility is assumed to be retained for contingencies. Backwash Water Handling Multiple wastewater streams will be generated from the membrane filter units. In aggregate these should comprise 5.0 percent or less of total water production, yielding filter efficiencies of 95 percent or higher. Seasonal fluctuations are anticipated with varying raw water turbidity_ At design flow the following wastewater streams will accumulate in the 40,000-gallon sump beneath the new membrane filter building: • Air scour/reverse flow backwash water estimated at 385,000 gpd at design flow. • Daily chemical cleaning waste, plus monthly or bi-monthly full clean-in-place solutions estimated at 5,400 gpd(in combination). Existing Backwash Water Basins will receive this additional wastewater from new membrane filter units. Four basins totaling 630,000 gallons provide 24 to 48 hours of detention for the existing 15 MGD plant except during periods of extreme raw water turbidity when detention can drop as low as eight hours (see Section 3.A). With up to an additional 0.4 MGD of backwash wastewater, detention times in the existing basins will drop to 16 to 32 hours, with possible reductions as low as six hours during excessive raw water turbidity episodes. While adequate for reasonable settling, this may jeopardize compliance with the City's MPDES Permit for discharge of treated (settled) backwash water to Sourdough Creek. That permit will likely require modification(s) within an estimated three to five years as flows and backwash volumes grow. Based on a Total Residual Oxidant as Chlorine limit of 0.175 mg/l, flows are currently limited under the permit to 165 to 765 gpm (varying by month according to 7QI0 streamflow). Backwash flows will increase beyond these limits as water production increases. The current permit limits TSS to a 37 ppd Annual Average Load, for which an increase may not be negotiable with MDEQ. At current plant flows, this has required that discharge remain below 30 mg/1 TSS concentration (30-day average). The addition of spent 0.1 percent sodium hypochlorite membrane cleaning solution may also contribute to Total Residual Oxidant as Chlorine as defined in the permit, although the low volumes and concentrations involved suggest it may be inconsequential. With a 60 percent increase in process wastewater generation, the permitted TSS concentration limit may decrease by one-third or more. At the same time the effectiveness of treatment in the existing Backwash Water Basins will be reduced by higher waste flows and resultant reductions in detention (settling) time. Particularly if modified MPDES Permit conditions require reductions in TSS concentration to 20 mg/l, existing settling basins may not provide adequate removal. With increased washwater flows, even TSS removal to 30 mg/1 may be impaired. Hence it is assumed that additional solids removal treatment will be needed. 32 Alternatives Anali.sis-Treatment Section S.A Rotating drum microstrainers will be retrofitted into the downstream ends of each of the four existing Backwash Water Basins. Such equipment is available from various manufacturers, and is offered in configurations suitable for insertion in concrete channels. Typical performance with 60-um stainless steel mesh media provides TSS effluent concentrations of 15 mg/l with feed waters up to 100 mg/l. Each of the four units will each be sized for 0.3 MGD, based on 0.75 MGD of flow from the existing plant filters plus an additional 0.4 MGD from new membrane filter units. Drive motors are 0.75 hp. A high-pressure (screen) wash water supply of 15 gpm at 100 psi to each microstrainer will be provided for screen washing. Screen washwater totaling up to 86,000 gpd will be recycled to the head of the basins. Installation of microstrainer units will enhance the plant's ability to meet potential TSS concentration and load limits likely resulting from amending its MPDES Permit for additional backwash wastewater discharge. Equipment assumed for cost estimating purposes is based on the Hydrotech 1603-1H of Vellinge, Sweden (www.hydrotech.se, U.S. Representative Water Management Technologies, Baton Rouge, LA). Limited concrete modifications at the outlets of the existing basins will be required to install screening equipment. Units will be manually controlled, but are intended for continuous operation. Units may be operated intermittently, at least during initial years, as necessary to meet TSS compliance requirements. Foam-insulated fiberglass weather hoods with infrared gas heaters will be provided to allow operation in winter. Dual 3.0 hp in-line ANSI booster pumps will be provided for screen rinse water supply. Rinse water will be returned by gravity through submerged (for freeze protection) 2" PVC piping to the heads of each basin. Pumps will be housed inside the east wall of the existing Main Building at the plant for weather protection. Rinse water feed lines to the microstrainers will require heat tracing for winter operation. Other than the addition of microstrainers to enhance TSS removal, operation and annual (manual) cleaning of the existing Backwash Water Basins will continue unchanged trader Alternative 2B. The existing Backwash Surge Basin will also be retained in operation. Anti- icing bubblers will be added at both locations as described under Alternative 1. 33 Alternatives Analtisis-Treatment Section 5.A Supporting Mechanical Equipment Supporting mechanical equipment for the new 8.0 MGD .membrane filtration system will be provided by the membrane equipment manufacturer to assure equipment compatibility. Four 60 hp feed water pumps will be used, one dedicated to each membrane skid. While variable speed feed water pumps must be sized for a maximum delivery pressure of 45 psi, their usual operation will be at 10 to 15 psi and energy consumption will be commensurate. Redundant 20 hp reverse flow pumps will be used with duplex 20 hp air compressor systems for air scour/reverse flow membrane cleaning. Compressors will also provide air for pneumatic controls and instruments, and will be equipped with a large receiver to reduce compressor size and cycling frequency during filter scours. Compressors and pumps will be located in the new membrane filtration building. As noted previously, new liquid chemical clean-in-place systems will be provided, and will include batch tank mixers and solution delivery pumps. Additionally duplex booster pumps will be installed in the existing Main Building at the plant to provide screen rinse water for the new microstrainer units in the Backwash Water Basins. Instrumentation and Control The manufacturer will provide local PC for each membrane filter skid, integral with the unit. These controls include influent flow and trans-membrane pressure control loops to maintain inflow, sense trans-membrane pressure, cycle air scour/reverse flow, and initiate clean-in-place. All automated cycles will be adjustable, and have manual initiation capability. Controls are PLC-based with electronic and pneumatic instrumentation. Control valves are pneumatic. Manufacturer's controls for each membrane filter unit will be interfaced through a central PLC, using analog and discrete inputs/outputs (I/O's) from the individual local control panels. Additionally the central PLC in the new membrane filtration building will interface with the existing WTP central control system to provide status reporting (only) in the existing control room. Control of the new membrane treatment train will be conducted in the new building. The combination of individual membrane unit manufacturer's controls and the new central PLC unit will provide"distributed control" for the four units in the new treatment train. Flowmeters will be installed on raw water, finished water, and cleaning wastewater lines. Submersible wastewater pumps will be controlled with float switches in the waste sump, with manual overrides and seal failure detection. A new raw water turbidimeter will be provided on the raw water inlet line to the new membrane filter process. Additionally individual filter effluent turbidimeters will be provided on each membrane skid effluent line, backed up by a combined effluent turbidimeter on the treated water header from the new train. 34 .Ilternatives Ana ysi s-Treatment Section 5.A New air compressors, feed water and reverse flow pumps will require a motor control center for their motors. Maximum simultaneous use of these units will add about a maximum of 425 amps to the existing electrical loads at the plant, contributing to the need to upgrade the existing 500- amp electrical service to the site. Building and Facility Improvements Given the anticipated 10-year life before water demands outstrip the treatment capacity of Alternative 2B, an insulated metal building is deemed adequate to house new membrane filter equipment. A 60-foot by 80-foot by 12-foot eave height building will be used, within 20 feet of the south wall of the existing Main Building. Adequate City-owned plant site property is available at this location. The building will be situated on a new concrete slab with foundation walls. A floor sump will collect backwash and cleaning wastewater, with submersible pumps and piping to the existing Backwash Water Basins. The 4,800-square-foot building will be spray foam insulated, with interior partition walls to isolate the chemical feed area. Liquid chemical bulk delivery ports will be located along the east wall of the new building, accessed by new paving around the east end of the Backwash Water Basins. Building HVAC systems will include gas-fired air handling units,with power wall/roof vents and motorized louvers for ventilation and humidity control. Natural gas will be extended from the existing plant service. The new treatment building will be tied to the house water system (pump in clearwell) of the existing main plant building. Floor drainage and domestic wastewater from the new building will be routed to the existing plant site septic tank and drainfield system for treatment and disposal. The existing 500-amp three-phase plant electrical service will need to be upgraded to at least 1,000 amps to handle the additional electrical loads. A combination of fluorescent and incandescent ceiling lighting will be used. A small enclosed office area will be provided for with desk and lab counter, for on-site record keeping and sample handling. Laboratory testing functions will remain in the existing plant lab. 35 Alternath)es Analysis-Treatment Section S.A Operational Requirements The new membrane filtration peaking plant will not necessarily need to operate 365 days per year. Depending on Operator preference and raw water quality, daily water demands less than approximately 13 MGD could continue to be met with the upgraded direct filtration plant. Alternatively lower water demands could be entirely met with only the new membrane filters. When raw water turbidity increases, simultaneous operation of the membrane "peaking plant" with the existing direct filtration plant would reduce hydraulic loading to those filters. New membrane filters are also better suited to handling variations and peaks in raw water turbidity. For annual cost estimating purposes, 960 million gallons of annual water production through the new membrane filter peaking plant has been assumed over the next decade. This equates to operation of the new membrane filtration train at its 8.0 MGD design capacity for 120 days per year, or one-third utilization. With the addition of 8.0 MGD of additional treatment capacity and a new separate membrane filter treatment train, operating requirements are projected to increase. The addition of two full- time equivalent licensed Class I surface water treatment Operators is anticipated for expanded maintenance and operations needs. Given a high degree of automation with the new membrane filtration units, dedicated staffing for them will not be required. Operations and maintenance for new membrane filter equipment can be accomplished in conjunction with the existing plant. The existing plant operating schedule of three around-the-clock shifts with only a single Operator on third shift should remain adequate with the added facilities under Alternative 2B. The newly added Operators will assist with the expanded operations and maintenance, primarily during the first and second shifts. Additional operating needs will be associated with testing and monitoring of membrane filter performance, oversight and potential follow-up for membrane cleaning and integrity testing, additional backwash wastewater handling and treatment, and maintenance of more treatment and I/C equipment. With the addition of the new membrane filtration equipment, firm plant capacity, as defined by Circular DEQ], Section 4.2.1.3 will increase to 21.0 MGD, assuming the largest (one 2.0 MGD membrane filter) unit out of service. Treatment efficiency for the new membrane filtration train is anticipated to be 95 percent or greater. The existing (upgraded) direct filtration WTP will continue to vary seasonally between 70 and 95 percent, and is expected to improve slightly with the Alternative 1 plant improvements. At flows less than the 23.0 MGD (nominal) design capacity provided under Alternative 2B, existing filters and new membrane filtration equipment can be loaded at reduced rates, affording longer running times and better capability to handle seasonal high raw water turbidity episodes. 36 Alternatives Anah.-sis-Treatment Section S.A Enemy Requirements Energy consumption will increase with the new membrane filter equipment, the 4,800-square- foot building for same, and the Alternative 1 plant upgrades required in association with Alternative 2B. Approximately 260 hp of additional air compressor and pump equipment is required for the membrane filters, but other than the continuously running feed water pumps,will operate intermittently for filter cleaning. The variable speed (pressure) 60 hp feed water pumps should draw only one-quarter of their rated horsepower during normal membrane filter operation. The new membrane filter building will create additional natural gas and electrical loads for 14VAC and lighting systems. The additional electrical loads will require upgrade of the existing plant electrical service to a recommended 1,000 amps. This will create an additional, though manageable, load on the Northwest Energy electrical grid in the southeast portion of Bozeman. Regulatory Compliance and Permits The reconfigured WTP under Alternative 2B should be capable of full regulatory compliance for its 10-plus year design life. The addition of a parallel membrane filtration process for approximately one-third of the plant output will improve compliance capability. The existing (upgraded) direct filtration system retained in service should remain compliant, but in the longer term may prove more problematic from a compliance standpoint. Depending on the outcome of 24-month Cryptosporidium testing on Hyalite/Sourdough source waters under the new Long Tern 2 Enhanced Surface Water Treatment Rule (see Appendix A.2), additional treatment beyond direct filtration could prove necessary for the 15 MGD treatment train. Higher Crypto levels in the source waters would mandate further treatment. The existing plant's MPDES Permit for discharge of settled backwash water to Sourdough Creek will require modification under Alternative 2B due to increased flows. Backwash wastewater flows requiring treatment and discharge are projected to increase up to 60 percent during the design life of the reconfigured plant. The existing MPDES Permit also stipulates a 37 ppd Annual Average Load for TSS. As part of the Permit modification process, MDEQ will need to determine if the current annual load can be increased or will remain unchanged. The addition of a low amount of 0.1 percent sodium hypochlorite or 0.5 percent citric acid for membrane cleaning solutions may also factor into a modification of the Permit. If the Annual Average Load for TSS remains unchanged in a modified permit, treatment of backwash water will be especially critical and microstrainers to enhance removal are included in this alternative. While backwash flows and TSS concentrations will not likely exceed current Permit norms for several years, the City should initiate contact and if necessary pursue negotiation for permit modifications immediately under Alternative 2B. Otherwise there is a risk that obsolete permit limits could impair full capacity operation of the reconfigured WTP. No other new regulatory or other permits, except for local building permits for construction, will be needed to implement Alternative 2B or operate the new facilities. 37 Alternatii,es Analysis-Treatme7lt Section 5.A Land Requirements No land acquisition or easements are anticipated to be needed for the Alternative 2B improvements. Existing plant buildings and basins will be retained in service, as described under Alternative 1. The new 4,800-square-foot membrane filtration building will be sited on existing City-owned land at the plant site. The new building location will be adjacent the existing Main Building, parallel to its south wall. Architectural and aesthetic considerations will be incorporated into the exterior design of the new building to assure compatibility with existing plant structures and the surrounding environ. Environmental Considerations Environmental considerations of the reconfigured WTP under Alternative 2B are primarily beneficial. Reliability of the main treatment facility for Bozeman's public water supply will be significantly enhanced, and treatment capacity will be increased to meet projected water needs for 10-plus years. Chemical storage and handling hazards in the existing plant will be mitigated as described under Alternative 1 for both gaseous chlorine and dry fluorosilicate. New containment, ventilation, and alarm provisions for the replacement liquid chemical systems enhance personnel and environmental protection. Additional chemical cleaning solution systems will be installed in the new membrane filter building for that treatment train. The cleaning solutions involved are of low concentration, but require careful handling to mitigate chemical hazards. Protective equipment and special operating procedures will be used to promote Operator and public safety. A maximum inventory of 2,000 gallons of 35 percent sodium hydroxide and 1,000 gallons of 14 percent sodium hypochlorite is proposed on site. Construction will require disruption at the existing plant, although treatment capability will be maintained. Work will be staged to allow continued simultaneous operation of the plant process, in many instances scheduling activities during low water demand periods to allow idling individual components for upgrades. .The Alternative 1 improvements required in conjunction with Alternative 2B could follow construction of the new membrane filter treatment train. This would allow use of the new equipment while the existing plant was upgraded. Work on common components that will serve both facilities, such as the Inlet Tower, will need to be closely scheduled to minimize treatment downtime. The improvements proposed under Alternative 2B, including the required Alternative 1 plant upgrades,will likely span two construction seasons. The relative isolation of the plant site reduces the construction-related impacts to Bozeman residents. The roads accessing the Hyalite/Sourdough WTP will see a minor increase in construction period traffic. Limited resources will be consumed for fuel during construction, along with metal and synthetic raw materials used in the manufacture of new equipment and products. 38 .41ternatives Analysis-Treatment Section ?.A Constructability Alternative 2B will require sustaining operable treatment capacity during construction. In addition to the constructability issues addressed under Alternative 1, the new membrane filter building will require major construction at a separate, adjacent 'location. Construction scheduling will be very critical to target lower water production periods for the more disruptive construction activities, particularly where removal of existing treatment units from service is involved. Such scheduling and acceleration of certain tasks to minimize equipment downtime will result in higher than normal construction costs. The work proposed under Alternative 2B is nonetheless of a type for which ample contractor resources are available in the state. Some manufactured equipment and specialty subcontractor services will necessarily come from outside the region. Cost Estimates Capital Cost Estimate A capital construction cost estimate for Alternative 2B is summarized in Table 5.A.5 (next page). The detailed version of the itemized capital cost estimate appears in Appendix A.3. Annual Cost Estimate An annual operating cost estimate for Alternative 2B is summarized in Table 5.A.6 (second page following). Production dependent operating costs such as chemicals are based on an assumed average water production of 5.5 MGD (the mean of current and year 2015 Average Day Demand projections presented in Section 4.A, less 2.0 MGD assumed from the Lyman system). A detailed version of the itemized annual operating cost estimate appears in Appendix A.3. Annual costs shown include operating labor for all Plant Department 46 operations, plus chemicals, utilities, solids disposal, and maintenance services and materials for the Hyalite/Sourdough WTP only. Additional costs for utilities, services and supplies for other Department 46 facilities such as the Lyman system and storage reservoirs are excluded from the annual costs shown. 39 Alternatives Analysis-Treatment .Section s.A Table 5.A.5. Capital Cost Summary for WTP Alternative 2B - Add Membrane Filtration 'Peaking Plant"to Existing WTP Process Improvements Estimated Capital Cost Mobilization, Sitework, & Demolition/Disposal $904,700 New Building & Existing Building Modifications $1,086,927 Treatment Units & Equipment $2,112,236 Backwash Water Handling Improvements $373,300 Process Piping,Valves&Appurtenances $744,000 Instrumentation &Control $149,000 Miscellaneous(pilot testing) $126,000 Subtotal--Construction Cost: $5,496,163 Contingency(20%) $1,099,233 Estimated Construction Cost: $6,595,396 Engineering Design & Inspection (20%) $1,319,079 Legal, Funding &Administration Costs (5%) $329,770 MDEQ Plan Review Fee $1,500 Subtotal --Estimated Capital Cost: $8,245,745 Plus Alternative 1 "Short Term" Upgrades to Existing Plant(REQ'D) $2,553,250 Total Estimated Capital Cost: $10,798,993 Less Present Worth of Membrane Units Reused at Year 2015 in Alt.4 ($530,480) Plus Present Worth of Membrane Module Replacement at Year 2015 $297,069 Net Estimated Capital Cost(Present Worth): $10,565,582 [Present Worth based on I=6%.] 40 Alternatives Analysis-Treatment Section S.A Table 5.A.6. Annual Operating Cost Summary for WTP Alternative 2B - Add Membrane Filtration "Peaking Plant" to Exist!y_g WTP Process Cost Category Estimated O&M Cost Operating Labor wl Benefits(') $770,000 Replacement Materials & Installation(2) $161,985 Chemicals(2) $159,634 Miscellaneous Contracted Services & Repairs(2) $50,000 Electrical Power& Natural Gas(2) $106,863 Subtotal --Annual O&M Cost: $1,248,482 Labor cost for full Plant Department 46 operation. (2)Cost for Hyalite/Sourdough WTP only; Lyman system, reservoir, and remote facility costs excluded. 41 Alternatives Analysis-Treatment Section S.A HYALITE/SOURDOUGH ALTERNATIVE 3 -- NEW CONTACT ADSORPTION CLARIFICATION WTP Background To meet the long-terns (i.e., 20-year) water supply needs for the City of Bozeman, a new CAC treatment plant to replace the existing WTP would have an initial nominal capacity of 22 MGD. This would provide capacity to meet the projected Peak Day Demand in year 2015 (see Section 4.A). Such a plant would be designed to be expandable to an ultimate capacity of 36 MGD, meeting peak water production requirements in 2025. Modular 2.0 MGD Contact Adsorption Clarification (CAC) units complete with mixed media final filters would be installed in a new building. Eleven units would be installed initially, with up to seven units added later as future water demands materialize. Unlike the existing flocculation basins at the plant, the CAC equipment would provide actual removal of coagulated solids, rather than just flocculation. CAC systems operating on similar raw waters in Helena and Butte typically reduce turbidity to less than 5.0 Ntu prior to filtration. Use of CAC treatment would also give Operators more flexibility in dealing with seasonally high turbidity loads, allowing removal of the bulk of coagulated solids ahead of the final filters. CAC process suitability must be confirmed with pilot testing before adopting this treatment method. Plant staff has already experimented informally with a CAC test column, but three seasons of rigorously controlled pilot testing would be necessary — including winter cold water, spring runoff, and later summer warm water with algae present. Alternative 3 could be a logical sequel to Alternative 2A — the construction of a CAC "peaking plant" operated in parallel with the existing (upgraded) direct filtration plant. If the City opted for this course of action, the four modular 2.0 MGD CAC/filter units used in Alternative 2A could be reused in Alternative 3. Instead the City could elect to proceed with the new Alternative 3 plant directly, without pursuing Alternative 2A in the interim. The latter scenario has been assumed for cost estimating purposes, although up to a $155,000 capital cost saving (depreciated value) could result if CAC equipment were available for reuse from Alternative 2A. Description The existing WTP facility would be retained in service only as long as necessary to allow design and construction of the new CAC plant. New CAC units with finished water filters in unitized steel tanks would initially provide 22.0 MGD of nominal capacity using 11 modular CAC/filter units. A new WTP main building would be sited directly north of the existing Backwash Water Basins,with floor space for an eventual 18 modular CAC/filter units. CAC/filter equipment is available preassembled in steel tankage or suitable for field installation in custom concrete basins. Steel tankage units have been assumed for Alternative 3 given lower construction cost and the flexibility afforded by modular equipment. The latter has the advantage 42 .-llternatives.lnahsis-Ti•eutnient Section 5A of allowing 2.0 MGD increments of plant capacity to be added sequentially as water demand increases. A schematic of improvements RLoposed under Alternative 3 is shown in Figure 5.A.4. Estimated construction and O&M costs for this alternative are discussed in a following section, and are itemized in detail in Appendix AA Inlet and Screening Facilities Beginning at the vault where the existing 30-inch Sourdough and 24-inch Hyalite raw water transmission mains terminate, a new 48" buried raw water transmission main will be installed along the west side of the existing plant building, then along the north side of the existing paving north of that building. This main will deliver raw water to the new main plant building, located across the pavement from the existing Backwash Water Basins. In the southwest corner of the new plant main bLulding, a new 25-foot tall inlet tower(head tank) and screening facility will be constructed, similar to the tower in the existing plant. The concrete tower will provide operating head to the new CAC treatment plant, meeting the 10-foot equipment height plus 4-foot terminal headloss in the clarifier media. The new tower will be larger and afford significantly more hydraulic capacity than the existing plant Inlet Tower, providing 2,700 gallons of hydraulic capacity per vertical foot. Contiguous with the new inlet tower will be a screening facility with tilting stainless steel wedgewire screen panels to remove pine needles and debris from the raw water. Screening waste will be washed to a gullet, and then dumped to a perforated container for draining and disposal to landfill. 43 EFFLUENT FINISHED WATER TO PJR BLOWERANNEX DISTRIBUTION SYSTEM (CLARIFIER FLUSH) 3MICROSTRAINERS co ULAKJF]Lu WASTEWATER (TYP OF4) n AI DISCHARGED T( z tq ,1 a 0, SOURDOUGH CREEK .......................... ----------------------------------------- -------------- ................................................................................................................. 0 ... ... ............ ... ............................. w rt.I In! i -- ---------- ----------------...... ............ --------- ----------- ----------- ............ ........ ..... A P1,10 LLI LLj ll1 w LLI LU LLJ Lu �2 F- w GRAVITY THICKENER LL EXIST.CAUSTI1 d =4 J I J -1 1J (TYP- OF 2) LL ILL FOR LL FINAL PH LL LL U. ILL ADJUSTMENT A A i 'A ............. ..... -n r .. .... .... ........ tjr. � . = " wCl c gy cor, Ls t5 Z�.6 z x C3 0 c o C; c) •-d ,- C. C.c, --c- 0 C U ;..2:i.......................! .,- -S-, -------—------------- ------- ..... ......................... ..... ------------- I............... ------------------ .......................................... ....................... ..... -------- ...................... .. .... .... ..........................---------. ....... ........ . ....... .......... ............... ......;z .... ........ Wa ............................... SLUDGE PUMPS Lu < 9,: Lij Ld tu LU pr - I. F LL u- -J F1YPOCHLOR1TE Z I ZZ LL. L. LL i I DISINFECTON 11 A, A A A A BACKWASH FILTER,adD PUMPS(PIPING . ....... NOT SHOWN FOR POLY ------ .............................MER(TYP. ..........I............. ... ............... rd - -i 0 117 (- - 0 d� CLARTY) DRYING BED#1 .............. C-1 - L cj Li i < c, &; ............ ......................... ............... I-o VACUUM ASSISTED .......... .................. .......................... .... ................... ....... ........ . . ....... ........................... ......* DRYING A ....................... . ............................................................... ............................................ < ................ .... v BEDS (AND ............ BUILDING) P-1 1.D8 MG CLEARVVELL BELOW BLDG. FLOOR SLAB ........... .............. ------—----------------------------------------------- FLASH INLET =z -m 2-- MIX TOWER :< pq U LL 5 m u-uj 0% DRYING --—---————— — — —————— BED#2 n(m - 1-1,11--.— -........... 5 0. 0�8 d R............................... <0. o =5 ;i 0 rn LEGEND DEWATERED >4 P4 aRAWAND FINISHED SOLIDSTRUCKE P fr WATER FLOW TO LANDFILLO HYALITE RAW WATER LINE zj �<------- SPENT BACKWASH WATER SOURDOUGH EXIST. RAW WATER BACKWASH WATER RAW WATERLINE TRANSMISSION VAULT < SOLIDS W.T.P. ALTERNATIVE 3 SCHEMATIC NEW CONTACT ADSORPTION CLARIFICATION W.T.P. Alternatives Analvsis-Treatment Section S.A A new 48" ductile iron pipe raw water line connecting the Hyalite and Sourdough raw water mains to the inlet tower/screening structure at the new main plant building will be laid but not connected until the new plant is fully constructed and ready for commissioning. At that time a permanent connection will be made at the existing raw water transmission main vault. Until the new plant is fully commissioned,the raw water connection to the existing plant will be retained. CAC and Filter Equipment In the new main building, floor space will be dedicated for 18 CAC/filter units with 11 installed initially. Units will be modular, with tanks of epoxied, welded steel. Inside that building, chemical addition will be followed by flash mix, using redundant variable speed in-line mechanical mixers mounted in the raw water pipeline. A raw water manifold distributes flow to the CAC units, with individual modulating influent valves working in concert with flow and pressure meters to regulate flow. Each CAC unit would have 140 sf of upflow area, and normally be loaded at 10 gpm/sf. A four-foot depth of buoyant plastic bead media is retained by top screens, and water enters from beneath. Clarified water overflows into launders,then passes to filters built contiguous with the clarifier tankage. New filters would use mixed media with thermoplastic underdrains. Each of the four filters would have 280 sf of surface area, loaded at 5.0 gpm/sf. Effluent modulating valves interfaced with liquid level controllers regulate flow and initiate filter backwashes according to adjustable presets. Filtered water would discharge through a finished water header, and flow to the new plant clearwell. This configuration is based on U.S. Filter/C.P.C. Trident TR-840A units, and other CAC equipment options are assumed to be similar. The modular equipment involved will include local instrumentation and controls. In operation, as flocculated solids collect in the interstices of the plastic CAC media, headloss rises, and the influent valves open further maintaining the desired flow rate. Once a terminal headloss of approximately 4.0 feet is reached in a CAC unit, inflow is temporarily shut off to it, and air from blowers is introduced in the influent piping. This expands the plastic media (by reducing its buoyancy) and agitates it for cleaning. Then raw water is reintroduced at 10 gpm/sf using head from the new inlet tower, flushing dirt to the launders. Actuated valves divert the backwash water to waste. Based on operating experience at other plants,CAC run times will vary seasonally with raw water turbidity, but eight hours is a typical average, contingent on pilot testing. CAC units will backwash individually. Filters will operate to terminal headloss, upon which adjustable controls will trigger backwash. Backwash will use a combination of air scour and water wash at 20 gpm/sf, and will flow to new treatment and disposal facilities. Average filter run lengths of 24 hours are anticipated. Backwash flow for the new filters is assumed to be provided from vertical turbine backwash 45 Alternath,es Anah�sis-Treatrnent Section 5.A pumps suspended over a new clearwell. The clearwell will be constructed under a portion of the building floor slab. Triple backwash pumps will be provided for redundancy at full build-out. Following filtration, effluent will flow to the new plant clearwell. It is assumed that Cryptosporidium testing under the new Long Term 2 Enhanced Surface Water Treatment Rule will not require additional log inactivation due to elevated oocyst numbers. This being the case, a 1,085,000-gallon clearwell will maintain a required 0.5-log disinfection credit (CT = 24 at pH 8.5 and 15 deg C) while providing adequate finished water three final filter backwashes per hour. The new clearwell, underlying a portion of the plant building, will be 120-foot by 80-foot by 15- foot maximum water depth. Internal baffling will assure plug flow hydraulics for maximum CT credit (assumed 50 percent). Hypochlorite disinfection of filtered water will occur in the clearwell, with flow-paced feed of 14-percent sodium hypochlorite. With encroaching growth southward along the finished water transmission main corridor, transit time in this 30-inch conduit will not be counted toward CT disinfection credit. As new water users connect closer to the plant along Sourdough Road, CT credit in the existing transmission main to the Sourdough Tank becomes increasingly compromised. The option of substituting UV disinfection for hypochlorination could reduce the size of the required new clearwell by approximately one half, although equipment costs are higher. This is a potential consideration in the City's evaluation of Disinfection Alternatives (see Disinfection Alternatives Evaluation). Filtered and disinfected water will leave the new plant clearwell via a new 48-inch line routed westward to connect to the existing 30-inch main directly west of the existing Caustic Building. That existing finished water main connects to the Sourdough Tank and distribution system. Chemical Feed Systems Along new 30- and 36-inch raw water piping inside the new plant building, sequential chemical feed points would allow addition of sulfuric acid for pH adjustment (if necessary), ferric chloride (or alum) coagulant, and cationic polymer. Redundant variable speed flash mixers will be provided on the influent line to provide proper mixing irrespective of flow rate. Additional post- clarification provisions for filter aid polymer addition will be provided. Exact chemical feed requirements for coagulation will be determined through pilot testing. For cost estimating purposes separate liquid feed systems for each of the above chemicals have been assumed. Chemical feed systems for the new CAC treatment process will be housed in separate enclosed space in the main plant building. Chemical storage will include secondary containment,high rate ventilation, safety and emergency provisions, and be IBC compliant. Due to its hazardous nature, the sulfuric acid feed system will be housed in a separate enclosed space subject to a strict code classification, and double-wall containment piping will be used for acid delivery. All liquid chemical storage tanks will use materials compatible with the specific chemicals involved; and 46 Alternatives Analysis-Treatment Section 5.A an acid resistant lining will be required for acid tankage. Chemical storage tanks will each be sized for at least 30 days of inventory at the ultimate 15.1 MGD design Average Day flow. Each storage tank will have an outdoor fill port, designed with "drain back" provisions. Liquid chemical feed systems would all utilize peristaltic pumps, provided in duplex for redundancy. Flow-pacing will be used for delivery of coagulant, disinfection, and fluoridation chemicals, with manual overrides. Seasonal pilot testing may show suppression (e.g., to pH 6.0) of the ambient raw water pH of 7.8 to 8.0 optimizes coagulation., A larger, more durable floc must be built for capture in CAC's, compared to the "pin floc" currently formed for the existing direct filtration process. If suppression of pH proves necessary, re-adjustment following treatment would be required. In this case, the relatively new (1998) Caustic Building at the existing plant (see Section 3.A) will be reused, adding liquid sodium hydroxide to water leaving the new clearwell. For cost estimating purposes for Alternative 3, pH suppression with sulfuric acid, followed by pH re- adjustment with the existing caustic feed equipment has been assumed. Dual 1,500-gallon storage tanks for 14 percent sodium hypochlorite will be housed in the main building, providing 30 days of inventory. Sodium hypochlorite solution stability dictates that it not be held for greater than 30 days, and dual tanks will afford flexibility in management of inventory. Additionally a liquid hydrofluorosilicic acid feed system for finished water fluoridation will be provided, using a 1,000-gallon storage tank with feed pumps and residual analyzer. Redundant flow-paced peristaltic chemical feed pumps will deliver each solution to the filtered water stream. Backwash Water Handling Assuming nominal 8-hour CAC clarifier runs and 24-hour final filter runs between backwash events, from 0.5 to 0.8 MGD of backwash wastewater will be generated by the new process on an annual average basis. Wastewater will be piped from the backwash launders of the CAC and final filter units to a new 1.0-million-gallon gravity thickener and flow equalization tank located east of the main plant building. This 106-foot diameter by 15-foot SWD circular concrete tank will have a conical bottom and concrete cover slab, and will allow for gravity settling of solids from backwash waste. The floor of the tank will be set 10 feet below grade to allow gravity flow of backwash water to it. The tank will provide an up to 48 hours of detention at average daily plant flows, and 11 hours of detention at the 22 MGD peak day design flow. When the plant is expanded to 36 MGD capacity in a projected 10 years, a second million-gallon thickener tank will be added. The pair of tanks will provide 30 and 14 hours of detention time at year 2025 average and peak day design flows,respectively. Each gravity thickener will have a pair of telescoping valves for decanting, and decant will be (gravity) piped to concrete tanks with 60-um rotary drum microstrainers for further TSS removal. Three microstrainers will be provided initially, each rated for 0.5 MGD. A fourth tank and microstrainer will be added when the plant capacity is increased to 36 MGD. Units will be 47 Alternatives Analysis-Treatment Section S.A manually controlled, but are intended for continuous operation. Units may be operated intermittently, at least during initial years, as necessary to meet TSS compliance requirements. Foam-insulated fiberglass weather hoods with infrared gas heaters will be provided to allow operation in winter. Dual 3.0 hp in-line ANSI booster pumps will be provided for screen rinse water supply, with a third pump added when plant capacity is expanded. Rinse water will be retumed to the gravity thickener(s) using in-line booster pumps. Microstrainer pumps will be housed inside the new vacuum drying bed building for weather protection. Rinse water feed and return lines for the microstrainers will require heat tracing for winter operation. The City's MPDES Permit for discharge of treated (settled) backwash water to Sourdough Creek will likely require modification(s) within an estimated three to five years as flows and backwash volumes grow. Based on a Total Residual Oxidant as Chlorine limit of 0.175 mg/l, flows are currently limited under the permit to 165 to 765 gprn (varying by month according to 7Q10 streamflow). Backwash flows will increase beyond these limits as water production increases. The current permit limits TSS to a 37 ppd Annual Average Load, for which an increase may not be negotiable with MDEQ. At current plant flows,this has required that discharge remain below 30 mg/l TSS concentration(30-day average). While 0.5 to 0.8 MGD average daily wastewater discharges are projected for Alternative 3, peak plant production could generate 2.2 MGD by 2015 and 3.5 MGD by 2025. With even short duration increases of this magnitude in plant discharge, the permitted TSS concentration limit will likely decrease. If modified MPDES Permit conditions require reductions in TSS concentration to 15 or 20 mg/l, settling basins may not provide adequate removal. Hence it is assumed that additional solids removal treatment will be needed, and rotary drum microstrainers are provided for that purpose. Such equipment is available from various manufacturers, and is offered in configurations suitable for insertion in concrete tanks. Typical performance with 60-um stainless steel mesh media provides TSS effluent concentrations of 15 mg/l with feed waters up to 100 mg/l. Drive motors are 0.75 hp. A high-pressure (screen) wash water supply of 15 gpm at 100 psi to each microstrainer will be provided for screen washing. Screen washwater totaling up to 86,000 gpd will be recycled to the gravity thickeners. Installation of microstrainer units will enhance the plant's ability to meet potential TSS concentration and load limits likely resulting from amending its MPDES Permit for additional backwash wastewater discharge. Equipment assumed for cost estimating purposes is based on the Hydrotech 1603-1H of Vellinge, Sweden (www.hydrotech.se,U.S. Representative Water Management Technologies,Baton Rouge, LA). Settled sludge will be withdrawn through floor piping in the gravity thickeners. Sludge is estimated to achieve a 0.5 to 2.5 percent solids concentration by settling. Sludge withdrawals will be pumped,with automatic timer and manual controls, allowing Operators to regulate sludge blow down cycles. Sludge withdrawn from the thickeners will flow to a new vacuum drying bed building, where dual vacuum assisted drying beds will be provided for dewatering. These beds 48 Alternatives Anah.,sis-Treatment Section S.A are built in shallow concrete-lined basins, with a gravel plenum and porous aggregate tiles placed above. Vacuum pumps apply negative pressure to the plenum and collect filtrate in a vacuum- tight sump. From the sump, submersible pumps will transfer filtrate to the gravity thickener tanks. Two 2,500-square-foot (60-foot by 42-foot) beds will be provided, housed in a common CMU building. Beds will be capable of independent operation, and allow dewatering of alum or ferric chloride sludge in a 24-hour cycle to 14+percent solids. Each bed will be flooded with 1.0 to 2.0 feet of liquid sludge pumped from the thickeners. Polymer will be injected into the feed line ahead of static mixers to condition (flocculate) the sludge prior to dewatering. Vacuum is applied to the loaded bed after a several hour period for "gravity drainage." At the end of the dewatering cycle a small skid-steer-type loader is used to scrape dewatered solids from the surface of the bed tiles, and load them into a dump truck. A wall opening with stop planks and overhead door is provided to each bed for loader access. Dewatered solids should pass the EPA Paint Filter Test for landfill disposal, and haul to the Logan (Gallatin County) Landfill is assumed for cost estimating purposes. The vacuum- assisted drying bed system as manufactured by White & Company/U.S. Environmental Products, Inc. (Charlotte, NC) has been assumed for cost estimating purposes, although competing equipment is available from other manufacturers. A 7,200-square-foot (1207foot by 60-foot by 12-foot eave height) vacuum drying bed building will be constructed directly east of the main plant building, between it and the gravity thickener tanks. Building construction will be insulated CMU with exterior insulation finish system (e.g., Dry-Vit). Natural gas heating will be used, with power ventilators and dampers for humidity control. House water for the vacuum drying bed building will be provided from the main building domestic water system. Supporting Mechanical Equipment New duplex 100 hp backwash pumps will be provided, taking suction from the plant clearwell, for backwashing final filters. A third pump will be added for redundancy with expansion of the plant. Redundant 20 hp (640 cfm at 4.1 psi) air blowers provide air for CAC flushing cycles and filter air scour during backwash, again with a third unit added when the plant is expanded to 36 MGD. Additionally triplex 1.0 hp compressors will provide air for the CAC manufacturer's pneumatic instrumentation and control valves. Compressors and blowers will be located in a sound insulated annex to the main plant building. As noted previously, new liquid chemical feed systems will be provided for coagulants and related reagents. Booster pumps located in the vacuum drying bed building will provide screen rinse water for the new microstrainer units, and convey used water to the gravity thickener(s). 49 Alterfratives Analysis-Treatment Section 5.A Instrumentation and Control The manufacturer will provide local VC for each CAC/filter unit, integral with the unit. These controls include the influent flow control loop for modulating CAC inflow, clarifier headloss sensing and flushing, filter liquid level and effluent rate of flow, and filter backwashing. Controls are PLC-based with electronic and pneumatic instrumentation. Control valves are pneumatic. Manufacturer's controls for each CAC/filter unit will be interfaced through a central CPU with SCADA software. Additionally flowmeter readings, turbidimeter, pH meter, status of pumps and actuated valves, and gravity thickener tank levels will be tied to the SCADA system. Analog and discrete inputs/outputs (I/O's) from the individual local control panels will be interfaced through the SCADA system. A backup CPU will be provided for redundancy. CPU work stations will be located in the office/control room of the main plant building. The combination of individual CAC/filter unit manufacturer's controls and the new central SCADA system will provide "distributed control" for each unit in the treatment train. Capability for interfacing the existing Lyman SCADA system to the new main plant system will also exist. Flowmeters will be installed on raw water, finished water, and backwash water lines. Raw water flow rates will be used to flow-pace coagulant chemical feeds. On-line pH meters will be used to check pH suppression and finished water pH leaving the clearwell. Raw water pH will be used in a compound loop with raw water flow to pace acid addition for pH suppression prior to coagulation. A new raw water turbidimeter will be provided on the raw water inlet line to the new CAC process. Additionally individual filter effluent turbidimeters will be provided on each filter effluent line, backed up by a combined effluent turbidimeter on the treated water header. Chlorine and fluoride residual monitors will track water quality leaving the clearwell. New air blowers will require motor control centers (MCC's) for their 20 hp motors. New backwash pumps, sludge pumps, blowers, compressors, and building electrical loads will require an upgrade to a 1,000-amp electrical service to the site. Building and Facility Improvements Given the anticipated 20-plus year life of the new WTP, a durable CMU main plant building is proposed. A 16-foot eave height is required for access above the 10-foot tall CAC/filter units. Building wall construction will be CMU with insulated core inserts, faced on the outside with an exterior insulation finish system (e.g., Dry-Vit). The building will be sited on City-owned plant property directly north of the existing main plant building. The building will be situated on a new concrete slab with foundation walls. A 1,085,000-gallon (80-foot by 120-foot by 15-foot SWD) clearwell will be provided beneath a building floor, located beneath open floor and lab area to avoid heavy CAC/filter unit loads on the cover slab. 50 Alternatives Arialvsis-Treatrnent Section 5.A Filtered effluent will be piped directly to the new clearwell. The clearwell will have four plug flow chambers to maximize disinfection detention time, and a CT credit of 24 is assumed (15 minutes detention at 1.6 mg/l chlorine at 15 deg C and pH 8.5). Backwash pumps and a 5.0 hp house water turbine pump will be suspended above the last chamber of the clearwell. The house water system will include a 500-gallon hydropneumatic tank and controls. The house water system will also be piped underground to serve the vacuum drying bed building, and yard hydrants for landscape irrigation. The 36,540-square-foot building will be have an air blower/compressor annex and interior partition walls to isolate the chemical feed areas, a laboratory, office/control room, and motor control center/electrical room. The sulfuric acid feed room will be fully sealed, with FRP paneling and an outside door. Liquid bulk chemical delivery ports will be located along the south wall of the new building, accessed by new paving from the existing plant site entrance. Building HVAC systems will include gas-fired air handling units,with power wall/roof vents and motorized louvers for ventilation and humidity control. Natural gas will be extended from the existing plant service to both the main plant building and the vacuum drying bed building. The existing 500-amp three-phase plant electrical service will need to be upgraded to 1,000 amps to handle the additional electrical loads. A combination of fluorescent and incandescent ceiling lighting will be used in new buildings. Laboratory testing functions will be performed in the new 900-square-foot lab area of the main building, and the lab space will be fully enclosed. Operator work spaces and the central CPU control station will be located in a separate 720-square-foot office/control room area. Separate men's and women's restrooms will be provided, with locker and shower space. A new 1,000-gallon septic tank and drainfield will be provided for the new main building. The conventional soil adsorption system will handle sanitary waste from restroom and lab fixtures, instrument drains, and building floor drains. Soil percolation testing and system permitting are included in the cost estimate for this system Once new buildings and tankage are constructed and commissioned, and the existing plant is demolished, the plant site will be paved and landscaped. Asphalt access roads to three sides of the main plant building and the vacuum drying bed building will be provided for both equipment maintenance and chemical deliveries. Other areas of the plant site will be finish graded and seeded. Ornamental plantings and landscape irrigation have not been included in the cost estimates for Alternative 3, although efforts would be made during construction to preserve existing trees and shrubs at the site where practical. Existing site perimeter chain link fencing is considered adequate for the new WTP. 51' Alternatives Analysis-Treatment Section 5.A Operational Re uirements The new WTP will necessarily operate 365 days per year. While the new CAC process is better suited to handling variations and peaks in raw water turbidity, the expanded size of the facility will require additional staffing beyond that used for the existing direct filtration WTP. The addition of two full-time equivalent licensed Class I surface water treatment Operators is anticipated for expanded maintenance and operations needs. The existing plant operating schedule of three around-the-clock shifts with only a single Operator on third shift should remain adequate with the added facilities under Alternative 3. The newly added Operators will assist with the expanded operations and maintenance, primarily during the first and second shifts. Additional operating needs will be associated with testing and monitoring of coagulation chemistry and filter performance, additional backwash wastewater handling and treatment, and maintenance of more treatment and I/C equipment. With the moderate degree of automation with the new CAC treatment units and central SCADA system, operations and maintenance for CAC and filter equipment and related instrumentation is estimated to require 22,000 staff-hours per year, including existing duties already associated with the raw water supplies, storage reservoirs, and the Lyman system. For annual cost estimating purposes (see Appendix A.3), 5.5 MGD of water production through the new process has been assumed over the next decade,based on the average of current and year 2015 projected Average Day Demand. This will increase to an average of 8.4 MGD of water production between 2015 and 2025, again based on average daily water demand projections. Both scenarios assume 2.0 MGD of water demand is met year around from the Lyman system (see Section 4.A). System-wide Peak Day Demands are projected to occur of 21.3 and 34.7 MGD in 2015 and 2025, respectively (see Section 4.A). The former is estimated to be met by 2.0 MGD of Lyman supply plus 22.0 MGD of Hyalite/Sourdough WTP capacity operating at 90 percent efficiency. The year 2025 peak demand is assumed to be met similarly,with 2.0 MGD of Lyman supply plus 36 MGD of Hyalite/Sourdough WTP capacity operating at 90 percent. The new CAC treatment train will initially provide a firm plant capacity of 20 MGD, as defined by Circular DEQI, Section 4.2.1.3 assuming one CAC/filter unit out of service. This firm capacity will increase to 34 MGD with expansion of the plant projected in 10 years. Treatment efficiency for the new CAC and filtration treatment process is anticipated to be 90 percent or greater. At flows less than the initial 22 and eventual 36 MGD (nominal) design capacity provided under Alternative 3, new CAC treatment equipment can be loaded at reduced rates, affording better capability to handle seasonal high raw water turbidity episodes. Enemy Requirements Compared to the existing WTP, energy consumption will increase with the 22 to 36 MGD of CAC treatment equipment,the 36,540-square-foot building for same, and the vacuum drying bed facilities. Approximately 125 hp of backwash pump, air compressor and blower equipment will operate up to six hours per day for CAC and new filter backwashing. Ancillary pumps for house 52 Alternatives Analysis-Treatment Section S.A water supply, backwash wastewater solids handling, microstrainers, and vacuum drying beds will add intermittent loads of up to 30 hp. The new CAC building will create additional natural gas and electrical loads for HVAC and lighting systems. The additional electrical loads will require upgrade of the existing plant electrical service to a recommended 1,000 amps. This will create a slight, though manageable, additional load on the Northwest Energy electrical grid in the southeast portion of Bozeman. Regulatory Compliance and Permits The new CAC process WTP should be capable of full regulatory compliance for its 20-plus year design life. Depending on the outcome of 24-month Cryptosporidium testing on Hyalite/Sourdough source waters under the new Long Term 2 Enhanced Surface Water Treatment Rule (see Appendix A.2), additional treatment and/or disinfection could nonetheless prove necessary. If Crypto levels in the source waters exceed 0.075 oocysts per liter, additional log removals of 1.0 to 2.5 could be mandated. In this case, the addition(or substitution) of UV disinfection could provide a logical remedy to achieve at least another 1.0 log reduction (see Disinfection Alternatives Evaluation). The existing plant's MPDES Permit for discharge of settled backwash water to Sourdough Creek will require modification under Alternative 3 due to increased flows. Backwash wastewater flows requiring treatment and discharge are projected to approximately double during the design life of the new plant. The existing MPDES Permit'also stipulates a 37 ppd Annual Average Load for TSS. As part of the Permit modification process, MDEQ will need to determine if the current annual load can be increased or will remain unchanged. In the latter event, treatment of backwash water will be especially critical and microstrainers to enhance removal are included in this alternative. While backwash flows and TSS concentrations will not likely exceed current Permit norms for several years, the City should initiate contact and if necessary pursue negotiation for permit modifications well in advance of implementing Alternative 3. Otherwise there remains a risk that obsolete permit limits could impair full capacity operation of the new WTP. The City has access to the Gallatin County Landfill at Logan, and can use it for dewatered sludge disposal. That facility is already permitted for operation by the MDEQ. No other new regulatory or other permits, except for local building permits for construction, will be needed to implement Alternative 3 or operate the new facilities. Land Requirements No land acquisition or easements are anticipated to be needed for the Alternative 3 improvements. The new 36,540-square-foot main plant building, 7,200-square-foot vacuum drying bed building, and dual gravity thickeners will be constructed on City-owned land at the 53 Alternatives Analtisis-Treatment Section S.A existing plant site, and the existing main plant building and Backwash Water Basins will be demolished. The relatively new Caustic Building will be retained in service, as described above. Architectural and aesthetic considerations will be incorporated into the exterior design of the new buildings to assure compatibility with existing plant structures and the surrounding environ. Environmental Considerations Environmental considerations of the new WTP under Alternative 3 are primarily beneficial. Reliability of the main treatment facility for Bozeman's public water supply will be significantly enhanced, and capacity will be increased to meet projected water needs for 20-plus years. Chemical storage and handling hazards in the existing plant will be mitigated by elimination of the current use of both gaseous chlorine and dry fluorosilicate. Containment, ventilation, and alarm provisions for the new liquid chemical systems enhance personnel and environmental protection. The coagulant chemicals involved are generally innocuous, although the potential use of concentrated sulfuric acid for pre-coagulation pH suppression involves certain hazards. The need for acid will be determined during future seasonal pilot testing of the CAC process, but if required, will call for certain handling precautions. Isolated storage with secondary containment and high-rate ventilation, double wall containment piping, protective equipment, and special operating procedures will be used to promote Operator and public safety. A maximum inventory of 3,000 gallons of acid is proposed on site. Solids settled from filter backwash water will be dewatered to meet EPA Paint Filter Test limits, and landfilled at an approved facility, in accordance with federal 503 Regulations. No adverse environmental impacts from disposal of these solids originating from the raw water from Sourdough and Hyalite (Middle) Creeks are anticipated. Chemical residuals in the dewatered solids should be negligible, and if present in minor amount,will be contained by landfill liners. Construction will require disruption at the existing plant site, although treatment capability will necessarily have to be maintained. Work will be staged to allow continued operation of the existing plant process during construction. The construction for Alternative 3 will likely span two construction seasons. The relative isolation of the plant site reduces the construction-related impacts to Bozeman residents. The roads accessing the Hyalite/Sourdough WTP will see a minor increase in construction period traffic. Limited resources will be consumed for fuel during construction, along with metal and synthetic raw materials used in the manufacture of new equipment and products. 54 .-tlternutives Arialvsis-Treatment Section 5.A. Constructability Alternative 3 will require sustaining operable treatment capacity during construction. The new plant structures will require major construction at separate locations, adequately removed from existing facilities. The major construction involved will nonetheless be moderately disruptive to operations and maintenance activities for the existing plant. Close consultation between the construction contractor(s), the City, and Operators will be necessary throughout construction to minimize adverse impacts to municipal water supply and treatment. Construction scheduling will be very critical to target lower water production periods for the more disruptive construction activities, particularly disconnection/reconnection of raw and finished water pipelines. Connections to the existing WTP will need to be maintained until the new plant if fully operational and proven. Such provisions and acceleration of certain tasks to minimize treatment downtime will result in higher than normal construction costs. The work proposed under Alternative 3 is nonetheless of a type for which ample contractor resources are available in the state. Some manufactured equipment and specialty subcontractor services will necessarily come from outside the region. Cost Estimates Capital Cost Estimate A capital construction cost estimate for Alternative 3 is summarized in Table 5.A.7 (below), and shows the cost of the 22 MGD plant construction and the later expansion to 36 MGD separately. The detailed version of the itemized capital cost estimate appears in Appendix A.3. 55 Alternatives Analysis-Treatment Section 5.A Table 5.A.7. Capital Cost Summary for WTP Alternative 3 - New Contact Adsorption Clarification WTP Improvements Est. Capital Cost for Est. Capital Cost to 22 MGD WTP Expand to 36 MGD WTP Mobilization, Sitework, & Demolition/Disposal $2,760,700 $248,760 Main Plant Building $7,618,916 $127,800 Treatment Units & Equipment $3,282,436 $1,937,920 Backwash Water Handling Improvements $3,929,971 $697,569 Process Piping, Valves&Appurtenances $2,536,000 $351,000 Instrumentation &Control $399,000 $92,500 Miscellaneous (pilot testing)* $126,000 $0 Subtotal--Construction Cost: $20,653,023 $3,455,549 Contingency(20%) $4,130,605 $691,110 Estimated Construction Cost: $24,783,628 $4,146,659 Engineering Design & Inspection (20%) $4,956,726 $829,332 Legal, Funding&Administration Costs (5%) $1,239,181 $207,333 MDEQ Plan Review Fee $2,500 $1,000 Total Estimated Capital Cost: 530,982,035 $5,184,324 4..:.. Plus Present Worth of Year 2015 Plant '�i iii:l:="it ;-iii Expansion to 36 MGD $2,894,926 �.,- }y° ::, =:':: :r::=:°s t. ..,:::::: ;;:fit'=! _= , .1 :a•1:i_�i?ii�3���1.L �:�1'f::. .5��. S Net Estimated Capital Cost(Present Worth): $33 876 961 [Present Worth based on I=6%] *Assumes CAC pilot testing not conducted beforehand for WTP Alternative 2A. If already done,omit cost shown. Annual Cost Estimate An annual operating cost estimate for Alternative 3 is sununarized in Table 5.A.8 (below). Production dependent operating costs such as chemicals are based on an assumed average water production of 8.4 MGD, the mean of current and year 2025 Average Day Demand projections presented in Section 4.A, less 2.0 MGD assumed to be provided from the Lyman system. A detailed version of the itemized annual operating cost estimate appears in Appendix A.3. Annual costs shown include operating labor for all Plant Department 46 operations, plus chemicals, utilities, solids disposal, and maintenance services and materials for the Hyalite/Sourdough Hyalite/Sourdough WTP only. Additional costs for utilities, services and supplies for other Department 46 facilities such as the Lyman system and storage reservoirs are excluded from the annual costs shown. 56 :Ilter-natives Anahsis-Treatment Section S.A. Table 5.A.8. Annual Operating Cost Summary for WTP Alternative 3 - New Contact Adsorption Clarification WTP Cost Category Estimated O&M Cost Operating Labor wi Benefits(') $770,000 Replacement Materials & Installation(2) $464,731 Chemicals(2) $339,952 Miscellaneous Contracted Services & Repairs(2) $120 000 Dewatered Sludge Landfill Disposal at Logan Landfill, Incl. Haul $24,638 Electrical Power&Natural Gas(2) $169,931 Subtotal —Annual O&M Cost: $1,889,252 Labor cost for full Plant Department 46 operation. (2)Cost for Hyalite/Sourdough WTP only; Lyman system, reservoir, and remote facility costs excluded. 57 Alternatives Analysis-Treatment Section 5.A HYALITE/SOURDOUGH ALTERNATIVE 4—NEW MEMBRANE FILTRATION WTP Background Another option to meet the long-term (i.e., 20-year) water supply needs for the City of Bozeman is a new membrane filtration WTP with an initial nominal capacity of 22 MGD. This would meet the projected Peak Day Demand in year 2015 (see Section 4.A). A membrane filtration plant would be designed to be expandable to an ultimate capacity of 36 MGD, meeting peak water production requirements in 2025. Membrane filtration provides a positive barrier to Cryptosporidium, Giardia, and bacterial contaminants, and can be capable of four-log or greater reductions. Actual log reduction credit for membrane filtration is prescribed by EPA to be established by empirical "challenge testing," and could vary amongst membrane manufacturers and styles. Membrane filter manufacturers are typically responsible for testing and documentation of their products for compliance federal regulatory standards, and specific "challenge testing" for use in Bozeman should not be required. Currently membrane manufacturers are not standardized around a common membrane material or design. Hence membrane filtration WTP design remains subject to latitude and typically is based on one or several individual brands of equipment selected during the design process. For potable water applications, tubular hollow fiber membranes in vertical modules appear to be evolving as the predominant technology, although materials and configurations still vary. For analysis of Alternative 4, this is the style of equipment assumed for evaluation and cost estimating purposes. Consultation with membrane filtration manufacturers indicates that this equipment is fully capable of handling raw water turbidity to 400 Ntu or higher, while providing turbidity removal to 0.1 Ntu or lower. Performance and design parameters e.g., loading rates cleaning frequency, etc. for membrane filtration must be confirmed with pilot testing before adopting this treatment method. Three seasons (one year) of rigorously controlled pilot testing would be necessary — including winter cold water, spring runoff, and later summer warm water with algae present. Because solids in backwash wastewater from membrane cleaning are not coagulated to promote settling, settleability tests should also be included during piloting to confirm wastewater treatment requirements. Alternative 4 could be a logical sequel to Alternative 2B — the construction of a membrane filtration "peaking plant" operated in parallel with the existing (upgraded) direct filtration plant. If the City opted for this course of action, the four modular 2.0 MGD membrane filter units used in Alternative 2B could be reused in Alternative 4. Instead the City could elect to proceed with the new Alternative 4 plant directly, without pursuing Alternative 2B in the interim. The latter scenario has been assumed for cost estimating purposes, although up to a $530,000 capital cost saving (depreciated value) could result if membrane filter equipment were reused from Alternative 2B. 58 Alternatives Analysis-Treatment Section ?.A Desch The existing WTP facility would be retained in service only as long as necessary to allow design and construction of the new membrane filtration plant. Seven modular membrane filtration units of 3.14 MGD nominal capacity each would initially be installed, providing 22.0 MGD of nominal capacity. Each membrane filtration unit would have 110 modules. A new WTP main building would be sited directly north of the existing Backwash Water Basins, with floor space for an eventual 12 membrane filter skids. Five additional membrane units with 110 modules each would be added to meet the 20-year peak day water demand of 36 MGD. Given the self-contained nature of the membrane skids, individual 3.14 MGD skids could be added incrementally as water demands grow over the next 10-to-20 years. A schematic of improvements proposed under Alternative 4 is shown in Figure 5.A.5. Estimated construction and O&M costs for this alternative are discussed in a following section, and are itemized in detail in Appendix A.3. Inlet and Screening Facilities Beginning at the vault where the existing 30-inch Sourdough and 24-inch Hyalite raw water transmission mains terminate, a new 48" buried raw water transmission main will be installed along the west side of the existing plant building, then along the north side of the existing paving north of that building. This main will deliver raw water to the new main plant building, Iocated across the pavement from the existing Backwash Water Basins. In the southwest corner of the new plant main building, a low 15-foot tall inlet tower(head tank) and screening facility will be constructed, similar to the tower in the existing plant. Less tower height is required than for Alternative 3 or the existing WTP, since feed water pumps provide the operating head to the membrane filtration modules_ The concrete tower will provide operating head to the suction side of the feed water pumps, and provide 2,700 gallons of hydraulic capacity per vertical foot. Contiguous with the new inlet tower will be a screening facility with tilting stainless steel wedgewire screen panels to remove pine needles and debris from the raw water. Screening waste will be washed to a gullet, and from there dumped to a perforated container for draining and disposal to landfill. A new 48" ductile pipe raw water line connecting the Hyalite and Sourdough raw water mains to the inlet tower/screening structure at the new main plant building will be laid but not connected until the new plant is fully constructed and ready for commissioning. At that time a permanent connection will be made at the existing raw water transmission main vault. Until the new plant is fully commissioned,the raw water connection to the existing plant will be retained. 59 A�E U' �I < {m Y y n n FINISHED WATER TO DISTRIBUTION SYSTEM EFFLUENTMICROSTRAINERS a w n=z CLARIFIED WASTEWATER (TYP. OF 3) A DISCHARGED TO•<--------------'� U SOURDOUGH CREEK l s I - I FEED PUMPS CHEMICAL WASTEWATER CLEAN-IN-PLACE I SUMP SYSTEMS [ I GRAVITY s� - THICKENER STRAINERS FOR FINAL pH t I � EXIST.CAUSTIC (T,P} `y1 i I (TYP. OF2) VI --------------- ------ ADJUSTMENT —._- -Y � -�- --- ----------------------- -- �►E i---- ------------- f j --- _—.,.......�_.........__ > L! i LEGEND o I �� 3 MGD MEMBRANE r C 4 x 1 I FILTER SKI❑ 3 MGD MEMBRANE I i RAW AND FINISHED 1 FILTER SKID E ; WATER FLOW - I ^3 MGD M M -- --� I �-----• SPENT BACKWASH I I 3 MGD MEMBRANE i WATER I I FILTER SKID fff E BRANE SLUDGE i z I FILTER SKID I PUMPS I j (•— -- BACKWASHWATER O SOLIDS Qz Z " i 3 MGD MEMBRANE L--I m w - 3 MGD MEMBRANE i FILTER SKID a AIR { I I ! FILTER SKID - I H COMPRESSORS - ! FOR FILTER CLEANING (PIPING NOT �--I --(---- 3 MGD MEMBRANE 3 -_� 3 MGD MEMBRANE � I SHOWN) S I FILTER SKID FILTER SKID j- _ I -;— 3 MA�MEMBRANE DRYING D 1 3 MGD ER SKID E BED#1 i — J — - -- --- ------ -� —I i 3 MGD MEMBRAN HYPOCHLORITE REVERSE i� FILTER SKID I - I DISINFECTION I VACUUM FLOW ; - --- I ASSISTED jPUMPS (— ---.. .,.,,.- --I� (PIPING NOT 3 MGD MEMBRANE I STRAINER SHOWN] ll {TYP.} I I BEDS(AND FILTER SKID -1 —� FEED I I BUILDING) - --, - PUMPS E Z 375,000 GAL CLEARWELL BELOW I DRYING 0 INLET BLDG. FLOOR SLAB I BED#2 TOWER I ( z --- I— -- -- - -- -� ® fir DEWATERED I �; SOLIDSO RUCKEDLANDFILL�..�..,..^.. _ {4 P4 O HYALITE RAW _ Q 0 �1 W WATER L1N1; F SOURDOUGHRAW� r EXIST. RAW WATER O I� WATER LINE TRANSMISSION VAULT W.T.P. ALTERNATIVE 4 SCHEMATIC NEW MEMBRANE FILTRATION W.T.P. Alternatives Aynalvsis-Treatment Section S.A Membrane Filter Equipment In the new main building, floor space will be dedicated for 12 membrane filter skids, with seven installed initially. Membrane filtration equipment would be modular, with 3.14 MGD (nominal) capacity and 110 replaceable filtration modules each. Each membrane skid will be equipped with local instrumentation and PLC-based controls, suitable for interfacing through a central plant SCADA system. The membrane filter manufacturer will provide six feed water pumps and raw water strainers for the initial seven membrane skids. Duplex air (scour) blowers and clean-in-place solution systems will support the membrane filters. With the later addition of five more membrane filtration units, five more feed water pumps and strainers, plus one additional air blower will be added. Triplex air compressors will also be provided for pneumatic instrumentation and control. Based on consultation with several membrane manufacturers, chemical addition for coagulation prior to filtration is unlikely to be necessary(contingent on pilot testing). No treatment chemical additions have been assumed for cost estimating for membrane filtration treatment. A 36-inch raw water header will convey flow from the inlet tower screening sump to the feed water pumps, with smaller pump discharge piping to individual membrane filter trains. Manual influent valves will provide isolation for maintenance. Feed water pumps will be variable speed, and integral filter controls will maintain flow rate through membrane filters as headloss increase with fouling of the hollow fiber media. Membrane filter controls will also provide for periodic reverse flow/air scrub cleaning of media based on adjustable setpoints for time and/or head loss; typically for 10 to 15 seconds several times an hour. Triplex (redundant) reverse flow pumps will be provided with the filtration equipment for this purpose. Water for reverse flow cleaning will be filtrate taken from the discharge header for other operating membrane filter units. More rigorous chemical clean-in- place would occur for a short (e.g., 30 to 60 minutes) interval daily or weekly, plus a more extensive chemical cleaning on monthly or bi-monthly intervals. Individual membrane skids will be temporarily removed from (water production) service during flushing or cleaning episodes. Exact cleaning frequencies will be confirmed during pilot testing, and may vary seasonally. Only one membrane skid will be flushed and/or cleaned at a time. Membrane filter hollow fiber media will be an inert polyvinyl derivative, providing resistance to cleaning chemicals. Membrane materials are typically proprietary with filter equipment manufacturers. Membrane pore size varies with different filtration applications. A 0.1 micron pore size is suitable for turbidity, Cryptosporidium, and Giardia removal for surface water treatment. Based on the surface area of the hollow fiber media strands, a flux rate of 50 to 100 gpd/sf is typical. Individual membrane filter modules contain many hollow media fibers, providing 500 sf or more of surface area per module. Trans-membrane pressure monitoring will give an indication of media fouling, and trigger flushing and cleaning events. 61 Alternatives Analysis-Treatment Section S.A Although varying amongst membrane manufacturers, an "outside-to-inside" mode of flow is assumed for the membrane filter modules. Raw water enters the outer wall of hollow fibers, and filtrate is collected on the inside. A small amount of raw water from the plenum exterior to the fibers is recirculated to reduce solids fouling. Individual fibers are sealed at each end in an epoxy-potted connection. Filtrate is collected in a header on the membrane skid, and will be piped to a common header,which connects to 36-inch piping to the plant cleaiwell. Maintaining the integrity of individual membrane fibers and related connections are of critical concern to prevent passage of contaminants. Any breach in a connection or rupture in an individual fiber must be detected promptly, allowing isolation and repair. The membrane filter control system includes continuous filtrate quality (turbidity) monitoring, coupled with daily air pressurization testing for this purpose. During air testing, abnormal loss of pressure indicates a breach, and visual air bubble detection provisions are also provided to allow Operators to isolate the individual module that is leaking. Modules can easily be disconnected and replaced in this event, allowing prompt resumption of treatment. Breached membrane fibers usually can be manually plugged, once a module is removed from service, allowing re-use of a repaired module. Manufacturer's controls for membrane integrity monitoring will be interfaced with alarms in the SCADA system for the new plant. Membrane filter media (modules) have a finite life, and will require full replacement after an estimated 10 years of continuous service. Inability to restore design flux rates despite comprehensive chemical cleaning will be an indication of the need for replacement. Useful life of membranes will vary with water conditions and maintenance. Costs for membrane replacement on an assumed 10-year interval are included in the annual cost estimates in Appendix A.3. A concern for municipalities with membrane filters is the availability of replacement media. To allay concerns with availability and future pricing, it behooves utilities to select membrane filtration equipment from reputable manufacturers that have endured in the industry, and to negotiate future pricing assurances at the time of original equipment purchase. The above membrane filtration equipment and operational configuration is based on a Pall Microfiltration System using Micronza@ microfiltration modules, and other membrane filtration equipment options are assumed to be similar. Following membrane filtration, effluent will flow to the new plant clearwell. The clearwell will be constructed under a portion of the building floor slab. Assuming a demonstrable 4.0+ log removal of Giardia and Cryptosporidium by membrane filtration, disinfection of filter effluent may only be required for viral reduction (subject to MDEQ). This is anticipated to require a 4.0 log virus removal,or a CT of 12.0 at 0.5 deg C and a pH of 6.0 to 9.0 with 1.6 mg/l chlorine. it is also assumed that Cryptosporidium testing under the pending Long Term 2 Enhanced Surface Water Treatment Rule will not require additional log inactivation due to elevated oocyst numbers. To provide the anticipated viral disinfection CT credit, a 375,000-gallon clearwell is provided, also affording flow equalization, chlorination for residual, and a pumping reservoir for domestic water service at the plant. The new clearwell, underlying a portion of the plant building, will be 85-foot by 40-foot by 15-foot maximum water depth. Internal baffling will be 62 Alternutilyes Anci sis-Treatment Section S.A provided to optimize plug flow hydraulics and CT credit. Additional clearwell volume for membrane filter backwash is not required, since "reverse flow" cleaning uses production water from other operating filters. Hypochlorite disinfection of filtered water will occur in the clearwell, with flow-paced feed of 14-percent sodium hypochlorite. With encroaching growth southward along the finished water transmission main corridor, transit time in this 30-inch conduit will not be counted toward viral CT disinfection credit. As new water users connect closer to the plant along Sourdough Road, CT credit in the existing transmission main to the Sourdough Tank becomes increasingly compromised. The option of substituting UV disinfection for primary disinfection would not likely reduce the size of clearwell required for membrane filtration. UV disinfection is tentatively being viewed by EPA as not providing appreciable virus inactivation, so a similar 4 log viral reduction would be required using chlorination (see Disinfection Alternatives Evaluation). Filtered and disinfected water will leave the new plant clearwell via a new 48-inch line routed westward to connect to the existing 30-inch main directly west of the existing Caustic Building. This main conveys finished water to the Sourdough Tank and distribution system. Chemical Feed Systems Based on comparison of various manufacturers, feeding of coagulation chemicals is not anticipated to be required with membrane filtration. Consequently feed systems for alum, ferric chloride, cationic and filter aid polymer will not be necessary. Membrane filters, due to their small pore size, are capable of intercepting turbidity and bacterial contaminants without agglomeration into larger particles. Chemical feed systems for Alternative 4 will be limited to residual chlorination, fluoridation, and chemical cleaning equipment for the membrane system. The latter feed system will be provided by the membrane filter manufacturer in conjunction with the filtration equipment, and will consist of dual (redundant) clean-in-place solution tanks with a recirculating pump. Chemical cleaning will utilize solutions of 1.0 percent sodium hydroxide followed by 0.1 percent sodium hypochlorite, or alternatively 0.5 percent citric acid. Separate hydroxide and hypochlorite cleaning has been assumed for cost estimating purposes, although the equipment involved would be equally suitable for citric acid. Spent cleaning waste will be diverted to a 40,000-gallon concrete wastewater sump beneath the floor of the new building. Here hydroxide and hypochlorite will neutralize each other, and combine with backwash wastewater from air scour/reverse flow cleaning cycles. Duplex 20 hp submersible pumps will periodically transfer wastewater to the gravity thickener tank(s) for settling. An average daily flow of approximately 410,000 gpd is projected, with a peak day maximum of 1.8 MGD (at 36 MGD peak design capacity). 63 Alternafh)es Analysis-Treatment Section 5.A On-site bulk liquid storage for cleaning chemicals will be provided in separate enclosed space in the new main plant building. Chemical storage will include secondary containment, high rate ventilation, safety and emergency provisions, and be IBC compliant. The existing plant Caustic Building constructed in 1998 will be retained for sodium hydroxide feed stock for membrane cleaning solution. The existing 7,000-gallon storage tank there will be retained in service, with new transfer pumps and buried piping to a caustic day tank in the new main building. The 35 percent sodium hydroxide solution will be diluted to 1.0 percent in 500 gallon day tank for application during membrane cleaning. Dual 2,500-gallon storage tanks for 14 percent sodium hypochlorite will be housed in the main building, providing 30 days of inventory. Liquid hypochlorite will be used for residual chlorination as well as feed stock for hatching 0.1 percent cleaning solution for the membrane filters. Sodium hypochlorite solution stability dictates that it not be held (at 14 or 0.1 percent) for greater than 30 days, and dual tanks will afford flexibility in management of inventory. Due to their reactive nature, sodium hydroxide (day tank) and sodium hypochlorite will be housed in separate enclosed spaces. Separate solution tanks will be provided for hatching the dilute cleaning solutions, and equipped with mechanical mixers for mixing. A daily total of approximately 5,000 gpd of chemical cleaning solutions will be required at the average daily flow, escalating to 22,000 gpd at maximum plant capacity. Additionally a liquid hydrofluorosilicic acid feed system for finished water fluoridation will be provided, using a 1,000-gallon storage tank with feed pumps and residual analyzer. Redundant flow-paced peristaltic chemical feed pumps will deliver each chemical to the filtered water stream. All liquid chemical storage tanks will use materials compatible with the specific chemicals involved. Bulk deliveries of each liquid chemical will be made using fill ports with "drain back"provisions on the outside of the main building. Backwash Water Handling Multiple wastewater streams will be generated from the membrane filter units. In aggregate these should comprise 5.0 percent or less of total water production,yielding filter efficiencies of 95 percent or higher. Seasonal fluctuations are anticipated with varying raw water turbidity. The following wastewater streams will accumulate in the 40,000-gallon sump beneath the new membrane filter building: • Aix scour/reverse flow backwash water estimated at 410,000 gpd at an average daily flows, and 1.8 MGD at peak design flow. • Daily chemical cleaning waste, plus monthly or bi-monthly full clean-in-place solutions estimated at 5,000 gpd (in combination) at average daily flow, and 22,000 gpd at peak design flow. Membrane cleaning and backwash water will pumped from the sump to a new 600,000-gallon gravity thickener and flow equalization tank located east of the main plant building. This 80--foot 64 ,41ternatives Atialvsis-Treatment Section 5.A diameter by 16-foot SWD circular concrete tank will have a conical bottom and concrete cover slab, and will allow for gravity settling of solids from backwash waste. The floor of the tank will be set 10 feet below grade, allowing gravity discharge of supernatant. The tank will provide approximately A8 hours of detention at 10-year average daily plant flows, and 13 hours of detention occurs at the 22 MGD peak day design flow. When the plant is expanded to 36 MGD capacity in a projected 10 years, a second 600,000- gallon thickener tank will be added. The pair of tanks will provide 16 hours of settling time at year 2025 peak day design flows. Each gravity thickener will have a pair of telescoping valves for decanting, and decant will be (gravity) piped to concrete tanks with 60-um rotary drum microstrainers for further TSS removal. Two microstrainers will be provided initially, each rated for 0.5 MGD. A third tank and microstrainer will be added when the plant capacity is increased to 36 MGD. Units will be manually controlled, but are intended for continuous operation. Units may be operated intermittently; at least during initial years, as necessary to meet TSS compliance requirements. Foam-insulated fiberglass weather hoods with infrared gas heaters will be provided to allow operation in winter. Dual 3.0 hp in-line ANSI booster pumps will be provided for screen rinse water supply. Rinse water will be returned to the gravity thickener(s) using in-line booster pumps. Microstrainer pumps will be housed inside the new vacuum drying bed building for weather protection. Rinse water feed and drain lines for the microstrainers will require heat tracing for winter operation. With a membrane filtration WTP, wastewater generated by membrane flushing and cleaning are projected to be 0.4 to 0.5 MGD over the design life of the plant (based on 8.4 MGD average daily water production, assuming 2.0 MGD from Lyman system). This is roughly comparable to the wastewater annual average backwash water generated at the existing direct filtration WTP. The City's MPDES Permit for discharge of treated (settled) backwash water to Sourdough Creek may nonetheless require modification(s) under Alternative 4. The monthly variations from a low of 0.24 MGD in February to a high of 1.1 MGD in June (according to 7Q]0 streamflow), may prove too restrictive as water production and wastewater discharges increase. Also the current permit limits TSS to a 37 ppd Annual Average Load, for which an increase may not be negotiable with MDEQ. At current plant flows; this has required that discharge remain below 30 mg/1 TSS concentration (30-day average). Higher monthly flow limits may need to be requested by the City in a modified MPDES Permit, and could result in more restrictive TSS concentrations. If modified MPDES Permit conditions require reductions in TSS concentration below 30 mg/l, settling basins may not provide adequate removal. Hence it is assumed that additional solids removal treatment will be needed, and rotary drum microstrainers are provided for that purpose. Such equipment is available from various manufacturers, and is offered in configurations suitable for insertion in concrete tanks. Typical performance with 60-um stainless steel mesh media 65 Alternath,es Anahsis-Treatment Section 5.A provides TSS effluent concentrations of 15 mg/1 with feed waters up to 100 mg/l. Drive motors are 0.75 hp. A high-pressure (screen) wash water supply of 15 gpm at 100 psi to each microstrainer will be provided for screen washing. Screen washwater totaling up to 65,000 gpd will be recycled to the gravity thickeners. Installation of microstrainer units will enhance the plant's ability to meet potential TSS concentration and load limits likely resulting from amending its MPDES Permit for additional backwash wastewater discharge. Equipment assumed for cost estimating purposes is based on the Hydrotech 1603-1H of Vellinge, Sweden (www.hydrotech.se, U.S. Representative Water Management Technologies, Baton Rouge, LA). Settled sludge will be withdrawn through floor piping in the gravity thickeners. Sludge is estimated to achieve a 0.5 to 2.5 percent solids concentration by settling. Sludge withdrawals will be pumped, with timer and manual controls, allowing Operators to regulate sludge blow down cycles. Sludge withdrawn from the thickeners will flow to a new vacuum drying bed building, where dual vacuum assisted drying beds will be provided for dewatering. These beds are built in shallow concrete-lined basins, with a gravel plenum and porous aggregate tiles placed above. Vacuum pumps apply negative pressure to the plenum and collect filtrate in a vacuum- tight sump. From the sump, submersible pumps will transfer filtrate to the gravity thickener tanks. Two 2,500-square-foot (60-foot by 42-foot) beds will be provided, housed in a common CMU building. Beds will be capable of independent operation, and allow dewatering of sludge in a 24- hour cycle to 14+ percent solids. Each bed will be flooded with 1.0 to 2.0 feet of liquid sludge pumped from the thickeners. Polymer will be injected into the feed line ahead of static mixers to condition (flocculate) the sludge prior to dewatering. Vacuum is applied to the loaded bed after a several hour period for"gravity drainage." At the end of the dewatering cycle a small skid-steer- type loader is used to scrape dewatered solids from the surface of the bed tiles, and load them into a dump truck. A wall opening with stop planks and overhead door is provided to each bed for loader access. Dewatered solids should pass the EPA Paint Filter Test for landfill disposal, and haul to the Logan (Gallatin County)Landfill is assumed for cost estimating purposes. The vacuum-assisted drying bed system as manufactured by White & Company/U.S. Environmental Products, Inc. (Charlotte, NC) has been assumed for cost estimating purposes, although competing equipment is available from other manufacturers. A 7,200--square-foot (120-foot by 60-foot by 12-foot eave height) vacuum drying bed building will be constructed directly east of the main plant building, between it and the gravity thickener tanks. Building construction will be insulated CMU with exterior insulation finish system (e.g., Dry-Vit). Natural gas heating will be used, with power ventilators and dampers for humidity control. House water for the vacuum drying bed building will be provided from the main building domestic water system. 66 Alternatives Analysis-Treatment Section S.A Supporting Mechanical Equipment The membrane equipment manufacturer will provide supporting mechanical equipment for the new membrane filtration units to assure equipment compatibility. Eleven 60 hp feed water pumps will be used, with six provided for the initial 22 MGD plant capacity. While variable speed feed water pumps must be sized for a maximum delivery pressure of 45 psi, their usual operation will be at 10 to 15 psi and energy consumption will be commensurate. A battery of three 20 hp reverse flow pumps will be used with three blowers for air scour/reverse flow membrane cleaning. Duplex air compressors will also be provided for pneumatic controls and instruments. Compressors and pumps will be located in the new main building. As noted previously, new liquid chemical clean-in-place systems will be provided, and will include batch tank mixers and solution delivery pumps furnished by the membrane filter manufacturer. Separate equipment not provided by the membrane filter manufacturer will include new liquid chemical feed systems for hypochlorination and fluoridation. Initially two, and later three 0.75 hp rotary drum microstrainers will also be installed for TSS removal from settled backwash water. Additionally booster pumps will provide screen rinse water delivery and return for the new microstrainer units. Other ancillary systems and equipment include two 600,000-gallon gravity thickeners, with telescoping valves and sludge blow down pumps. Duplex 20 hp submersible pumps in the main building wastewater sump will transfer membrane filter flushing and cleaning waste to the thickeners. Sludge dewatering on twin vacuum-assisted drying beds will be supported by polymer feed systems, vacuum pumps, and filtrate return pumps provided by the drying bed manufacturer. Dewatere&sludge removal will be accomplished using a skid-steer loader, with transport by the City or a contracted waste hauler to the landfill at Logan. Instrumentation and Control The manufacturer will provide local UC for each membrane filter skid, integral with the unit. These controls include influent flow and trans-membrane pressure control loops to maintain inflow, sense trans-membrane pressure, cycle air scour/reverse flow, and initiate clean-in-place. All automated cycles will be adjustable, and have manual initiation capability. Controls are PLC-based with electronic and pneumatic instrumentation. Control valves are pneumatic. Manufacturer's controls for each membrane filter skid will be interfaced through a central CPU with SCADA software. Additionally flowmeter readings, turbidimeter, 'status of pumps and actuated valves, and gravity thickener tank levels will be tied to the SCADA system. Analog and discrete inputs/outputs (UO's) from the individual local control panels will be interfaced through the SCADA system. A backup CPU will be provided for redundancy. CPU work stations will be located in the office/control room of the main plant building. The combination of individual 67 Alternatives Atialvsis-Treatment Section 5.A membrane filter unit manufacturer's controls and the new central SCADA system will provide "distributed control" for each unit in the treatment train. Capability for interfacing the existing Lyman SCADA system to the new main plant system will also exist. Flowmeters will be installed on raw water, finished water, cleaning wastewater and sludge blow down lines. Submersible wastewater pumps will be controlled with float switches in the waste sump,with manual overrides and seal failure detection. A new raw water turbidimeter will be provided on the inlet line to the new membrane filter process. Additionally individual filter effluent turbidimeters will be provided on each membrane skid effluent line, backed up by a combined effluent turbidimeter on the treated water header from the new train. Chlorine and fluoride residual monitors and a pH meter will track water quality leaving the clearwell. New air compressors, membrane filter feed water and reverse flow pumps, wastewater and sludge pumps, and the house water pump will require motor control centers (MCC's) for their motors. Separate MCC's will be provided in the vacuum drying bed building for pump motors there. Simultaneous use of process pumps, blowers, and equipment could exceed 700 amps, resulting in the need to upgrade to a 1,000-amp electrical service to the plant site. Building and Facility Improvements Given the anticipated 20-plus year life of the new WTP, a durable CMU main plant building is proposed. A 12-foot eave height is adequate for the floor level membrane filter skids. Building wall construction will be CMU with insulated core inserts, faced on the outside with an exterior insulation finish system (e.g.,Dry-Vit). The building will be sited on City-owned plant property directly north of the existing main plant building. The building will be situated on a new concrete slab with foundation walls. A 375,000-gallon (85-foot by 40-foot by 15-foot SWD) clearwell will be provided beneath a building floor, located beneath open floor and lab area to avoid heavy equipment loads on the cover slab. Filtered effluent will be piped directly to the new clearwell. The clearwell will have four plug flow chambers to maximize disinfection detention time, and a viral CT credit of 12 is assumed (7.5 minutes detention at 1.6 mg/1 chlorine at 0.5 deg C and pH 6.0 to 9.0). A 5.0 hp house water turbine pump will be suspended above the last chamber of the clearwell. The house water system will include a 500-gallon hydropneumatic tank and controls. The house water system will also be piped underground to serve the vacuum drying bed building, and yard hydrants for landscape irrigation. The 18,800-square-foot main building will be have interior partition walls to isolate the chemical feed areas, a laboratory, office/control room, and motor control center/electrical room. Liquid chemical bulk delivery ports will be located along the south wall of the new building, accessed by new paving from the existing plant site entrance. 68 Alternatives AnalYsis-Trecttment Section 5.A Building HVAC systems will include gas-fired air handling units, with power wall/roof vents and motorized louvers for ventilation and humidity control. Natural gas will be extended from the existing plant service to both the main plant building and the vacuum drying bed building. The existing 500-amp three-phase plant electrical service will need to be upgraded to 1,000 amps to handle the additional electrical loads. A combination of fluorescent and incandescent ceiling lighting will be used in new buildings. Laboratory testing functions will be performed in the new 900-square-foot lab area of the main building, and the lab space will be fully enclosed. Operator work spaces and the central CPU control station will be located in a separate 720-square-foot office/control room area. Separate men's and women's restrooms will be provided,with locker and shower space. A new 1,000-gallon septic tank and drainfield will be provided for the new main building. The conventional soil adsorption system will handle sanitary waste from restroom and lab fixtures, instrument drains, and building floor drains. Soil percolation testing and system permitting are included in the cost estimate for this system Once new buildings and tankage are constructed and commissioned, and the existing plant is demolished, the plant site will be paved and landscaped. Asphalt access roads to three sides of the main plant building and the vacuum drying bed building will be provided for both equipment maintenance and chemical deliveries. Other areas of the plant site will be finish graded and seeded. Ornamental plantings and landscape irrigation have not been included in the cost estimates for Alternative 4, although efforts would be made during construction to preserve existing trees and shrubs at the site where practical. Existing site perimeter chain link fencing is considered adequate for the new WTP. Operational Requirements The new WTP will necessarily operate 365 days per year. While the membrane filtration process is better suited than the existing direct filtration plant for handling variations and peaks in raw water turbidity, the expanded size of the facility will require additional staffing beyond that used for the existing direct filtration WTP. The addition of two full-time equivalent licensed Class I surface water treatment Operators is anticipated for expanded maintenance and operations needs. The existing plant operating schedule of three around-the-clock shifts with only a single Operator on third shift should remain adequate with the added facilities under Alternative 4. The newly added Operators will assist with the expanded operations and maintenance, primarily during the first and second shifts. Additional operating needs will be associated with testing and monitoring of membrane filter performance, additional backwash wastewater handling and treatment, and maintenance of more treatment and I/C equipment. With the moderate degree of automation with the membrane filter units and central SCADA system, operations and maintenance for equipment and instrumentation 69 Alternatives Analysis-Treatment Section 5.A is estimated to require 22,000 staff-hours per year, including existing duties already associated with the raw water supplies, storage reservoirs, and the Lyman system. For annual cost estimating purposes, 5.5 MGD of water production through the new process has been assumed over the next decade, based on the average of current and year 2015 projected Average Day Demand. This will increase to an average of 8.4 MGD of water production between 2015 and 2025, again based on average daily water demand projections. Both scenarios assume 2.0 MGD of water demand is met year around from the Lyman system (see Section 4.A). System-wide Peak Day Demands are projected to occur of 21.3 and 34.7 MGD in 2015 and 2025, respectively(see Section 4.A). The former is estimated to be met by 2.0 MGD of Lyman supply plus 22.0 MGD of Hyalite/Sourdough WTP capacity operating at 95 percent efficiency. The year 2025 peak demand is assumed to be met similarly,with 2.0 MGD of Lyman supply plus 36 MGD of Hyalite/Sourdough WTP capacity operating at 95 percent. The new membrane filter system will initially provide a firth plant capacity of 18.9 MGD, as defined by Circular DEQI, Section 4.2.1.3 assuming one filter skid out of service. This firm capacity will increase to 33.4 MGD with expansion of the plant in a projected 10 years. Treatment efficiency for the new membrane filtration treatment process is anticipated to be 95 percent or greater. At flow less than the initial 22 and eventual 36 MGD (nominal) design capacity provided under Alternative 4, some of the membrane filtration provided can be temporarily idled. Energy Requirements Compared to the existing WTP, energy consumption will increase with the 22 to 36 MGD membrane filtration equipment, the 18,800 building for same, and the vacuum drying bed facilities. The 60 hp feed water pumps will draw approximately 18 hp during normal operation, and only three pumps should meet average daily water demands. Approximately 60 hp of reverse flow pump, wastewater transfer pump, air compressor and blower equipment will operate up to three hours per day for filter backwashing. Ancillary pumps for house water supply, backwash wastewater solids handling, microstrainers, and vacuum drying beds will add intermittent loads of up to 30 hp. The new plant buildings will create additional natural gas and electrical loads for HVAC and lighting systems. The additional electrical loads will require upgrade of the existing plant electrical service to a recommended 1,000 amps. This will create a slight, though manageable, additional load on the Northwest Energy electrical grid in the southeast portion of Bozeman. Regulatory Compliance and Permits The new membrane filtration WTP should be capable of full regulatory compliance for its 20- plus year design life. Membrane filtration should be credited with 4.0+ log reductions for Giardia and Cryptosporidium, contingent on documented testing by the manufacturer in accordance with EPA protocols. Disinfection is also provided to achieve a 4.0 log credit for 70 .. ... .. . ...... Alternuth,es Analysis-Treatment Section 5.A virus inactivation. Depending on the outcome of 24-month Cryptosporidium testing on Hyalite/Sourdough source waters under the new Long Term 2 Enhanced Surface Water Treatment Rule (see Appendix A.2), additional treatment and/or disinfection could nonetheless prove necessary. If Crypto levels in the source waters exceed 0.075 oocysts per liter, additional log removals could be required. The 4 log removal provided by membrane filtration already exceeds that of conventional or direct filtration plants by at least I log credit. Depending on oocyst concentrations, treatment for additional log removals would be at the discretion of MDEQ. In further treatment was required, the addition of UV disinfection could provide at least another 1.0 log reduction of Crypto (see Disinfection Alternatives Evaluation). The existing plant's MPDES Permit for discharge of settled backwash water to Sourdough Creek may require modification under Alternative 4, most likely to adjust monthly flow limits if possible. Overall discharge flows are not projected to increase significantly, compared to the existing direct filtration process. Due to its comparatively high efficiency, membrane filters are predicted to generate substantially less wastewater volumes than the Alternative 3 CAC process. The existing MPDES Permit stipulates a 37 ppd Annual Average.Load for TSS. As part of the Permit modification process, MDEQ will need to determine if the current annual load can be increased or will remain unchanged. In the latter event, treatment of backwash water will be especially critical and microstrainers to enhance removal are included in this alternative. While backwash flows and TSS concentrations will not likely exceed current Permit norms for several years, the City should initiate contact and if necessary pursue negotiation for permit modifications before implementing Alternative 4. Otherwise there remains a risk that current permit limits could impair full capacity operation of the new WTP. The City has access to the Gallatin County Landfill at Logan for dewatered sludge disposal. That facility is already permitted for operation by the MDEQ. No other new regulatory or other permits, except for local building permits for construction, will be needed to implement Alternative 4 or operate the new facilities. Land Requirements No land acquisition or easements are anticipated to be needed for the Alternative 4 improvements. The new 18,800-square-foot main plant building, 7,200-square-foot vacuum drying bed building, and dual gravity thickeners will be constructed on City-owned land at the existing plant site, and the existing main plant building and. Backwash Water Basins will be demolished. The relatively new Caustic Building will be retained in service, as described above. Architectural and aesthetic considerations will be incorporated into the exterior design of the new buildings to assure compatibility with existing plant structures and the surrounding environ. 71 Alternatives Analvsis-Treatment Section 5.A Environmental Considerations Environmental considerations of the new WTP under Alternative 4 are primarily beneficial. Reliability of the main treatment facility for Bozeman's public water supply will be significantly enhanced, and capacity will be increased to meet projected water needs for 20-plus years. Chemical storage and handling hazards at the existing plant will be mitigated by elimination of the current use of both gaseous chlorine and dry fluorosilicate. Containment, ventilation, and alarm provisions for the new liquid chemical disinfection and fluoridation systems enhance personnel and environmental protection. No coagulant chemicals are required, although chemical cleaning solution systems are required for the new membrane filters. The clearing solutions involved are of low concentration, but require careful handling to mitigate chemical hazards. Protective equipment and special operating procedures will be used to promote Operator and public safety. A maximum inventory of 7,000 gallons of 35 percent sodium hydroxide and 5,000 gallons of 14 percent sodium hypochlorite is proposed on site. Solids settled from filter backwash water will be dewatered to meet EPA Paint Filter Test limits, and landfilled at an approved facility, in accordance with federal 503 Regulations. No adverse environmental impacts from disposal of these solids originating from the raw water from Sourdough and Hyalite (Middle) Creeks are anticipated. With the absence of chemical conditioning as part of the membrane filtration treatment process, chemical residuals in the dewatered solids should be absent. Construction will require disruption at the existing plant site, although treatment capability will necessarily have to be maintained. Work will be staged to allow continued operation of the existing plant process during construction. The relative isolation of the plant site reduces the construction-related impacts to Bozeman residents. The roads accessing the Hyalite/Sourdough WTP will see a minor increase in construction period traffic. Limited resources will be consumed for fuel during construction, along with metal and synthetic raw materials used in the manufacture of new equipment and products. ConstructabilitV Alternative 4 will require sustaining operable treatment capacity during construction. The new plant structures will require major construction at separate locations, adequately removed from existing facilities. The major construction involved will nonetheless be moderately disruptive to operations and maintenance activities for the existing plant. Close consultation between the construction contractor(s), the City, and Operators will be necessary throughout construction to minimize adverse impacts to municipal water supply and treatment. 72 Alternatives Analysis-Treatment Section 5.A Construction scheduling will be very critical to target lower water production periods for the more disruptive construction activities, particularly disconnection/reconnection of raw and finished water pipelines. Connections to the existing WTP will need to be maintained until the new plant if fully operational and proven. Such provisions and acceleration of certain tasks to minimize treatment downtime will result in higher than normal construction costs. The work proposed under Alternative 4 is nonetheless of a type for which ample contractor resources are available in the state. Some manufactured equipment and specialty subcontractor services will necessarily come from outside the region. Alternative 4 construction will likely span two years. Cost Estimates Capital Cost Estimate A capital construction cost estimate for Alternative 4 is summarized in Table 5.A.9 (next page), and shows the cost of the 22 MGD plant construction and the later expansion to 36 MGD separately. The detailed version of the itemized capital cost estimate appears in Appendix A.3. Annual Cost Estimate An annual operating cost estimate for Alternative 4 is summarized in Table 5.A.10 (second page following). Production dependent operating costs such as chemicals are based on an assumed average water production of 8.4 MGD, the mean of current and year 2025 Average Day Demand projections presented in Section 4.A, less 2.0 MGD assumed to be provided from the Lyman system. A detailed version of the itemized annual operating cost estimate appears in Appendix A.3. Annual costs shown include operating labor for all Plant Department 46_gperations, plus chemicals, utilities, solids disposal, and maintenance services and materials for the Hyalite/Sourdough WTP only. Additional costs for utilities, services and supplies for other Department 46 facilities such as the Lyman system and storage reservoirs are excluded from the annual costs shown. 73 Alternatives Analtisis-Treatment Section 5.A Table 5.A.9. Capital Cost Summary for WTP Alternative 4 - New Membrane Filtration WTP Improvements Est. Capital Cost for Est.Capital Cost to 22 MGD WTP Expand to 36 MGD WTP Mobilization, Sitework, & Demolition/Disposal $2,502,100 $347,340 Main Plant Building $3,648,705 $0 Treatment Units & Equipment $4,631,941 $3,639,500 Backwash Water Handling Improvements $3,696,658 $462,496 Process Piping,Valves &Appurtenances $1,965,000 $305,000 Instrumentation &Control $353,000 $69,500 Miscellaneous (pilot testing) $126,000 $0 Subtotal--Construction Cost: $16,923,404 $4,823,836 Contingency(20%) $3,384,681 $964,767 Estimated Construction Cost: $20,308,085 $5,788,603 Engineering Design & Inspection (20%) $4,061,617 $1,157,721 Legal, Funding &Administration Costs (5%) $1,015,404 $289,430 MDEQ Plan Review Fee $2,500 $1,000 Total Estimated Capital Cost: $25,387,606 $7,236,754 Plus Present Worth of Membrane Module H.0, ;+;' { : $816 939 gF ,. T �,w_T Replacement at Year 2015 z ,; _ ;,,. i _ Plus Present Worth of Year 2015 Plant $4 041 003 Expansion to 36 MGD _='' Net Estimated Capital Cost(Present Worth): $30,245,548 'u"rA Ali [Present Worth based on I=6%.] Assumes membrane pilot testing not conducted beforehand for WTP Alternative 2B. If already done, omit cost shown. 74 Alternatives Analvsis-7'reatmenf Section 5.A Table 5.A.10. Annual Operating Cost Summary for WTP Alternative 4 - New Membrane Filtration WTP Cost Category Estimated O&M Cost Operating Labor w/Benefits(') $770,000 Replacement Materials & Installation(2) $380,814 Chemicals(2) $281,223 Miscellaneous Contracted Services & Repairs(2) $150,000 Dewatered Sludge Landfill Disposal at Logan Landfill, incl. Haul $24,638 Electrical Power& Natural Gas(2) $129,227 Subtotal --Annual O&M Cost: $1,735,902 Labor cost for full Plant Department 46 operation. (2)Cost for Hyallte/Sourdough WTP off; Lyman system, reservoir, and remote facility costs excluded. 75 Alternatives Analysis-Treatment Section 5.A HYALITE/SOURDOUGH EVALUATION OF DISINFECTION ALTERNATIVES Background Disinfection will be necessary with a new Hyalite/Sourdough water treatment process for two reasons — to further reduce bacterial and viral contaminants, and to establish a chlorine residual in the distribution system. With WTP Alternatives 1 (Short Term Upgrade of Existing WTP), Alternative 2A (Add CAC Peaking Plant to Existing WTP), and Alternative 2B (Add Membrane Filtration Peaking Plant to Existing WTP), the existing plant clearwell and a retrofitted liquid hypochlorination system will be used. The evaluation of disinfection alternatives in this section focuses on options for disinfection with a new replacement plant, specifically in conjunction with WTP Alternative 3 (New CAC WTP) and Alternative 4 (New Membrane Filtration WTP). These alternatives address the long term (i.e., 20-plus year) water needs of Bozeman, and involve "new from the ground up"water treatment facilities for the Hyalite/Sourdough sources. The preliminary screening of disinfection alternatives (Section 4.A) established liquid hypochlorination and UV disinfection as the two options to be evaluated in detail. Either alternative would also use hypochlorination for residual maintenance in the distribution system. Both disinfection alternatives are predicated on meeting the 10- to 20-year water demands forecast for Bozeman. This requires that either disinfection alternative be capable of treating 21.3 MGD initially, and be expandable to meet 34.7 MGD in 2025 (see Section 4.A). Redundancy and firm capacity for disinfection equipment are also necessary to comply with Circular DEQ1. This generally requires that the equipment meet the foregoing Peak Day Demands with the largest unit out of service. CT credit requirements for disinfection will vary with different water treatment processes under consideration, as described in Section 4.A. To afford a fair comparison between hypochlorination and UV disinfection alternatives, the following assumptions are made for purposes of the evaluation: • A 0.5 log Giardia reduction (CT = 24) is assumed to be required for disinfection. Membrane filtration WTP Alternative 4 would likely meet full Giardia 3 log reduction requirements, and only require a CT of 12 for 4.0 log viral inactivation. This aspect is omitted herein to provide an equitable comparison of disinfection alternatives. • Based on operating experience with the existing WTP, a hypochlorite dose of 2.0 mg/1(as chlorine) is assumed adequate for both disinfection and chlorine residual purposes. The existing finished water exhibits low chlorine demand (see Section 3.A). • Disinfection CT credit will be achieved entirely in the new plant clearwell, unlike the existing WTP where the clear-well is substandard for appreciable CT credit. As growth 76 .41ternatives Analysis-Treatment Section 5.A extends southward along Sourdough Road, the currently claimed detention time in the existing 30-inch finished water transmission main will become increasingly compromised. • A new plant clearwell would be well baffled for plug flow hydraulics, and is assumed to be designed to earn 50 percent of overall detention time for CT credit calculation. It should be noted that clearwell volumes as described in this section are different from those identified under the new WTP Alternatives 3 and 4 presented previously. Clearwell sizes herein are theoretical only, and tailored to provide a fair comparison between disinfection alternatives,. Consult the previous discussion of WTP Alternatives 3 and 4 for actual clearwell requirements for the respective CAC and membrane filtration processes with liquid hypochlorite disinfection. Hypo chlorination Disinfection Alternative Description Using 14 percent liquid sodium hypochlorite for primary disinfection with a new water treatment facility would require storage tankage, peristaltic chemical metering pumps, and a chlorine residual monitor. Ancillary equipment would include secondary liquid containment, storage tank level monitor, and HVAC equipment and a chlorine gas detector in the hypochlorite storage room. A "compound loop" flow-pacing and residual-pacing I/C interface for the chemical metering pumps would be provided. This would allow proportioning of chlorine dose according to plant effluent flow, with separate trimming to maintain a preset residual concentration. Control functions and residual reporting would be reported through the new plant SCADA system (see WTP Alternatives 3 and 4 Evaluation). To provide 30 days of inventory for disinfection requirements at year 2025 Average Day Demand, dual 1,500-gallon HDPE storage tanks would be provided. Tanks would be manifolded together to a common outdoor self-draining fill port for bulk chemical delivery. Given the 30- day shelf life of 14 percent hypochlorite solution, tanks could be used individually during lower water demand periods: As described in the detailed evaluation of Alternative 4 - New Membrane. Filtration WTP, hypochlorite solution would also be used for membrane clean-in-place, although at a 0.1 percent strength. The additional hypochlorite consumption for cleaning would warrant increasing hypochlorite storage to a pair of 2,500 gallon tanks with this WTP .alternative. However to afford a valid comparison of hypochlorination and UV disinfection altematives, dual 1,500- gallon tanks as required for WTP Alternative 3 -New CAC WTP are used as the baseline. Hypochlorite solution storage tanks and feed pumps would be housed in a dedicated room of the new WTP building, as described under Alternatives 3 and 4. Concrete curbs would provide 77 Alternatives Analysis-Treatment Section S.A secondary containment for the storage tanks. To avoid degradation of the hypochlorite solution, all wetted parts of the hypochlorite storage and feed equipment would be nonmetallic. A chlorine gas detector for leak detection and high rate ventilation would be provided. The hypochlorite chemical room would be accessible both from inside the main plant building and through double-leaf outside doors. Approximately 750,000 gallons of new baffled clearwell space would be required at a 35 MGD design flow to provide the required CT of 24 (assuming 50 percent volumetric credit), and is used for the theoretical comparison of disinfection alternatives. Depending on the treatment process, actual clearwell size may need to include additional volume for filter backwashing plus house water requirements. For example, for Alternative 3 - New CAC WTP, the total clearwell volume required is projected at 1,085,000 gallons. The 750,000-gallon disinfection volume would be dedicated to CT credit, and could not be reduced by other plant water uses. Operational Requirements Operation of a liquid hypochlorination system for primary plus residual disinfection would be relatively simple. On roughly monthly intervals, bulk deliveries of liquid sodium hypochlorite would be received, likely in conjunction with similar delivery to the Lyman system. Inventory would be managed in the dual storage tanks provided to avoid holding chemical past 30 days. Primary control for disinfection feed would be through the plant SCADA system, with manual override. The chlorine residual analyzer, sampling flow leaving the clearwell, would provide real time data for disinfection control and CT monitoring. The hypochlorination system will be fully alarmed, both locally and through the SCADA system, to prevent release of under- or over- disinfected water. Operator time for operation and maintenance of a liquid hypochlorination system will be modest. The staffing projections estimated for new WTP Alternatives 3 and 4 account for this effort as part of the overall facility requirements. Energy Requirements Excepting energy used in the manufacture and delivery of the hypochlorite chemical, energy requirements for the system are quite low. Redundant fractional horsepower peristaltic feed pumps will delivery 14 percent solution directly to the clearwell, and low amperage instruments will monitor and control the feed process. Hypochlorination will be an around-the-clack process whenever the WTP is producing water. Assuming a 2.0 amp draw for a 100 gpd peristaltic chemical feed pump, annual electrical consumption would be 2,100 kWhr. Regulatory Compliance and Permits Hypochlorination is a recognized form of free residual chlorination. It is capable of full compliance with Surface Water Treatment Rule disinfection requirements, including the 78 .41ternatives Analvsis-Treattent Section S.A additional 0.5 log Giardia inactivation needed with a CAC process and the 4.0 log viral inactivation needed with membrane filtration. If future Ctyptosporidium testing under the new Long Term 2 Enhanced Surface Water Treatment Rule resulted in a Bin Classification Number of 3 or 4, supplemental treatment and/or disinfection may prove necessary (see Appendix A.2). The rule would require additional use of UV disinfection, chlorine dioxide, or ozonation (or use of membrane filters) in this event. No permits are required for a hypochlorination disinfection alternative, other than the local building permits associated with construction of the new WTP facility. Land Requirements The hypochlorination disinfection alternative has no separate land requirements. Equipment would be incorporated into the proposed new WTP main building. Environmental Considerations Chemical storage and handling hazards with a new liquid hypochlorination system will be minimized through proper design, and will be further mitigated with protective equipment and special operating procedures to promote Operator and public safety. The 14 percent sodium hypochlorite solution resembles "double strength" household bleach, but requires careful handling to avoid chemical hazards. Secondary containment, ventilation, and alarm provisions for the new liquid chemical disinfection system enhance personnel and environmental protection. The residual. monitor tracking effluent chlorine levels will provide over- and under-dosing protection. Constructability A hypochlorination system for primary disinfection can easily be incorporated into the design and construction of a new WTP. Construction of disinfection facilities, including a new clearwell, would occur in conjunction with and on the same schedule as the new plant. New hypochlorination facilities would not be needed until the new plant process was ready for commissioning, minimizing complications and scheduling requirements for conversion from the existing gas chlorination system. Local contractor resources will likely construct new hypochlorination facilities, with some equipment manufactured outside the region. 79 Alternatives Analysis-Treatment Section 5.A Cost Estimates A capital construction cost estimate for the hypo chlorination disinfection alternative is summarized in Table 5.A.11 (below),based on an eventual plant capacity of 36 MGD. The cost of clearwell space for disinfection CT only (excluding clearwell volume requirements for filter backwash and plant water) is included. Costs for building floor space, plumbing, and HVAC systems are assumed comparable for all disinfection alternatives, and are omitted from the capital cost estimate. The detailed version of the itemized capital cost estimate appears in Appendix A.3. An annual operating cost estimate for the hypochlorination alternative is summarized in Table 5.A.12, below. Chemical consumption costs are based on an assumed average water production of 8.4 MGD, the mean of current and year 2025 Average Day Demand projections presented in Section 4.A, less 2.0 MGD assumed to be provided from the Lyman system. Costs for Operator time are excluded, assuming they are accounted in staffing cost projections for new WTP alternatives (see WTP Alternatives 3 and 4 Evaluation). A detailed version of the itemized annual operating cost estimate appears in Appendix A.3. Table 5.A.11. Capital Cost Summary for Hypochlorination Disinfection Alternative Improvements Estimated Capital Cost New Plant Clearweli $606,612 Disinfection Equipment & Controls $58,239 Subtotal -- Construction Cost: $664,851 Contingency(20%) $132,970 Estimated Construction Cost: $797,821 Engineering Design & Inspection (20%) $159,564 Legal, Funding &Administration Costs (5%) $39,891 Total Estimated Capital Cost: [$997,277 Table 5.A.12. Annual Operating Cost Summary for Hypochlorination Disinfection Alternative Cost Category Estimated O&M Cost Chemical (liquid 14% sodium hypochlorite) $171,412 Replacement Materials & Installation $2,184 Miscellaneous Contracted Services & Repairs $3,000 Electrical Power $168 Subtotal --Annual O&M Cost: $176,764 80 ,41ternatii)es Aftahsis-Treatment Section 5,A UV Disinfection Alternative with Subsequent I3ynochlorination Description UV as the primary disinfection system for a new WTP would utilize two 22 MGD pressurized reactors, providing firm capacity until plant capacity increased. A third reactor would be added to reach the 20-year plant design flow of 35 MGD. Reactors would use a symmetrical array of four medium pressure, high intensity LTV lamps, enclosed in quartz glass sleeves. Lamp output accentuates the germicidal wavelength of 254 nm. Reactor design and detention time will provide a minimum LTV dose of 40 mJ/cm2, providing up to 4.0 log inactivation of Giardia and Cryptosporidium according to equipment manufacturer's data. Actual log credit for. UV disinfection will be contingent on documented validation tests conducted by the equipment manufacturer, according to EPA protocol. UV disinfection is not rated for appreciable viral reduction, and the required 4.0 log virus inactivation will need to be achieved separately with conventional chlorination. UV lamp life is anticipated to be one year, with replacements annually. Lamp.output is continuously monitored by optical sensor, with alarm capabilities to be linked to the plant SCADA system. An automatic cleaning system using mechanical wipers to remove accumulated debris supplemented by chemical removal of scale will be provided. Dilute citric acid is the usual chemical cleaner, and spent solution will be discharged to the(backwash)wastewater sump beneath the main treatment plant building. Cleaning frequency will depend on water chemistry and scaling tendency, but would typically be required weekly. UV reactors will be flow-through, plug-flow units in stainless steel tubular housings. Flange connections will be 24-inch; and fabricated inlet and outlet piping manifolds will be installed downstream of plant filters to accommodate the units. UV reactors would be plumbed into plant discharge piping ahead of the clearwell, and would be located on the main building operating floor. UV disinfection equipment suitable for large scale municipal water applications is available from various recognized manufacturers. The Trojan UVSwift model 4L12 is considered representative, and has been used as the basis for cost estimating and alternative evaluation. With UV primary disinfection, chlorination for 4.0 virus inactivation and distribution system residual would still be required. Similar to the Hypochlorination Disinfection Alternative, this would be accomplished using 14 percent liquid sodium hypochlorite. Similar storage tankage, peristaltic chemical metering pumps, and a chlorine residual monitor would be required, located in a separate hypochloritc storage room. A "compound loop" flow-pacing and residual-pacing I/C interface for the chemical metering pumps would be provided. This would allow proportioning of chlorine residual dose according to plant effluent flow, with separate trimming to maintain a preset residual concentration. 81 Alternatives Analysis-Treatment Section S.A Control functions and residual reporting would be reported through the new plant SCADA system (see WTP Alternatives 3 and 4 Evaluation). To provide 30 days of inventory for residual hypochlorination at year 2025 Average Day Demand, dual 1,500-gallon HDPE storage tanks would be provided. Tanks would be manifolded together to a common outdoor self-draining fill port for bulk chemical delivery. Given the 30- day shelf life of 14 percent hypochlorite solution, tanks could be used individually during lower water demand periods. The same hypochlorite solution could also be used for membrane clean-in-place under Alternative 4 - New Membrane Filtration WTP, although a larger pair of 2,500 gallon tanks would be needed in this case. However to afford a valid comparison of disinfection alternatives, dual 1,500-gallon tanks have been used as the baseline for cost estimating. Approximately 375,000 gallons of dedicated clearwell space would be required at a 35 MGD design flow to provide the required CT of 12 for a 4 log virus reduction following LTV disinfection. The baffled clearwell may need to include additional volume for filter backwashing (depending on the treatment process) plus house water requirements. For cost estimating comparisons between disinfection alternatives, only the required clearwell volume for CT credit has been included. Operational Requirements Operational requirements for a LTV primary disinfection system with subsequent hypo chlorination would be similar to previous alternative. LTV disinfection equipment would be automated with lamp intensity and water transmittance monitors, a local control station, and central control capability through the plant SCADA system. With automated cleaning of UV equipment, maintenance needs would primarily involve equipment inspection, cleaning solution preparation, and annual lamp replacement. The viral reduction and residual hypochlorination system would use a similar quantity of chemical as required for primary disinfection. Monthly bulk deliveries of liquid sodium hypochlorite would be received, likely in conjunction with similar delivery to the Lyman system. Inventory would be managed in the dual storage tanks provided to avoid holding chemical past 30 days. Primary control for both UV disinfection and residual hypochlorination would be through the plant SCADA system, with local control at the UV and chemical feed pump control panels. A chlorine residual analyzer, sampling flow leaving the clearwell, would provide real time data for residual and CT monitoring. The hypochlorination system will be fully alarmed,both locally and through the SCADA system, to prevent release of under- or over-disinfected water. 82 :11ternatives Anah-sis-Treatment Section 5.A Operator time for O&M of the UV and residual hypochlorination systems will be comparable to the allowances included for disinfection operation made in the staffing projections estimated for new WTP Alternatives 3 and 4. Energy Requirements Energy requirements for the new UV disinfection equipment are projected at approximately 17 kW in continuous operation. As such, the electrical consumption is moderately significant. A minor contribution to power consumption will occur from chemical feed pumps delivering hypochlorite solution to the clearwell, and from low amperage instruments for disinfection process monitoring and control. Regulatory Compliance and Permits UV disinfection is recognized by EPA for effective inactivation of both Giardia and Cryptosporidium, and complies with Surface Water Treatment Rule disinfection requirements. It can easily provide the additional 0.5 log Giardia inactivation needed with a CAC process, but is not currently proposed by EPA as effectual for the 4.0 log viral inactivation needed (a 0.5 log. viral credit for UV disinfection may be allowed, pending final EPA guidance). The viral inactivation requirement will be met with hypochlorination and detention in a clearwell for contact time. If future Cryptosporidium testing under the new Long Term 2 Enhanced Surface Water Treatment Rule resulted in a Bin Classification of 3 or 4, UV disinfection is one of the supplemental treatment techniques recommended to meet additional log reductions that may be required(see Appendix A.2). No permits are required for a UV disinfection alternative, other than the local building permits associated with construction of the new WTP facility. Land Requirements The UV disinfection alternative has no separate land requirements. Equipment would be incorporated into the proposed new WTP main building. Environmental Considerations Environmental considerations for a UV disinfection alternative with hypochlorite addition for viral reduction and residual are similar to the hypochlorination primary disinfection alternative. UV reactors are designed with "failsafe" shutdown when opened to avoid Operator exposure to UV radiation. O&M protocol as recommended by the equipment manufacturer, including the use of safety procedures and equipment, should minimize any hazards to operating personnel 83 rtltematives Analysis-Treatment Section 5.A UV chemical cleaning solutions, typically dilute citric acid, should not create adverse environmental impacts. The small volumes of spent solutions will be contained and processed in conjunction with other treatment backwash wastes, affording ample opportunity for neutralization and pH stabilization. Provisions to mitigate chemical storage and handling hazards for the liquid hypochlorination system will be identical to those where hypochlorite is used as the primary disinfectant. Protective equipment and special operating procedures will be used to promote Operator and public safety. Secondary containment, ventilation, and alarm provisions for the new liquid chemical disinfection system enhance personnel and environmental protection. Over- and under- dosing protection is afforded by the residual monitor tracking effluent chlorine levels. Constructability A UV disinfection system with subsequent hypochlorination can easily be incorporated into the design and construction of a new WTP. Construction of disinfection facilities, including a new clearwell, would occur in conjunction with and on the same schedule as the new plant. New disinfection facilities would not be needed until the new plant process was ready for commissioning, minimizing complications and scheduling requirements for conversion from the existing gas chlorination system. New UV disinfection facilities would likely be constructed by local contractor resources, with disinfection equipment manufactured outside the region. Cost Estimates A capital constriction cost estimate for the UV disinfection alternative with hypochlorination for viral reduction and residual is summarized in Table 5.A.13 (next page), based on an eventual plant capacity of 35 MGD. The cost of clearwell space for viral disinfection CT only(excluding clearwell volume requirements for filter backwash and plant water) is included. Costs for building floor space, plumbing, and HVAC systems are assumed comparable for all disinfection alternatives, and are omitted from the capital cost estimate. The detailed version of the itemized capital cost estimate appears in Appendix A.3. An annual operating cost estimate for the UV disinfection alternative is summarized in Table 5.A.14 (next page). Chemical consumption costs for residual chlorination are based on an assumed average water production of 8.4 MGD, the mean of current and year 2025 Average Day Demand projections presented in Section 4.A, less 2.0 MGD assumed to be provided from the Lyman system. Costs for Operator time are excluded, assuming they are accounted in staffing cost projections for new WTP alternatives (see WTP Alternatives 3 and 4 Evaluation). A detailed version of the itemized annual operating cost estimate appears in Appendix A.3. 84 Alternatives Anall.sis-Treatment Section 5.A Table 5.A13. Capital Cost Summary for UV Disinfection Alternative Improvements Estimated Capital Cost New Plant Clearwell $370,705 Disinfection Equipment& Controls $756,889 Subtotal --Construction Cost: $1,127,594 Contingency(20%) $225,519 Estimated Construction Cost: $1,353,113 Engineering Design & Inspection (20%) $270,623 Legal, Funding &Administration Costs (5%) $67,656 Total Estimated Capital Cost: $1,691,391 Table 5.A14. Annual Operating Cost Summary for UV Disinfection Alternative Cost Category Estimated O&M Cost Chemical (liquid 14%.sodium hypochlorite) $171,412 Replacement Materials& Installation $17,030 Miscellaneous Contracted Services & Repairs $5,000 Replacement UV Lamps & Sleeves $2,520 Electrical Power $12,100 Subtotal --Annual O&M Cost: $208,062 85 Alter natives Anahsis-Treatment Section 5.A LYMAN CREEK ALTERNATIVE I --NO ACTION ALTERNATIVE While the No Action alternative requires no capital outlay, it may be impractical as it limits the quantity of water that can be utilized from the Lyman supply. As the City continues to see growth it will become necessary to utilize all available water sources to keep up with increased demands. However, the City at its option may elect to take no action in the immediate future until water system demands require that the unused surface water and/or groundwater be treated and utilized. LYMAN CREEK ALTERNATIVE 2 — NEW CONTACT ADSORPTION CLARIFICATION WTP Background In order to capture the surface water component of the Lyman Creek Supply, a new CAC treatment plant would have an initial nominal capacity of 2 MGD and would be designed to allow easy expansion up to 3.8 MGD. This would provide enough initial capacity to maximize the yield from the Lyman system and serve as a back-up to the existing groundwater collection system. As discussed in the alternatives screening section, additional flow monitoring of the Lyman system and upgrading the flume that measures the uncaptured groundwater flow from the groundwater collector should be completed in order to verify the final required size of the plant. Two modular 1.0 MGD Contact Adsorption Clarification (CAC) units complete with mixed media final filters would be installed in a new building. The two units would be installed initially, with up to two additional units added later should the need arise to filter the water from the groundwater collector. Unlike the existing flocculation basins at the main treatment plant, the CAC equipment would provide actual removal of coagulated solids, rather than just flocculation. CAC systems operating on similar raw waters in Helena and Butte typically reduce turbidity to less than 5.0 Ntu prior to filtration. Use of CAC treatment would also give Operators more flexibility in dealing with seasonally high turbidity loads, allowing removal of the bulk of coagulated solids ahead of the final filters. CAC process suitability must be confirmed with pilot testing before gdopting this treatment method. Three seasons of rigorously controlled pilot testing would be necessary -- including winter cold water, spring runoff, and later summer warm water with algae present. Description The existing Lyman Inlet Control and Disinfection Building would be retained in service to provide disinfection and radon stripping (if necessary) for the water collected from the Lyman Spring source. New CAC units with finished water filters in unitized steel tanks would initially provide 2.0 MGD of nominal capacity using 2 modular CAC/filter units. A new WTP building would be sited northeast of the existing disinfection building, with floor space to allow 86 .41terj ah,cs Anahsis-Trecttrnent Section 5_4 installation of two additional units for a total future capacity of 4 MGD should filtration of the groundwater become necessary. CAC/filter equipment is available pre-assembled in steel tankage or suitable for field installation in custom concrete basins. Steel tankage units have been assumed for Alternative 2 given lower construction cost and the flexibility afforded by modular equipment. The latter has the advantage of allowing 1.0 MGD increments of plant capacity to be added sequentially if future conditions require treatment of additional surface water flow or treatment of the groundwater source. A schematic of improvements proposed under Alternative 2 is shown in Figure „5:A�.6. Estimated construction and O&M costs for this alternative are discussed in a following section, and are itemized in detail in Appendix A.3. Inlet and Screening Facilities A new 16-inch raw water transmission main will be installed between the lower diversion structure and the existing Inlet Control and Disinfection Building. The Iower diversion appears to be in good condition and only minor modifications should be required to place it back into service. The new treatment plant will be located northeast of the existing disinfection building. A new 25-foot tall inlet tower (head tank) and screening facility will be constructed, similar to the tower in the existing plant. The concrete tower will provide operating head to the new CAC treatment plant, meeting the 10-foot equipment height plus 4-foot terminal headloss in the clarifier media. Contiguous with the new inlet tower will be a screening facility with tilting stainless steel wedge wire screen panels to remove pine needles and debris from the raw water. Screening waste will be washed to a gullet, and then dumped to a perforated container for draining and disposal to landfill. 87 t d W LEGEND w <__-_ RAW AND FINISHED --- WATER FLOW 16 ACRE BACK WASH/ Q _<......_............. FILTER BACKWASH FINISHED WATER TO INFILTRATION LAGOON WATER SUPPLY LYMAN RESERVOIR i a •_— w -------- SPENT BACKWASH ---------.. o WATER 6 ACRE BACKWASH! z AIR SUPPLY FOR C.A.C. INFILTRATION LAGOON a w &FILTER BACKWASH N � i CHEMICAL ADDITION AS LABELED a I 3 I _ .........,.-'- --.... .._...... . .................-.................-•— NEW C.A.C.TREATMENT BUILDING (CLEARWELL BENEATH CAUSTIC FOR FINAL BUILDING) I pH ADJUST. I FLUORIDATION ` ASH PUMPS I = HYPOCHLORITE DISINFECTION € F BLOWERS FOR .✓ "— r`p CLARIFIER FLUSH --..., C.AC. FILTER E &FILTER SCOUR ) I ` (FUTURE) !I (FUTURE) 00 C.....`' ---- ----- FILTER FLASH MIX )r- —� 1 I ' Ic ^_-"-- ----- I .✓ ..._`_-.....J_--..._.: ..........-.......--...................... I. I I ACID FOR pH -- - - --J" E SUPPRESSION I .........r- --.. ..... ..... ..............-..._.......... i ALUM ORFERRIC COAGULANT C.A.G. -- FILTER i•-•-- O.a CATIONIC ! o i �� �----"-------- POLYMER 'E SG.RE..........€€. .. (FtJTU. . � FILTER ............. AENS FUTURE))R .............. .. I ..-...... _ __._— i NEW 16" I INLET TRANSMISSION —",--N-I TOWER *FILTER AID POLYMER MAIN L.........._._. ... (TYPICAL) LYMAN ALTERNATIVE 2 SCHEMATIC 2 MGD C.A.C. W.T.P. CITY OF BOZESOSJ.11 a1 Civil Engineering ILI FIG 5.A.6 WATER FACILITY PLAN Land Surveying DRAWN BY- GAL ALLIED Geotcchnical Engineering +,, �"` DATE DEe. 2005 BOZEMAN,MONTANA ENGINEERING Structural Engineering :W""" PROJEDT FIG-4 41ternatives Anahsis-Treatment Section 5.A CAC and Filter Equipment In the new WTP building, floor space will be dedicated for 4 CAC/filter units with 2 installed initially. Units will be modular, with tanks of epoxied, welded steel. Inside that building, chemical addition will be followed by flash mix, using a variable speed in-line mechanical mixer mounted in the raw water pipeline. A raw water manifold distributes flow to the CAC units, with individual modulating influent valves working in concert with flow and pressure meters to regulate flow. Each CAC unit would have 70 sf of upflow area, and normally be loaded at 1.0 gpm/sf. Top screens retain a four-foot depth of buoyant plastic bead media, and water enters from beneath. Clarified water overflows into launders, and then passes to filters built contiguous with the clarifier tankage. New filters would use mixed media with thermoplastic underdrains. Each of the two filters would have 140 sf of surface area, loaded at 5.0 gpm/sf. Effluent modulating valves interfaced with liquid level controllers regulate flow and initiate filter backwashes according to adjustable presets. Filtered water would discharge through a finished water header, and flow to the new plant clearwell. This configuration is based on U.S. Filter/C.P.C. Trident TR-420A units, and other CAC equipment options are assumed similar. The modular equipment involved will include local instrumentation and controls. In operation, as flocculated solids collect in the interstices of the plastic CAC media, headloss rises, and the influent.valves open further maintaining the desired flow rate. Once a terminal headloss of approximately 4.0 feet is reached in a CAC unit; inflow is temporarily shut off to it, and air from blowers is introduced in the influent piping. This expands the plastic media (by reducing its buoyancy) and agitates it for cleaning. Then raw water is reintroduced at 10 gpm/sf using head from the new inlet tower, flushing dirt to the launders. Actuated valves divert the backwash water to waste. Based on operating experience at other plants, CAC run times will vary seasonally with raw water turbidity, but eight hours is a typical average, contingent on pilot testing. CAC units will backwash individually. Filters will operate to terminal headloss, upon which adjustable controls will trigger backwash. Backwash will use a combination of air scour and water wash at 20 gpm/sf, and will flow to new treatment and disposal facilities. Average filter run lengths of 24 hours are anticipated. Backwash flow for the new filters is assumed to be provided from vertical turbine backwash pumps suspended over a new clearwell. The clearwell will be constructed under a portion of the building floor slab. Duplex backwash pumps will be provided for redundancy. Following filtration, effluent will flow to the new plant clearwell. The clearwell will be sized to provide enough volume for backwashing the filters and in-house plant water only. It is assumed that the CT provided by the existing storage reservoir will be more than sufficient to meet the requirements of the pending Long Term 2 Enhanced Surface Water Treatment Rule. The 5 89 .Alternatives Analysis-Treatment Section 5.A million gallon storage reservoir will provide a contact time of at least 960 minutes (50% volume credit given tanks with intermediate baffling) which will provide a CT of 960 at a chlorine concentration of 1 mg/l and 480 at a chlorine concentration of 0.5 mg/1 based on a maximum flow of 3.8 MGD. The new clearwell, underlying a portion of the plant building, will be 42- foot square by 15-foot maximum water depth to provide enough volume for two consecutive filter backwash events and plant water. Hypochlorite disinfection of filtered water will occur in the clearwell,with flow-paced feed of 14-percent sodium hypochlorite. Filtered and disinfected water will leave the new plant clearwell via a new 16-inch line routed westward to connect to the existing storage reservoir. A number of connection options would be evaluated during design. Connecting to the existing 16-inch line between the disinfection building and storage reservoir may require that effluent from the clearwell be pumped unless the treatment building can be located at an elevation to allow gravity flow and overcome the pressure in the existing 16-inch main. Construction of a separate 16-inch discharge line from the clearwell to the reservoir would require that a new pipe penetration be made in the reservoir. Installation of a separate discharge line would allow the reservoir to be used as the clearwell provided the discharge line could be installed at a low enough elevation. The cost estimate for Us alternative will include the construction of a separate clearwell and discharge line to be conservative. Chemical Feed Systems Sequential chemical feed points installed on the raw water influent pipeline in the plant would allow addition of sulfiiric acid for pH adjustment (if necessary), ferric chloride (or alum) coagulant, and cationic polymer. Additional post-clarification provisions for filter aid polymer addition will be provided. Exact chemical feed requirements for coagulation will be determined through pilot testing. For cost estimating purposes separate liquid feed systems for each of the above chemicals have been assumed. Chemical feed systems for the new CAC treatment process will be housed in separate enclosed space in the main plant building. Chemical storage will include secondary containment,high rate ventilation, safety and emergency provisions, and be IBC compliant. Due to its hazardous nature,the sulfuric acid feed system will be housed in a separate enclosed space subject to a strict code classification, and double-wall containment piping will be used for acid delivery. All liquid chemical storage tanks will use materials compatible with the specific chemicals involved; and an acid resistant lining will be required for acid tankage. Chemical storage tanks will each be sized for at least 30 days of inventory at the ultimate 4.0 MGD design flow. Each storage tank will have an outdoor fill port, designed with "drain back" provisions. Liquid chemical feed systems would all utilize peristaltic pumps,provided in duplex for redundancy. Flow-pacing will be used for delivery of coagulant, disinfection, and fluoridation chemicals, with manual overrides. Seasonal pilot testing may show suppression (e.g., to pH 6.0)of the ambient raw water pH of 7.8 to 8.0 optimizes coagulation. If suppression of pH proves necessary, re-adjustment following 90 Alternatives Analysis-Treatrnent Section 5.A treatment would be necessary. In this case, provisions for caustic storage will have to be made. For cost estimating purposes for Alternative 2, pH suppression with sulfuric acid, followed by pH re-adjustment with the caustic feed equipment has been assumed. Two 400-gallon storage tanks for 14 percent sodium hypochlorite will be housed in the WTP building, providing 30 days of inventory. Sodium hypochlorite solution stability dictates that it not be held (at 14 or 0.1 percent) for greater than 30 days, and dual tanks will afford flexibility in management of inventory. Additionally a liquid hydrofluorosilicic acid feed system for finished water fluoridation will be provided,using a 500-gallon storage tank with feed pumps and residual analyzer. Redundant flow-paced peristaltic chemical feed pumps will deliver both solutions to the filtered water stream. Backwash Water Handling Assuming nominal 8-hour CAC clarifier runs and 24-hour final filter runs between backwash events, approximately 0.1 to 0.2 MGD of backwash wastewater will be generated by the new process on an annual average basis. Wastewater will be piped from the backwash launders of the CAC and final filter units to a new backwash storage/infiltration lagoon located east of the main plant building. At a total backwash waste volume of 200,000 gallons per day, two 6-acre lagoons will be required which assumes an application rate of 0.10 ft/day (silty loam soil) and a factor of safety of 2. A sacrificial sand layer will be placed in the bottom of the lagoons and will have to be periodically removed and replaced as plugging occurs from polymers and other coagulants. The final sizing of the lagoons must be determined by in-situ basin flooding tests to determine actual field infiltration rates. Additional lagoon capacity may become necessary if the treatment plant capacity is increased in the future. Other disposal options would be surface water discharge, which would require an MPDES discharge permit or discharge to the City's wastewater treatment system. Obtaining an MPDES discharge permit may be difficult and the distance to the nearest sewer main makes the option of discharging to the wastewater system cost prohibitive. Supporting Mechanical Equipment New duplex 50 hp backwash pumps will be provided, taking suction from the plant clearwell, for backwashing final filters. Redundant 20 hp (640 cfin at 4.1 psi) air blowers provide air for CAC flushing cycles and filter air scour during backwash. Additionally duplex 1.0 hp compressors will provide air for the CAC manufacturer's pneumatic instrumentation and control valves. Compressors and blowers will be located in a sound insulated annex to the main plant building. As noted previously, new liquid chemical feed systems will be provided for coagulants and related reagents. 91 ;111ematives Artah-sis-Treatmeirt ,Section 5.A Instrumentation and Control The manufacturer will provide local PC for each CAC/filter unit, integral with the unit. These controls include the influent flow control loop to modulate CAC inflow, clarifier headloss sensing and flushing, filter liquid level and effluent rate of flow, and filter backwash. Controls are PLC-based with electronic and pneumatic instrumentation. Control valves are pneumatic. Manufacturer's controls for each CAC/filter unit will be interfaced through a central CPU with SCADA software. Additionally flowmeter readings, turbidimeter,pH meter, status of pumps and actuated valves will be tied to the SCADA system. Analog and discrete inputs/outputs (UO's) from the individual local control panels will be interfaced through the SCADA system. A backup CPU will be provided for redundancy. CPU workstations will be located in the office/control room of the WTP plant building. The combination of individual CAC/filter unit manufacturer's controls and the new central SCADA system will provide "distributed control" for each unit in the treatment train. Capability for interfacing the existing Lyman SCADA system to the new Hyalite/Sourdough plant system will also exist. Flowmeters will be installed on raw water, finished water, and backwash water lines. Raw water flow rates will be used to flow-pace coagulant chemical feeds. On-line raw and finished pH meters will be used to check pH suppression and resulting finished water pH prior to entry into the clearwell. Raw water pH will be used in a compound loop with raw water flow to pace acid addition for pH suppression prior to coagulation. A new raw water turbidimeter will be provided on the raw water inlet line to the new CAC process. Additionally individual filter effluent turbidimeters will be provided on each filter effluent line,backed up by a combined effluent turbidimeter on the treated water header from the new train. Chlorine and fluoride residual monitors and a pH meter will track water quality leaving the clearwell. New air blowers will require motor control centers (MCC's) for their 20 hp motors. New backwash pumps, sludge pumps, blowers, compressors, and building electrical loads will require three phase electrical service to the site. Building and Facility Improvements Given the anticipated 20-plus year life of the new WTP, a durable CMU main plant building is proposed. A 16-foot eave height is required for access above the 10-foot tall CAC/filter units. Building wall construction will be CMU with insulated core inserts, faced on the outside with an exterior insulation finish system (e.g.,Dry-Vit). The building will be situated on a new concrete slab with foundation walls. A 200,000-gallon (42-foot square by 15-foot SWD) clearwell will be provided beneath a building floor, located beneath open floor and lab area to avoid heavy CAC/filter unit loads on the cover slab. Filtered effluent will be piped directly to the new clearwell. Backwash pumps and a 5.0 hp house water 92 .41ternatives Analysis-Th-atn lent SBCholl 5.A turbine pump will be suspended above the first chamber of the clearwell. The house water system will include a 500-gallon hydropneumatic tank and controls. The house water system will also be piped underground to serve yard hydrants for landscape irrigation. The 6300 square-foot building will be have an air blower/compressor annex and interior partition walls to isolate the chemical feed areas, a laboratory, office/control room, and motor control center/electrical room. The sulfuric acid feed room will be fully sealed, with FRP paneling and an outside door. Liquid bulk chemical delivery ports will be located along the north wall of the new building, accessed by new paving from the existing plant site entrance. Building HVAC systems will include propane-fired air handling units, with power wall/roof vents and motorized louvers for ventilation and humidity control. Natural gas will be extended from the existing plant service to both the main plant building and the vacuum drying bed building. Laboratory testing functions will be performed in the new 400-square-foot lab area of the main building, and the lab space will be fully enclosed. Operator workspaces and the central CPU control station will be located in a separate 400-square-foot office/control room area. Separate men and women's restrooms will be provided, with locker and shower space. A new 1,000-gallon septic tank and drainfield will be provided for the new main building. The conventional soil adsorption system will handle sanitary waste from restroom and lab fixtures, instrument drains, and building floor drains. Soil percolation testing and system permitting are. included in the cost estimate for this system Once new buildings and tankage are constructed and commissioned, the plant site will be paved and landscaped. Ornamental plantings and landscape irrigation have not been included in the cost estimates for Alternative 2. Perimeter chain link fencing at the site will be expanded to include the new facility and existing barbwire fencing will be replaced with chain link fencing. Operational Requirements The new WTP will operate as system demands require up to 365 days per year. While the new CAC process is better suited to handling variations and peaks in raw water turbidity, the expanded size of the facility will require additional staffing beyond that used for the existing disinfection facility. The addition of one and one-half full-time equivalent licensed Class I surface water treatment Operator is anticipated for expanded maintenance and operations needs. It is anticipated that the plant would be staffed for a minimum of 8 hours a day 7 days a week. The remainder of the time plant status will be monitored via the SCADA system. Additional operating needs will be associated with testing and monitoring of coagulation chemistry and filter performance; additional backwash wastewater handling and treatment, and maintenance of more treatment and I/C equipment. 93 alternatives Analvsis-Treatment Section 5.A For annual cost estimating purposes (see Table 5.A.17.), 2.0 MGD of water production through the new process has been assumed over the next decade, to supplement the existing Hyalite/Sourdough water treatment plant. Energy Requirements Energy consumption will increase with the 2 MGD CAC treatment equipment and the 6300- square-foot building. Approximately 70 hp of backwash pump, air compressor and blower equipment will operate up to 4 hours per day for CAC and filter backwashing. Ancillary pumps for house water supply will add intermittent loads of up to 5 hp. The CAC building will create additional propone and electrical loads for HVAC and lighting systems. Three-phase electrical service will have to be installed to the new plant. Regulatory Compliance and Permits The new CAC process WTP should be capable of full regulatory compliance for its 20-plus year design life. Depending on the outcome of 24-month Cryptosporidium testing on source waters under the new Long Term 2 Enhanced Surface Water Treatment Rule (see Appendix A.2), additional treatment and/or disinfection could nonetheless prove necessary. If Crypto levels in the source waters exceed 0.075 oocysts per liter, additional log removals of 1.0 to 2.5 could be mandated. However, the extended contact time in the existing 5 million gallon storage reservoir should be capable of providing the additional CT's required to provide any additional log removal required unless the Cryptosporidium testing places the facility in a bin 3 or 4 classification which would require that 1-log of the removal be achieved by UV or ozone disinfection. A groundwater discharge permit may be required for the backwash storage/infiltration lagoons. No other new regulatory or other permits, except for local building permits for construction,will be needed to implement Alternative 2 or operate the new facilities. Land Requirements Additional land may be required to accommodate the backwash storage/infiltration lagoons. A total lagoon area of 12 acres will be required. Based on the land that the City currently owns at the site, acquisition of approximately 15 acres of land will be required. Availability of additional land must be verified. Environmental Considerations Environmental considerations of the new WTP under Alternative 2 are primarily beneficial. Reliability of the main treatment facility for Bozeman's public water supply will be significantly enhanced, and capacity will be increased to meet projected water needs for 20-plus years. 94 Alternutives Analvsis-Treatment Section 5.A Chemical containment, ventilation, and 'alarm provisions for the new liquid chemical systems enhance personnel and environmental protection. The coagulant chemicals involved are generally innocuous, although the potential use of concentrated sulfuric acid for pre-coagulation pH suppression involves certain hazards. The need for acid will be determined during future seasonal pilot testing of the CAC process, but if required, will call for certain handling precautions. Isolated storage with secondary containment and high-rate ventilation, double wall containment piping, protective equipment, and special operating procedures will be used to promote Operator and public safety. A maximum inventory of 3,000 gallons of acid is proposed on site. Solids settled from filter backwash water will be dewatered by drying in place in the proposed backwash lagoons to meet EPA Paint Filter Test limits, and landfilled at an approved facility, in accordance with federal 503 Regulations. No adverse environmental impacts from disposal of these solids originating from the raw water from Lyman Creek are anticipated. Chemical residuals in the dewatered solids should be negligible, and if present in minor amount, will be contained by landfill liners. Construction will require disruption at the existing Lyman site, although Inlet control Building and reservoir operation will necessarily have to be maintained. Work will be staged to allow continued operation of the existing process during construction. Connection of raw and finished water piping to the new WTP will require scheduling those activities during low water demand periods to minimize the effects of downtime. The construction for Alternative 2 will likely span two construction seasons. The relative isolation of the Lyman site reduces the construction-related impacts to Bozeman residents. The roads accessing the Lyman site will see a minor increase in construction period traffic. An additional (temporary) site access road may be necessary during construction. Limited resources will be consumed for fuel during construction, along with metal and synthetic raw materials used in the manufacture of new equipment and products. Additional land will have to be acquired to accommodate the backwash lagoons, which will take the required area out of agricultural production. Constructability Alternative 2 will require sustaining operable capacity from the Lyman system during construction. The new plant structures will require major construction at separate locations, adequately removed from existing facilities. The major construction involved will nonetheless be moderately disruptive to operations and maintenance activities for the existing system. Close consultation between the construction contractor(s), the City, and Operators will be necessary throughout construction to minimize adverse impacts to municipal water supply and treatment. 95 Alternatives Analysis-Treatment Section S.A Construction scheduling will be very critical to target lower water production periods for the more disruptive construction activities; particularly disconnection/reconnection of raw and finished water pipelines is involved. Such scheduling and acceleration of certain tasks to minimize treatment downtime will result in higher than normal construction costs. The work proposed under Alternative 2 is nonetheless of a type for which ample contractor resources are available in the state. Some manufactured equipment and specialty subcontractor services will necessarily come from outside the region. If a new discharge pipe for treated effluent is required to connect to the existing storage reservoir, specialized construction techniques will be required due to the sloped walls of the reservoir. Boring and jacking or directional drilling of the pipe under the wall may be required. Cost Estimates Capital Cost Estimate A capital construction cost estimate for Alternative 2 is summarized in Table 5.A.17 (next page), and shows the cost of the 2 MGD plant construction. The detailed version of the itemized capital cost estimate appears in Appendix A.3. Annual Cost.Estimate An annual operating cost estimate for Alternative 3 is summarized in Table 5.A.18 (next page). Production dependent operating costs such as chemicals are based on an assumed average water production of 2.0 MGD. A detailed version of the itemized capital cost estimate appears in Appendix A.3. 96 Alternatives Anah•sis-Treatment Section S.A. Table 5.A.15 Capital Cost Summary for WTP Alternative 2 - New Contact-Adsorption Clarification WTP Improvements Est. Capital Cost for 2 MGD WTP Mobilization, Sitework, & Demolition/Disposal $1,007,250 Main Plant Building $1,988,285 Treatment Units& Equipment $ 921,019 Backwash.Water Handling Improvements $1,006,800 Process Piping,Valves&Appurtenances $272,500 Instrumentation &Control $ 171,500 Miscellaneous (pilot testing) $126,000 Subtotal -- Construction Cost: $5,493,355 Contingency(20%) $1,098,671 Estimated Construction Cost: $ 6,592,026 Engineering Design &Inspection (20%) $1,318,405 Legal, Funding &Administration Costs (5%) $ 329,601 MDEQ Plan Review Fee $2,500 Total Estimated Capital Cost: $8,242,532 Net Estimated Capital Cost(Present Worth): $8,242,532 [Present Worth based on i=6%.1 Table 5.A.16 Annual Operating Cost Summary for WTP Alternative 2 - New Contact Adsorption Clarification WTP Cost Category Estimated O&M Cost Operating Labor wl Benefits $ 140,000 Replacement Materials& Installation $ 126,450 Chemicals $ 80,859 Miscellaneous Contracted Services& Repairs $ 10,000 Dewatered Sludge Landfill Disposal at Logan Landfill, incl. Haul $ 5,866 Electrical Power& Propane $ 44,026 Subtotal --Annual O&M Cost: $407,201 97 Alternath,es Analysis-Treatment Section S.A LYMAN CREEK ALTERNATIVE 3 --NEW MEMBRANE FILTRATION WTP Background A Lyman membrane filtration plant would be designed with a capacity of 2 MGD with provisions to expand up to 4 MGD. Membrane filtration provides a positive barrier to Cryptosporidium, Giardia, and viral contaminants, and can be capable of four-log or greater reductions. Actual log reduction credit for membrane filtration under the Long Term 2 Enhanced Surface Water Treatment Rule is proposed to be established by empirical "challenge testing," and could vary amongst membrane manufacturers and styles. Membrane filter manufacturers are typically responsible for testing and documentation of their products for compliance federal regulatory standards, and individual "challenge testing"for use in Bozeman should not be required. Currently membrane manufacturers are not standardized around a common membrane material or design. Hence membrane filtration WTP design remains subject to latitude and typically is based on one or several individual brands of equipment selected during the design process. For potable water applications, hollow fiber membranes in tubular vertical modules appear to be evolving as the predominant technology, although materials and configurations still vary. For analysis of Alternative 3, this is the style of equipment assumed for evaluation and cost estimating purposes. Consultation with membrane filtration manufacturers indicates that this equipment is fully capable of handling raw water turbidity to 400 Ntu or higher, while providing removals to 0.1 Ntu or lower. Performance and design parameters (e.g., loading rates, cleaning frequency, etc.) for membrane filtration must be confirmed with pilot testing before adopting this treatment method. Three seasons (one year) of rigorously controlled pilot testing would be necessary — including winter cold water, spring runoff, and later summer warm water with algae present. Modular 1 MGD membrane filter skids, complete with filter modules, piping, cleaning equipment, and controls would be installed in a new building. Two units would be installed initially,with up to two units added later should the City decide to expand the plant. Description Two modular membrane filtration units of 1.0 MGD nominal capacity each would initially be installed,providing 2.0 MGD of nominal capacity. Each membrane filtration unit would have 32 modules. A new WTP main building would be sited northeast of the existing disinfection building, with floor space to allow installation of two additional units for a total future capacity of 4 MGD should filtration of the groundwater become necessary. Given the self-contained nature of the membrane skids, individual 1.0 MGD skids could be added 'incrementally if the City elects to expand the size of the plant in the future. 98 .hernatilyes Analv.sis-Treatment Section A A schematic of improvements proposed under Alternative 3 is shown in Figure 5.A.7. Estimated construction and O&M costs for this alternative are discussed in a following section, and are itemized in detail in Appendix A.3. Inlet and Screening Facilities A new 16-inch raw water transmission main will be installed between the lower diversion structure and the existing facility. The diversion structure appears to be in good condition and should require only minor modifications to make the connection. The new treatment plant will be located northeast of the existing disinfection building. A new 1 S-foot tall inlet tower (head tank) and screening facility will be constructed. The concrete tower will provide operating head to the new membrane treatment plant. Contiguous with the new inlet tower will be a screening facility with tilting stainless steel wedge-wire screen panels to remove pine needles and debris from the raw water. Screening waste will be washed to a gullet, and then dumped to a perforated container for draining and disposal to landfill. Membrane Filter Equipment In the new main building, floor space will be dedicated for 4 membrane filter skids, with two installed initially. Membrane filtration equipment would be modular,with each having 1.0 MGD (nominal) capacity and 32 replaceable filtration modules. Each membrane skid will be equipped with local instrumentation and PLC-based controls, suitable for interfacing through a central plant SCADA system. The membrane filter manufacturer will provide two feed water pumps and raw water strainers for the membrane skids. Duplex air(scour) blowers and clean-in-place solution systems will support the membrane filters. Duplex air compressors will also be provided for pneumatic instrumentation and control. Feed water pumps will push raw water through self-cleaning strainers into the delivery manifolds on each membrane filter skid. Based on consultation with several membrane manufacturers, chemical addition for coagulation prior to filtration is unlikely to be necessary (contingent on pilot testing). No treatment chemical additions have been assumed for cost estimating for filtration treatment. A 16-inch raw water header will convey flow from the inlet tower-screening sump to the feed water pumps, with smaller pump discharge piping to individual membrane filter trains. Manual influent valves will provide isolation for maintenance. Feed water pumps will be variable speed, 99 a a ti i LEGEND w _.-_-- RAW AND FINISHED i WATER FLOW s E.................. FILTER BACKWASH 6 ACRE BACKWASH/ SUPPLY INFILTRATION I•AGOON � I a SPENT CLEANING WASTEWATER i _ AIR SUPPLY FOR FILIE-R 6 ACRE BACKWASH/ FINISHED WATER TO CLEANING LYMAN RESERVOIR INFILTRATION I AGOON ^ --. CHEMICAL FILTER ......j. - C LEAN-!N-PLACE I a 41 CHEMICAL ADDITION AS LABELED 4 NEW MEMBRANE FILTER BUILDING i - - ,ro FLUORIDATION I (CLEARWELL _ WASTEWATER ! BENEATH 1I CHEMICAL ( I SUMP ....... i BUILDING} J CLEAN-IN-PLAC€. FEED E - i 1 HYPOCNLOPoTE SYSTEMS i"'• I PUMP 'STRAINER i L - - - DISINFECTION {• - I _� � 1 MGD MEMBRANE FILTER SKID s i I I I FEED .........__..-......._._� _.._ I i � PUMP ISTRAINER f _ 1 MGD MEMBRANE i ' FILTER SKID ��"""--"""'� �I t I � f FEED " -.�_-......... _-. PUMP STRAINER .._ r : 1 1 MGD MEMBRANE FILTER SKID + i I {FUTURE} - —l- ---� �......-- ._..._.._ .., --4 r I � I FEED I i PUMP'STRAINER --- - ^, 1 MGD MEMBRANE g FILTER SKID t —� (FUTURE) LJ _ _ ..... ........__-_.... - REVERSE AIR COMPRESSORS I FLOW FOR FILTER C { •1- - - - PUMPS NEW 16" I INLET CLEANING TRANSMISSION --"" - - ` T, OIAER MAIN {_ LYMAN ALTERNATIVE 3 SCHEMATIC 2 MGD MEMBRANE FILTRATION W.T.P. CITE' OF BOZEMAN Civil Engineering FIG 5.A.7 WATER FACILITY PLAIT � Land Surveying �Vmlv DRAW BY. GAL GentecALLIED hnical Engineering DATE DEC.2005 BOZEMAN,MONTANA ENGINEERING Structural Engineering PROJECT Fr-4 ,41ternath,es Anahvsis-Treatment Section 5,A and integral filter controls will maintain flow rate through membrane filters as headloss increases with fouling of the hollow fiber media. Membrane filter controls will also provide for periodic reverse flow/air scrub cleaning of media based on adjustable setpoints for time and/or head Ioss, typically for 10 to 15 seconds several times an hour. Duplex (redundant) reverse flow pumps will be provided with the filtration equipment for this purpose. Water for reverse flow cleaning will be filtrate taken from the discharge header for other operating membrane filter units. More rigorous chemical clean-in- place will occur for a short (e.g., 30 to 60 minutes) interval daily or weekly; plus a more extensive chemical cleaning on monthly or bi-monthly intervals. Individual membrane skids will be temporarily removed from (water production) service during flushing or cleaning episodes. Exact cleaning frequencies will be confirmed during pilot testing, and may vary seasonally. Only one membrane skid will be flushed and/or cleaned at a time. Membrane filter hollow fiber media will be an inert polyvinyl derivative, providing resistance to cleaning chemicals. Membrane materials are typically proprietary with filter equipment manufacturers. Membrane pore size varies with different filtration applications. A 0.1 micron pore size is suitable for turbidity, Cryptosporidium, and Giardia, removal for surface water treatment. Based on the surface area of the hollow fiber media strands, a flux rate of 50 to 100 gpd/sf is anticipated. Individual membrane filter modules contain many hollow media fibers, providing 500 sf or more of surface area per module. Trans-membrane pressure monitoring will give an indication of media fouling, and trigger flushing and cleaning events. Although varying amongst membrane manufacturers, an "outside-to inside" mode of flow is assumed for the membrane filter modules. Raw water enters the outer wall of hollow fibers, and filtrate is collected on the inside. A small amount of raw water from the plenum exterior to the fibers is recirculated to reduce solids fouling. Individual fibers are sealed at each end in an epoxy-potted connection. Filtrate is collected in a header on the membrane skid, and will be piped to a common header, which connects to a new 16-inch discharge pipe connected to the existing storage reservoir, Maintaining the integrity of individual membrane fibers and related connections are of critical concern to prevent passage of contaminants. Any breach in a connection or rupture in an individual fiber must be detected promptly, allowing isolation and repair. The membrane filter control system includes continuous filtrate quality (turbidity) monitoring, coupled with daily air pressurization testing for this purpose. During air testing, abnormal loss of pressure indicates a breach, and visual air bubble detection provisions are provided to allow Operators to isolate the individual module that is leaking. Modules can easily be disconnected and replaced in this event, allowing prompt resumption of treatment. Membrane fibers can be manually plugged, once a module is removed from service, allowing re-use of a repaired module. Manufacturer's controls for membrane integrity monitoring will be interfaced with alarms in the SCADA system for the new plant. 101 Alternatives Analysis-Treatment Section S.A Membrane filter media (modules) have a finite life, and will require full replacement after an estimated 10 years of continuous service. Inability to restore design flux rates despite comprehensive chemical cleaning will be an indication of the need for replacement. Useful life of membranes will vary with water conditions and maintenance. Costs for membrane replacement on an assumed 10-year interval are included in the annual cost estimates in Appendix A.3. A concern for municipalities with membrane filters is the availability of replacement media. To allay concerns with availability and future pricing, it behooves utilities to select membrane filtration equipment from reputable manufacturers that have endured in the industry, and to negotiate future pricing assurances at the time of original equipment purchase. The above membrane filtration equipment and operational configuration is based on a Pall Microfiltration System using Micronza microfiltration modules, and other membrane filtration equipment options are assumed to be similar. Following membrane filtration, effluent will flow to the existing storage reservoir. Assuming a demonstrable 4.0+ log removal of Giardia and Cryptosporidium by membrane filtration, disinfection of filter effluent may only be required for viral reduction(subject to MDEQ). This is anticipated to require a 4.0 log virus removal, or a CT of 12.0 at 0.5 deg C and a pH of 6.0 to 9.0 with 1.6 mg/1 chlorine. It is also assumed that Cryptosporidium testing under the pending Long Term 2 Enhanced Surface Water Treatment Rule will not require additional log inactivation due to elevated oocyst numbers. The existing baffled storage reservoir will provide more than enough contact time to provide the anticipated viral disinfection CT credit. A 5 hp house water pump and pressure tank will be installed to provide house water. A 35,000 gallon concrete clearwell will be installed to provide a sump for the house water system. Hypochlorite disinfection of filtered water will occur in the plant effluent pipe, with flow-paced feed of 14-percent sodium hypochlorite. Sufficient CT credit will be provided by the existing storage reservoir. Filtered and disinfected water will leave the new plant clearwell via a new 16-inch line routed westward to connect to the existing storage reservoir. A number of connection options would be evaluated during design. Connecting to the existing 16-inch line between the Inlet Control and Disinfection Building and storage reservoir may require that effluent from the clearwell be pumped unless the treatment building can be located at an elevation to allow gravity flow and overcome the pressure in the existing 16-inch main. Construction of a separate 16-inch discharge line from the clearwell to the reservoir would require that a new pipe penetration be made in the reservoir. Installation of a separate discharge line would allow the reservoir to be used as the clearwell provided the discharge line could be installed at a low enough elevation. The cost estimate for this alternative will include the construction of a separate clearwell and discharge line to be conservative. 102 :llternatives Airah-sis-Treatnww Section 5.A Chemical Feed Systems Based on comparison of various manufacturers, feeding of coagulation chemicals is not anticipated to be required with membrane filtration. Consequently feed systems for alum, ferric chloride, cationic and filter aid polymer will not be necessary. Membrane filters, due to their small pore size, are capable of intercepting turbidity and bacterial contaminates without agglomeration into larger particles. Chemical feed systems for Alternative 3 will be limited to residual chlorination, fluoridation, and chemical cleaning equipment for the membrane system. The latter feed system will be provided by the membrane filter manufacturer in conjunction with the filtration 'equipment, and will consist of dual (redundant) clean-in-place solution tanks with a recirculating pump. Chemical cleaning will utilize 1.0 percent sodium'hydroxide followed by 0.1 percent sodium hypochlorite, or alternatively 0.5 percent citric acid. Separate hydroxide and hypochlorite cleaning has been assumed for cost estimating purposes, although the equipment involved would be equally suitable for citric acid. Spent cleaning waste will be diverted to a 20,000-gallon concrete wastewater sump beneath the floor of the new building. Here hydroxide and hypochlorite will neutralize each other, and combine with backwash wastewater from air scour/reverse flow cleaning cycles. Duplex 10 hp submersible pumps will periodically transfer wastewater to earthen backwash/infiltration lagoons. An average daily flow of approximately 3,000 gpd is projected, with a peak day maximum of 6,000 gpd. On-site bulk liquid storage for cleaning chemicals will be provided in separate enclosed space in the new plant building. Chemical storage will include secondary containment, high rate ventilation, safety and emergency provisions, and be IBC compliant. Two 500-gallon storage tanks for 14 percent sodium hypochlorite will be housed in the main building, providing 30 days of inventory. Liquid hypochlorite will be used for residual chlorination as well as feed stock for batching 0.1 percent cleaning solution for the membrane filters. Sodium hypochlorite solution stability dictates that it not be held (at 14 or 0.1 percent) for greater than 30 days, and dual tanks will afford flexibility in management of inventory. A 1500 gallon storage tank will house the sodium hydroxide solution used in the membrane cleaning cycle. Due to their reactive nature, sodium hydroxide and sodium hypochlorite will be housed in separate enclosed spaces. Separate solution tanks will be provided for hatching the dilute cleaning solutions, and equipped with mechanical mixers for mixing. A daily total of approximately 3,000 gpd of chemical cleaning solutions will be required at the average daily flow, escalating to 6,000 gpd at maximum plant capacity. Additionally a liquid hydrofluorosilicic acid feed system for finished water fluoridation will be provided, using a 1,000-gallon storage tank with feed pumps and residual analyzer. Redundant flow-paced peristaltic chemical feed pumps will deliver both chemicals to the filtered water stream. All liquid chemical storage tanks will use materials compatible with the specific 103 Altematives Analysis-Treatment Section 5.A chemicals involved. Bulk deliveries of each liquid chemical will be made using fill ports with "drain back"provisions on the outside of the main building. Backwash Water Handling Multiple wastewater streams will be generated from the membrane filter units. In aggregate these should comprise 5.0 percent or less of total water production, yielding filter efficiencies of 95 percent or higher. Seasonal fluctuations are anticipated with varying raw water turbidity. These wastewater streams will accumulate in the 20,000-gallon sump beneath the new membrane filter building, and will include the following: • Air scour/reverse flow backwash water estimated at 100,000 gpd at a 2 MGD daily flow. • Daily chemical cleaning waste, plus monthly or bi-monthly full clean-in-place solutions estimated at 2700 gpd (in combination) at average daily flow, and 5400 gpd at maximum future flow of 3.8 MGD. Membrane cleaning and backwash water will be pumped from the sump to two new 6-acre backwash/infiltration lagoons. Treated backwash water will be allowed to evaporate and percolate into the ground. A groundwater discharge permit may be required for the backwash/infiltration lagoons. Supporting Mechanical Equipment The membrane equipment manufacturer will provide supporting mechanical equipment for the new membrane filtration units to assure equipment compatibility. Two 60 hp feed water pumps will be used, for the initial 2 MGD plant capacity. While variable speed feed water pumps must be sized for a maximum delivery pressure of 45 psi, their usual operation will be at 10 to 15 psi and energy consumption will be commensurate. A battery of two 20 hp reverse flow pumps will be used with 20 hp air compressor systems for air scour/reverse flow membrane cleaning. Compressors will also provide air for pneumatic controls and instruments, and will be equipped with a large receiver to reduce compressor size and cycling frequency during filter scours. Compressors and pumps will be located in the new building. As noted previously, new liquid chemical clean-in-place systems will be provided, and will include batch tank mixers and solution delivery pumps furnished by the membrane filter manufacturer. Separate equipment not provided by the membrane filter manufacturer will include new liquid chemical feed systems for hypochlorination and fluoridation. Duplex 20 hp submersible pumps in the main building wastewater sump will transfer membrane filter flushing and cleaning waste to the lagoons. The lagoons will alternate in service allowing 104 Alternatives AtialYsis-Treatment Section 5.A one to empty and dry the accumulated sludge. Dewatered sludge removal will be accomplished using a skid-steer loader, with transport by City or contracted waste hauler to the landfill at Logan. Instrumentation and Control The manufacturer will provide local VC for each membrane filter skid, integral with the unit. These controls include influent flow and trans-membrane pressure control loops to maintain inflow, trans-membrane pressure sensing, air scour/reverse flow cycles, and clean-in-place cycling. All automated cycles will have manual initiation capability. Controls are PLC-based with electronic and pneumatic instrumentation. Control valves are pneumatic. Manufacturer's controls for each membrane filter skid will be interfaced through a central CPU with SCADA software. Additionally flowmeter readings, turbidimeter, status of pumps and actuated valves, and gravity thickener tank levels will be tied to the SCADA system. Analog and discrete inputs/outputs (UO's) from the individual local control panels will be interfaced through the SCADA system. A backup CPU will be provided for redundancy. CPU work stations will be located in the office/control room of the main plant building. The combination of individual membrane filter unit manufacturer's controls and the new central SCADA system will provide "distributed control"for each unit in the treatment train. Flowmeters will be installed on raw water, finished water and cleaning wastewater lines. Submersible wastewater pumps will be controlled with float switches in the waste sump, with manual overrides and seal failure detection_ Anew raw water turbidimeter will be provided on the raw water inlet line to the new membrane filter process. Additionally individual filter effluent turbidimeters will be provided on each membrane skid effluent line, backed up by a combined effluent turbidimeter on the treated water header from the new train. Chlorine and fluoride residual monitors and a pH meter will track water quality leaving the plant. New air compressors, membrane filter feed water and reverse flow pumps, wastewater pumps, and the house water pump will require motor control centers(MCC's) for their motors. Building and Facility Improvements Given the anticipated 20-plus year life of the new WTP, a durable CMU main plant building is proposed. A 12-foot eave height is adequate for the floor level membrane filter skids. Building wall construction will be CMU with insulated core inserts, faced on the outside with an exterior insulation finish system (e.g., Dry-Vit). The building will be sited on City-owned plant site property with an additional land acquisition of approximately 15 acres to accommodate the backwash/infiltration lagoons. 105 Alternatives Analysis-Treatment Section 5.A The building will be situated on a new concrete slab with foundation walls. A 35,000-gallon cistern will be provided beneath the building floor to serve as a reservoir for the house water system. Filtered effluent will be piped to the existing storage reservoir. A 5.0 hp house water turbine pump will be suspended above the clearwell. The house water system will include a 500- gallon hydropneumatic tank and controls. The 7000-square-foot main building will be have interior partition walls to isolate the chemical feed areas, a laboratory, office/control room, and motor control center/electrical room. Liquid chemical bulk delivery ports will be located along the north wall of the new building, accessed by new paving from the existing site entrance. Building I-1VAC systems will include propane-fired air handling units, with power wall/roof vents and motorized louvers for ventilation and humidity control. Natural gas will be extended from the existing plant service to both the main plant building and the vacuum drying bed building. Three-phase power will have to be brought to the WTP site. A combination of fluorescent and incandescent ceiling lighting will be used in new buildings. Laboratory testing functions will be performed in the lab area of the main building. Operator work spaces and the central CPU control station will be located in a separate office/control room area. Separate men and women's restrooms will be provided, with locker and shower space. A new 1,000-gallon septic tank and drainfield will be provided for the new main building. The conventional soil adsorption system will handle sanitary waste from restroom and lab fixtures, instrument drains, and building floor drains. Soil percolation testing and system permitting are included in the cost estimate for this system Once new building and treatment system are constructed and commissioned the plant site will be paved and landscaped. Asphalt access roads to three sides of the main plant building will be provided for both equipment maintenance and chemical deliveries. Other areas of the plant site will be finish graded and seeded. Ornamental plantings and landscape irrigation have not been included in the cost estimates for Alternative 3. New chain link fence will be installed around the new building and will be connected to the existing site chain link fencing. Existing barb-wire fencing would be replaced with new chain link fence. Operational Requirements The new WTP will be designed to operate up to 365 days per year. The expanded size of the facility will require additional staffing beyond that used for the existing Lyman facility. The addition of at least one full-time and one part-time equivalent licensed Class 1 surface water treatment Operator is anticipated for expanded maintenance and operations needs. 106 Alternatives Analvsis-Treatment Section 5.A It is anticipated that the plant would be staffed seven days a week for a minimum of 8 hours per day. When the building is not staffed, plant function and status would be monitored by the SCADA system. Operators at the main plant would be notified via SCADA of alarm conditions at the Lyman facility. The SCADA system would be designed to allow system operators to shut down the plant from the existing WTP or other remote location during an alarm situation. Additional operating needs will be associated with testing and monitoring of membrane filter performance, additional backwash wastewater handling and treatment,and maintenance of more treatment and I/C equipment. With the moderate degree of automation with the membrane filter units and central SCADA system, operations and maintenance for equipment and instrumentation is estimated to require 4000 staff-hours per year, including existing duties already associated with the Lyman system. For annual cost estimating purposes (see Table 5.A.19.), 2 MGD of water production through the new process has been assumed over the next decade. Depending upon the results of additional flow monitoring and the City's needs the plant size could be increased to 4 MGD at some time in the future. Treatment efficiency for the new membrane filtration treatment process is anticipated to be 95 percent or greater. Energy Requirements The 60 hp feed water pumps will draw approximately 18 hp during normal operation, and only two pumps should meet average daily water demands. Approximately 80 hp of reverse flow pump, wastewater transfer pump, air compressor and blower equipment will operate up to three hours per day for filter backwashing. Ancillary pumps for house water supply and other miscellaneous items will add intermittent loads of up to 10 hp. The new plant buildings will create additional propane and electrical loads for HVAC and lighting systems. Reeulatory Compliance and Permits The new membrane filtration WTP should be capable of full regulatory compliance for its 20- plus year design life. Membrane filtration should be credited with 4.0+ log reductions for Giardia and Cryptosporidium, contingent on documented testing by the manufacturer in accordance with EPA protocols. Disinfection is also provided to achieve a 4.0 log credit for virus inactivation. Depending on the outcome of 24-month Cryptosporidium testing on Lyman Creek surface waters under the proposed Long Term 2 Enhanced Surface Water Treatment Rule (see Appendix A.2), additional treatment and/or disinfection could nonetheless prove necessary. If Crypto levels in the source waters exceed 0.075 oocysts per liter, additional log removals could be mandated by MDEQ. In this case, the addition (or substitution) of UV disinfection could provide a logical remedy to achieve at least another 1.0 log reduction(see Section 3.A). Disposal of backwash and cleaning water in the backwash/infiltration lagoons may require a groundwater discharge permit from MDEQ. 107 Alternatives Anal °sis-Treatment Section 5 A Land Re uirements Additional land acquisition may be required to site the backwash/infiltration lagoons. A total of 15 acres of additional land may be required. Architectural and aesthetic considerations will be incorporated into the exterior design of the new buildings to assure compatibility with existing plant structures and the surrounding environ. Environmental Considerations Environmental considerations of the new WTP under Alternative 3 are primarily beneficial. Reliability of the Lyman Supply for Bozeman's public water supply will be significantly enhanced. Should the groundwater component of the Lyman Supply become contaminated, the treatment plant can be easily upgraded to treat the groundwater. Containment, ventilation, and alarm provisions for the new liquid chemical disinfection and fluoridation systems enhance personnel and environmental protection. No coagulant chemicals are required, although chemical cleaning solution systems are required for the new membrane filters. The cleaning solutions involved are of low concentration, but require careful handling to mitigate chemical hazards. Protective equipment and special operating procedures will be used to promote Operator and public safety. A maximum inventory of 1,500 gallons of 35 percent sodium hydroxide and 1,000 gallons of 14 percent sodium hypochlorite is proposed on site. With the absence of chemical conditioning as part of the membrane filtration treatment process, chemical residuals in the backwash water should be minimal. Construction will require disruption at the existing Lyman Inlet Control and Disinfection Building and reservoir site, although operational capability will necessarily have to be maintained. Work will be staged to allow continued operation of the existing process during construction. Connection of raw and finished water piping to the new WTP will require scheduling those activities during low water demand periods to minimize the effects of downtime. The construction for Alternative 3 will likely span two construction seasons. The relative isolation of the plant site reduces the construction-related impacts to Bozeman residents. The roads accessing the Lyman site will see a minor increase in construction period traffic. Limited resources will be consumed for fuel during construction, along with metal and synthetic raw materials used in the manufacture of new equipment and products. Constructabiliiy Alternative 3 will require sustaining operable capacity from the existing Lyman system during construction. The new plant structures will require major construction at separate locations, adequately removed from existing facilities. The major construction involved will nonetheless 108 .41ternatives Analtisis-Treatment Section S.A be moderately disruptive to operations and maintenance activities for the existing system. Close consultation between the construction contractor(s), the City, and Operators will be necessary throughout construction to minimize adverse impacts to municipal water supply and treatment. Construction scheduling will be very critical to target lower water production periods for the more disruptive construction activities; particularly disconnection/reconnection of raw and finished water pipelines is involved. Such scheduling and acceleration of certain tasks to minimize treatment downtime will result in higher than normal construction costs. The work proposed under Alternative 3 is nonetheless of a type for which ample contractor resources are available in the state. Some manufactured equipment and specialty subcontractor services will necessarily come from outside the region. Cast Estimates Capital Cost Estimate A capital construction cost estimate for Alternative 3 is summarized in Table 5.A.19 (next page), and shows the cost of the 2 MGD plant construction. The detailed version of the itemized capital cost estimate appears in Appendix A.3. Annual Cost Estimate An annual operating cost estimate for Alternative 3 is summarized in Table 5.A.20 (next page). Production dependent operating costs such as chemicals are based on an assumed average water production of 2 MGD. A detailed version of the itemized capital cost estimate appears in Appendix A.3. 109 Alternatives Anallsis-Treatment Section 5.A Table 5.A.17 Capital Cost Summary for WTP Alternative 3 - New Membrane Filtration WTP Est. Capital Cost for Improvements 2 MGD WTP Mobilization, Sitework, &Demolition/Disposal $1,076,613 Main Plant Building $1,580,292 Treatment Units & Equipment $889,167 Backwash Water Handling Improvements $946,800 Process Piping, Valves &Appurtenances $518,000 Instrumentation &Control $ 175,500 Miscellaneous (pilot testing) $126,000 Subtotal--Construction Cost: $ 5,312,373 Contingency(20%) $1,062,474 Estimated Construction Cost: $6,374,847 Engineering Design & Inspection (20%) $1,274,969 Legal, Funding &Administration Costs (5%) $318,742 MDEQ Plan Review Fee $2,500 Total Estimated Capital Cost: $8,046,859 Plus Present Worth of Membrane Module Replacement at Year 2015 $95,846 Net Estimated Capital Cost(Present Worth): $8,142,705 [Present Worth based on i=6%.] Table 5.A.18 Annual Operating Cost Summary for WTP Alternative 3 - New Membrane Filtration WTP Cost Category Estimated O&M Cost Operating Labor wl Benefits $140,000 Replacement Materials & Installation $119,666 Chemicals $50,703 Miscellaneous Contracted Services & Repairs $10,000 Dewatered Sludge Landfill Disposal at Logan Landfill, incl. Haul $5,866 Electrical Power&Natural Gas $31,550 Subtotal --Annual O&M Cost: $ 357,685 110 .411eniatives Analysis-Treatment Section S.A LYMAN CREEK ALTERNATIVE 4 — COLLECT ADDITIONAL GROUNDWATER FLOW Background As discussed in the Preliminary Screening of Lyman Surface Water Treatment Alternatives section, the City is not utilizing a significant portion of groundwater flow that is captured by the groundwater collection system. At times, over 800 gpm of groundwater overflows from the groundwater collection system diversion manhole and the pipe located at the upper end of the groundwater collection piping. In the summer of 2005, City staff attempted' to maximize the amount of groundwater that the existing Lyman system can capture from the existing groundwater collector located at the upper end of Lyman Creek. A maximum groundwater flow of 1400 gpm was captured in the months of July through August. Due to system limitations, 1400 gpm was the maximum sustainable flow rate the City crew was able to capture. During this time period groundwater was also overflowing from the groundwater collector diversion manhole at flows of greater than 800 gpm (the flume that measures the overflow from the collector cannot measure flows greater than 800 gpm). The flow measured at this flume includes the overflow from the diversion manhole, the discharge pipe at the upper end of the collection system and groundwater seeps not captured by the collection system piping. Based on observations made by City staff it appears that the limiting factor in the Lyman system is the 8-inch piping, disinfection and fluoridation equipment located in the Lyman inlet control and disinfection building. At flows exceeding 1400 gpm pressures in the building-piping dropped too low to allow the disinfection system and fluoridation system to work properly due to excessive velocity and headloss. The "bottleneck" appears to be located in the 8-inch' piping within the disinfection building. A hydraulic analysis performed on the 16 and 18-inch Lyman raw pipeline indicated that it can easily handle flows of 4 MGD and greater. There are two pressure-reducing stations located along the pipeline to prevent excessive pressures from developing in the pipeline. Each of these stations has two 8-inch Cla-Val pressure reducing valves (PRV) piped in series to reduce pipeline pressures. The size of these PRV's may have to be increased if the system flow is significantly increased. The Cla-Val catalog indicates that the maximum continuous flow rating for a model 90-01 valve is 3100 gpm (4.4 MGD), which is greater than the existing 3.8 MGD (2700 gpm) water right for the system. The maximum capacity of the existing valves should be verified with the valve manufacturer, however it appears that the existing valves should be capable of handling increased flows up to the water right of 3.8 MGD. Description Improvements would be made to the Lyman system so that up to the entire 3.8 MGD (2700 gpm) water right can be captured when the flows are available. In addition, flow-monitoring equipment located near the groundwater collection system needs to be upgraded in order to make a better determination of the flows that are available. This alternative will also address ill Alternatives Anah-sis-Treatment Section 5.A deficiencies identified in the Evaluation of Existing Facilities Section (Section 3.A). These deficiencies include: • Inadequate flow measurement and telemetry capabilities at the site of the groundwater collection system. • Flow in the 16 and 1 8-inch transmission main is controlled at the downstream Inlet Control and Disinfection Building, without any instrumentation or control to indicate flow conditions at upper end of the pipeline. If the transmission pipeline inlet does not remain surcharged to maintain pressure flow in the pipeline, air enters causing problems with the pressure reducing stations. • Unused groundwater collector flows overflow the diversion manhole without any indication back at the Inlet Control and Disinfection Building. • Access to the groundwater collection system and related infrastructure is difficult in the winter months. • Electrical power is not available at the groundwater collector site. • Lack of automatic chlorine residual monitoring ahead of the Lyman reservoir. • Lack of a fluoride residual monitor. • Permanent fill piping for the hypochlorite and fluoride solution tanks is needed, and must be conspicuously labeled to deter misconnection during chemical deliveries. • The existing sample tap for monitoring chlorine and fluoride residuals is located too close to the injection points for these chemicals. • An error accumulates in the Lyman reservoir level readings due to pipe friction loss when reservoir effluent flows exceed 1000 gpm due to headloss in the transmission line between the reservoir outlet and the pressure transducer in the outlet control building that measures reservoir level. • Truck access for chemical deliveries to the Inlet Control Building is difficult. • Stairwell access to the Outlet Control Building becomes hazardous during the winter due to snow and ice. • Lack of fencing/security at the site of the groundwater collection system Needed improvements to accomplish this alternative include the following: Groundwater Collection System The following improvements are needed for the collection system: • The parshall flume that measures the groundwater flow not captured by the groundwater collection piping is undersized and needs to be replaced with a larger flume and flow recorder. • The flow from the discharge pipe located in the upper section of the collection piping should be tested to determine water quality (MPA, bacteriological and chemical). If no contaminants are present, the quality meets drinking water standards and MDEQ approval is obtained the pipe could be connected to the diversion structure manhole. Exploratory excavation should be performed to determine the construction and source of the pipe. 112 Alternatives Analysis-Treatment Section 5.A • Single-phase power should be brought to the spring collector site to allow the installation of telemetry, security and monitoring equipment. Solar power could be used to power the equipment but is not as reliable as electrical power and may prove difficult given the valley location of the collector. • Telemetry equipment should be installed at the spring collector site for monitoring flow, transmission pipe inlet conditions, diversion manhole overflow, security etc. A water level measurement device should be installed in the diversion manhole. • Fencing should be installed around the site to keep out wildlife and intruders. • Over the snow vehicles should be kept at the inlet control and disinfection building to allow ready access to the pipeline and groundwater collector for daily monitoring, repairs and maintenance. Snowmobiles or an ATV with snow tracks and sleds for hauling gear would serve this purpose. For adequate operator safety two vehicles should be readily available. Inlet Control and Disinfection Building The following improvements are needed: • The 8-inch piping and related appurtenances (flow meters etc) at the Inlet Control and Disinfection Building need to be increased to 12-inch diameter to prevent excessive velocities headloss at higher flows. • If necessary, the chemical feed pumps need to be upsized to handle increased flows. It may be necessary to increase the size of the chemical storage tanks to handle increased flows. • Provisions for monitoring chlorine and fluoride residual upstream of the storage reservoir must be made. A sample line should be installed on the buried influent line near the reservoir inlet and routed back to the Inlet Control Building. A sampling pump would have to be installed either in the building or depending upon the required length of the sample line in a vault at the connection of the sample line and 16-inch inlet pipe. • Improvements must be made to better monitor chlorine residual downstream of the Outlet Control Building chlorine injection point. A sample line and sample pump should be installed downstream of the building. • Additional chlorine and fluoride residual monitors are needed to allow monitoring of fluoride residual and chlorine residual at the new monitoring points. • An ultrasonic level indicator should be installed in the storage reservoir to allow accurate level readings. • The electrical service at this site needs to be upgraded to provide three-phase (240/460V) service in order to handle heating needs. • The heating system needs to be upgraded in the Inlet Control and Disinfection Building to provide adequate heating in the winter. Unit Heaters will be upgraded to provide adequate heating. • Grading improvements are needed to allow safer access for delivery trucks. • Improvements are needed at the Outlet Control and Disinfection Building to allow safer operator access. The existing stairwell should be covered and/or enclosed. 113 Alternatives Analysis-Treatment Section 5.,4 Operational Requirements The proposed improvements should not increase worker requirements and in fact should make the overall operation and maintenance of the facility simpler and safer for system operators. Operators will be able to remotely monitor conditions at the groundwater collector and remotely control flows and capture of groundwater. Providing electrical service to the spring collector site will allow easier operation and maintenance of the groundwater collection system. Improvements at the Inlet Control and Disinfection Building, storage reservoir and Outlet Control Building will improve the operator's ability to control chlorine and fluoride dosages, monitor storage tank level and increase operator safety. Energy Requirements As discussed above improvements are required to provide power at the site of the groundwater collector and to improve power service at the Inlet Control and Disinfection Building site. A significant increase in electrical consumption will not occur because of the improvements. The daily electrical load at the site of the groundwater collection system will be minimal and a slight increase in energy consumption at the Inlet Control and Disinfection Building will occur to handle the additional heating load and operate the additional monitoring equipment. . Regulatory Compliance and Permits Provided the quality of the collected spring water does not change, the Lyman system and proposed improvements should be capable of full regulatory compliance for the next 20 years. There is more than adequate detention time in the storage reservoir to provide the needed contact time for disinfection and inactivation of viruses,bacteria, Giardia and Cryptosporidium. Land Requirements No additional land or easements should be required for the proposed improvements. It should be possible to place the power service to the groundwater collector in existing easements for the transmission pipeline and on existing City property. The existing easement may have to be modified to allow the inclusion of a buried power line. 114 Alternatives Analvsis-Treatment Section 5.A Environmental Considerations There should be no significant environmental impacts associated with the proposed improvements. The improvements are primarily to existing facilities and should not significantly impact the environment. Construction will produce some limited, temporary impacts such as noise and dust. However the construction specifications will require that the construction contractor provide the adequate mitigation measures during construction. The facility may have to be shut down for a limited time to allow for piping improvements in the Inlet Control and Disinfection Building. Constructability The proposed improvements can be easily constructed and no major problems are expected during construction. As discussed above the Lyman system may have to be shut down for a limited period to allow for piping improvements at the Inlet Control and Disinfection Building. However, this shut down can be scheduled during the spring or fall when water demands are lower. Cost Estimates Capital Cost Estimate A capital construction cost estimate for Alternative 4 is summarized in Table 5.A.21 (next page). The detailed version of the itemized capital cost estimate appears in Appendix A.3. Annual Cost Estimate An annual operating cost estimate for Alternative 4 is summarized in Table 5.A.22 (next page). Production dependent operating costs such as chemicals are based on an assumed average water production of 2.0 MGD, which recognizes production of up to 3.8 MGD in the summer months and production decreasing down to 1 MGD or less in the winter months. 115 A tematrves Analtisrs-Treatment Section 5.A Table 5.A.19 Capital Cost Summary for WTP Alternative 4 — Collect Additional Groundwater Flow Improvements Est. Capital Cost Mobilization, $26,296 Improvements at Groundwater Collection (Spring)Site $241,500 Improvements at Inlet Control and Disinfection Building Site $ 180,100 Subtotal --Construction Cost: $446,896 Contingency(20%) $89,379 Estimated Construction Cost: $536,275 Engineering Design & Inspection (20%) $ 107,255 Legal, Funding &Administration Costs(5%) $ 26,814 MDEQ Plan Review Fee $2,500 Total Estimated Capital Cost: $672 844 Net Estimated Capital Cost(Present Worth): $ 672,844 [Present Worth based on I=6%] Table 5.A.20 Annual Operating Cost Summary for WTP Alternative 4 — Collect Additional Groundwater Flow Cost Category Estimated O&M Cost Operating Labor wl Benefits $70,000 Replacement Materials & Installation $ 10,093 Chemicals $48,480 Miscellaneous Contracted Services& Repairs $ 10,000 Electrical Power& Natural Gas $4,000 Total --Annual O&M Cost: $142,573 116 .411ernatives Arialy-sis-Treatmew Section 5.A. HYALITE/SOURDOUGH EVALUATION OF RAW WATER STORAGE FACILITY ALTERNATIVES Background As described in Section 4.A, constructing a 60-million-gallon raw water reservoir could provide seven consecutive days of"off.-line" storage in the event of a catastrophic watershed fire or other severe compromise of water quality in Hyalite and/or Sourdough Creeks. Such a reservoir would provide up to seven days of Average Daily Demand projected through for the next 10 years. By the year 2025, with average demands escalating to over 15 MGD, a 60-million-gallon reservoir would only provide approximately four days of storage. There are two critical considerations in siting such a raw water storage reservoir: 1. The reservoir must likely be located above elevation 5240 to allow gravity flow to the WTP (1997 Water Facility Plan for.Bozeman, Montana, 1997, MSE-HKM). Final hydraulics would need to be confirmed prior to final siting, based on the new Hyalite transmission main currently being constructed and the new design selected for a WTP. 2. Approximately 20 acres of private land meeting elevation criteria must be located and be available for purchase. For cost estimating purposes for a raw water storage alternative, such land has been assumed to be available within one mile of the WTP, although this may not be the case. It is assumed that two miles of 24-inch piping will be required, connecting to and from the reservoir. Pipeline easements must also be available and will likely involve multiple private landowners. To maintain gravity flow, routing piping along public right-of-ways is likely impractical. In addition to availability, land cost is another significant unknown,particularly with the dynamic real estate market in the Bozeman area. A price of$50,000 per acre has been assumed for cost estimating purposes, given the likely alternate use of such land for residential lots. Actual land cost could be substantially different depending on market conditions at the time of purchase, if suitable land can even be located. The alternatives of constructing a raw water storage reservoir versus not doing so (No Action) are evaluated and compared in this section. Raw Water Storage Reservoir Remote from WTP Site—Alternative 1 Description An available 20-acre site would need to be identified and acquired by the City, lying above elevation 5240. Site location is assumed to be within one mile of the joint terminus of the Sourdough and Hyalite raw water transmission mains. This would allow the reservoir to stockpile raw water from either source. The reservoir site is assumed to be at an elevation 117 Alternatives Anah sis-Treatment Section 5.A allowing gravity flow to and from the reservoir. Pumping to and/or from the reservoir could be considered, but the required lift stations would add considerable cost. Land cost is not assumed to be significantly different for lower elevation property (unsuitable for gravity flow), and pumping has been excluded from the cost analysis for a new raw water storage reservoir. If a pump station(s)was required, additional costs would be incurred. The 60-million-gallon (184 acre-foot) impoundment would be designed with earthen dikes, potentially built into a hillside, depending on the site. Nominal reservoir (dike centerline) dimensions of 1,200 feet by 500 feet would promote plug flow hydraulics and settling. A 15-foot water depth with three feet of freeboard is proposed. Dike slopes would be 3:1, with 12-foot top widths to allow vehicle access. The reservoir is assumed to be lined with 30-mil reinforced polypropylene geomembrane to prevent excessive seepage losses and mitigate potential liabilities with down gradient landowners. A 12-inch sacrificial,sand layer will be placed atop the membrane floor to protect it from damage during sediment removal cleaning. A geotechnical investigation with on-site borings and soil tests would be used to confirm the need for and design of the geomembrane liner. Concrete inlet and variable depth outlet structures would be provided. The entire site perimeter would be fenced with eight-foot chain link fencing with outriggers and signs to deter access and reduce liability exposure for the City. The fencing would also serve to exclude wildlife. Following construction, the reservoir site would be seeded and landscaped to conform to adjacent land uses and reduce aesthetic impacts. Prior to roceedina with this raw water storage reservoir alternative the Ci1Y will need to commission a detailed siting study in an attempt to locate suitable land and determine exact ricin . Both Professional Engineer and Realtor/Abstracter services will likely be needed. Land ownership and landowner contacts will be necessary, and engineering analysis of hydraulics and site utilization will also be required. It should be recognized that land may not prove to be available meeting the siting requirements for a raw water reservoir. The City owns an approximately 18-acre parcel beyond the south end of South Third Street that could be evaluated as a possible site in proximity to the new Hyalite raw water transmission main. This site would not serve the Sourdough raw water source, and would require detailed hydraulic analysis for feasibility. If a suitable site is tentatively located, prior to proceeding with this alternative the City also may want to consider a public information, comment, and environmental process to allay potential neighborhood concerns with safety or aesthetics of the reservoir. 118 Alternatives AnaNsis-Treatment Section 5.A Operational Requirements Water would be diverted manually from the raw water transmission mains into the storage reservoir, using valves provided for that purpose. As described above, new pipelines to and from the reservoir will be needed, and their length will depend on the final site. The reservoir would be filled in advance of fire- or runoff-prone seasons, but could likely be drained over winter. Once filled, reservoir water would need to be used and refreshed periodically to avoid stagnation and algae proliferation. Given adequate elevation at the reservoir site, discharge from the reservoir back to the WTP should be in a pressurized pipeline. This will allow flow control at the plant inlet tower, matching inflow to water demand without overflow or waste of surplus water. Inlet flow controls and metering proposed as part of new WTP alternatives will provide this function (see WTP Alternatives Evaluation). Raw water storage reservoir levels will be monitored with a pressure (level) sensor, and telemetry link to the main plant SCADA system. Two telemetry transceivers would be required, one at the reservoir and another at the plant. This will allow remote monitoring and alarm of levels through the SCADA system. Given the settling intended to occur, the raw water reservoir would require periodic cleaning for sediment removal. With sacrificial sand atop the geomembrane liner, this could be conducted during seasonal draining with small skid-steer loaders and dump trucks. Alternatively barge- mounted vacuum dredging could be used. Cleaning intervals will be entirely contingent on sediment loads occurring in the raw water which should normally be relatively low. Hence cleaning is projected for cost estimating purposes to occur only once per decade. Removed sediments are assumed to be trucked to the plant site for spreading and disposal, since they should not be considered a waste product under the federal 503 Regulations. The reservoir grounds would require mowing and site maintenance on a regular basis. These activities have been assumed for cost estimating purposes to require eight hours per week, 30 weeks a year. Energy Requirements With intended gravity inflow and outflow from the reservoir, no significant energy consumption will be entailed with its operation. An on-site telemetry transceiver and reservoir level sensor will utilize minimal amounts of electrical power. Fuel and other energy resources will be consumed for construction of the reservoir, including geomembrane manufacture and operation of heavy construction equipment. 119 Alternatives Analysis-Treatment Section 5.A Regulatory Compliance and Permits "Off-line" reserve storage of seven days worth of treatable raw water would promote regulatory compliance in the aftermath of a watershed wildfire. The need to treat extreme turbidity in- stream water from Sourdough or Hyalite Creeks would be avoided temporarily, in the hopes of moderating turbidity levels within a week of a post-fire major runoff event. The easier treatability of water held in reserves should avoid the possibility of turbidity violations that could result from treating extreme turbidity water. Permitting for construction of a raw water storage reservoir would be limited to zoning conformance and possible use land use exemptions as required by local ordinance. Land Requirements As addressed above, land availability, cost, and elevation are critical considerations to siting a raw water storage reservoir. Approximately a 20-acre site would be required, above elevation 5240. Environmental Considerations The raw water storage reservoir would provide partial mitigation, relative to the municipal water supply, for adverse environmental impacts from wildfire in the Hyalite and Sourdough watersheds. By providing a one-week reserve of treatable raw water, treatment and water availability impairments would be partly prevented. However the extent of post-fire adverse impacts to the watershed and municipal supply could conceivably outstrip the seven-day storage capacity provided, and the reservoir will not remedy all potential adverse consequences. As water demands escalate beyond the flows projected in 2015, the reservoir would provide less than seven days of storage for Average Day Demand. Environmental consequences associated with siting of the proposed reservoir may require mitigation to avoid aesthetic intrusions, promote public safety, protect wildlife, and prevent soil erosion. A combination of security fencing, signs, and revegetation and landscaping should provide appropriate mitigation. The City should consider a public involvement process prior to selecting a reservoir site and proceeding with implementation to educate and solicit consensus from area residents. Construction of the reservoir will result in short term impacts typical of large scale earth moving projects at whatever site may be selected. Mitigative measures required will include dust and runoff control, noise abatement by confining work to weekday business hours, and traffic control planning and maintenance of local access. Construction impact mitigation requirements may be contingent on the exact site involved and the adjacent land uses. 120 Alternatives Analysis-Treatment Section S.A. Constractability Construction of the raw water reservoir will require conventional earth-moving equipment, and area contractors are available with the required capabilities and equipment. Reservoir geomembrane installation.will likely require an out-of-state liner manufacturer and installer,with the latter being a specialty crew for field placement and seaming of the material. Completion of construction, including lining, should take one construction season. Liner placement is weather sensitive and would be scheduled accordingly. Cost Estimates A capital construction cost estimate for the Raw Water Storage Reservoir - Alternative 1 is summarized in Table 5.A.23, below. The detailed version of the itemized capital cost estimate appears in Appendix A.3. An annual operating cost estimate for the raw water reservoir alternative is summarized in Table 5.A.24, below. Costs are included for additional Operator time for site maintenance and periodic reservoir cleaning, since they would be in addition to staffing cost projections for new WTP alternatives (see WTP Alternatives 3 and 4 Evaluation). A detailed version of the itemized annual operating cost estimate appears in Appendix 5.A.3. Table 5.A.21 Capital Cost Summary for Raw Water Storage Reservoir- Alternative 1 Improvements Estimated Capital Cost Site Acquisition & Sitework $1,060,000 Raw Water Storage Reservoir Construction $1,056,126 Instrumentation & Control $52,600 Piping $1,963,300 Subtotal --Construction Cost: $4,132,026 Contingency(20%) $826,405 Estimated Construction Cost: $4,958,431 Engineering Design & Inspection (20%) $991,686 Legal, Funding &Administration Costs (5%) $247,922 Total Estimated Capital Cost: $6,198,039 121 Alternatives Analtisis-Treatrnent Section 5.A Table 5.A.22 Annual Operating Cost Summary for Raw Water Storage Reservoir - Alternative 1 Cost Category Estimated O&M Cost Operating Labor $8,400 Replacement Materials & Installation $1,315 Miscellaneous Contracted Services & Repairs $5,000 Electrical Power $350 Annual Equivalent Cost Sludge Removal/Disposal in 10 Years (I =6%) $1,616 Subtotal --Annual O&M Cost: $16,681 No Action—Alternative 2 As described in Section 4.A, not constructing a raw water storage reservoir is another alternative. If suitable land is not available at an affordable price for siting such a reservoir, the No Action Alternative may also become the selected course of action by default. Description Under the No Action Alternative, no raw water storage facilities would be constructed. Existing Sourdough and Hyalite raw water transmission mains would continue to flow directly the new WTP. Any extraordinary contamination from a watershed wildfire would have to be removed in the treatment process, and an "off-line" emergency reserve of treatable raw water would not be available. Operational Requirements Without construction of a raw water storage reservoir, no additional operational requirements are entailed related to such an impoundment. Operational requirements at a new WTP could conceivably increase temporarily with runoff in the aftermath of a watershed wildfire. Severe turbidity loads may dramatically increase treatment requirements, filter backwash episodes, or in a worst case, dictate temporary cessation of treatment. However given separate intakes in the Sourdough and Hyalite watersheds, plus the opportunity for sedimentation provided by Hyalite Reservoir, some treatable raw water supply is likely to be maintained. Temporary restrictions on municipal water use to promote conservation may be required during and after a watershed wildfire due to reduced availability of treatable water. Energy Requirements No energy resources for construction or operation would be consumed if a raw water reservoir is not constructed. 122 .41terf7atives Atialtisis-Treatment Section S.A Regulatory Compliance and Permits Difficult to treat, extreme turbidity raw water would most likely be associated with runoff from denuded hillsides in the aftermath of a watershed wildfire. As described in Section 4.A, a watershed fire in Durango, Colorado, resulted in turbidity events exceeding 5,000 Ntu. If such water emanated from the Hyalite/Sourdough watersheds, treatment ability at the WTP could be severely compromised. While not necessarily rendered inoperable, depending on the selected treatment process, filter runs lengths could be shortened dramatically. Excessive filter fouling and backwash water volumes could become extremely problematic, and plant production efficiency could drop substantially. Depending on the treatability of elevated raw water turbidity occurring, compliance with regulatory turbidity limits could be compromised. While modern mixed media or membrane filters are capable of maintaining turbidity below regulatory norms, a severe overload could compromise that ability. Membrane filtration likely provides a more positive barrier, although fouling with extreme turbidity raw water could minimize flux rates. No permitting is associated with the No Action Alternative for a raw water storage reservoir. Land Requirements No land would be required for the No Action Alternative. Environmental Considerations No environmental impacts due to construction or siting of a raw water storage reservoir would occur with the No Action Alternative. In the event of a watershed wildfire, the municipal water supply for the City of Bozeman could be more adversely impacted without a raw water storage reservoir. If water treatment ability or production rates become drastically impaired by post-fire raw water turbidity,water availability could be curtailed. Without a raw water reservoir, the seven days of"clean" raw water reserves would not be available. Constructability No design or construction would be required with the No Action Alternative. Cost Estimates No capital cost is associated with the No Action Alternative. Likewise no annual operating costs are involved. 123 Alternatives Anah sis-Treatment Section S.A SELECTION OF HYALITE/SOURDOUGH PREFERRED ALTERNATIVES Based on the detailed evaluations in the preceding Section 4.A, the alternatives presented can be compared on technical, financial, and environmental criteria. This section summarizes those comparisons for the following proposed improvements related to the Hyalite/Sourdough water treatment system: • Future WTP Process and Treatment Plant • Finished Water Disinfection • Raw Water Storage Facility Each of the alternatives evaluated in detail in these categories are summarized below. WTP Preferred Alternative(s) Comparative Summary of Alternatives After initial screen of potential options, five WTP process and facility alternatives were evaluated in detail. Table 5.A.25 (next page) summarizes the estimated costs and useful lives of those alternatives. The alternatives differ significantly in their estimated periods of service (useful life), and range from short term upgrades to the existing WTP to completely new replacement facilities. The alternative water treatment processes include continued (short term) direct filtration, contact adsorption clarification, or membrane filtration. The aggressive growth dynamic projected for the municipal water service area(see Section 3.B) accentuates the need for flexibility. While current Average Day (water) Demand is estimated at 5.7 MGD, the 20-year forecast is for a threefold increase to 15.1 MGD. New WTP facilities must be sized to meet Peak Day Demand, which is predicted to rise from a present 13.1 MGD to 34.7 MGD by the year 2025. To avoid premature capitalization, new WTP facilities should be expandable as these water demand projections materialize. This also provides some contingency in the event growth or water demands lag behind predictions. The new WTP facility Alternatives 3 and 4 are both proposed at 22 MGD initial capacity to meet projected 10-year needs, with convenient future expansion to 36 MGD to address anticipated 20-year peak water demands. 124 o! r co cr) rn r (D rUK O) cD cD Ui I�t V T IU U O T CV) N &4 b3 EH 60, 64 �D (3) 'gr (D G (D d O II � ( (D r co Cc •- x 3 � Z N O to � c 3 !I) Lf) 1- (D oo M C Q LU V bN4 Q W D_ a � m U co N r T = t r � ' N C C Q A c7 h O ai Uf CD 7 G! N N N aco Cl) N IZ O W O C.) V' 69 � 64 � 'a ca C r. Q1 t o E U Do w? �r a) CL IA 00 147 C1 ZII. O a Q1 (D 1 W M @ ` ++ to N InEO N `' N iC w? O O M o O E _ E cr a) 6� a O ";r O m O 9 a IC a V N (p C6 N q p `p N 4. 3+ Ln I+ cr) co c7 m w +S N IOC) O_ O T L N O a w V � K3 (Al &�4 � � � p E E w U C7 O c p =o 4=- C N C <A + O O O O O 0 0 E 3 V LU v lO r r r N r N w ag f9 (p V 7 N U LO T N N N M N CO CM3 U c T.0 + a O () 0 � CO C a Q V c O u ca U ° O y a, LL E m a C E a (D 3 CD c y c w L) •X m E c m Q w Z r 0 l U 3 c _ m O C3 Q p CD Mn 7 I Z mc .� � 1 I m a ce) c ! c N c N O Nr (DN rp C N O • w > N Co w N , Qrc sow iag ma m E m °�' a E `�° Ew E " E - E y a w ( Q °gym � � a) ai a � Ma Ha aD Qa QU- Q � a � 0.� � � � Alternatives Analysis-Treatment Section 5.A These WTP alternatives are not necessarily mutually exclusive. For example, Alternative 1 may necessarily have to be implemented to allow adequate design and construction time to achieve Alternatives 3 or 4. Similarly, "peaking plant" Alternatives 2A and 2B both require that the Alternative 1 existing plant upgrades be done conjunctively. This maximizes flexibility in the options available to the City of Bozeman for upgrading and/or replacing the Hyalite/Sourdough WTP. It likewise affords flexibility in financial commitments. After administrative, budgetary, and engineering deliberation by City staff, a course of action can be selected based on available resources and preferences. The WTP alternatives vary in other aspects than cost and useful life. Table 5.A.26 (below) summarizes comparative ranking of the alternatives in matrix form for a range of criteria. Alternatives are given numerical rankings based on a value of"5" as "best", ranging to "1" as "poorest." Rankings in individual categories are not weighted, although certain criteria are likely more significant than others to the City of Bozeman. The rankings shown are subjective and intended only as guidance. The re resent the judgment of the authors only; readers may have different opinions. Note that land requirements have been excluded from the rankings, as all alternatives can be sited on City-owned land at the existing WTP property. Table 5.A.24 Comparative Ranking of WTP Alternatives Ranking Criteria Alt. I Alt.2A Alt.213 Alt. 3 Alt.4 Annual Equivalent Cost per MGD Capacity 5 3 3 1 3 Useful Life to Meet Long Term Water Needs 1 3 3 5 5 Operational Requirements& Complexity 3 2 2 4 5 Energy Requirements per MGD Capacity 1 3 3 3 5 Regulatory Compliance Capability 2 3 4 4 5 Environmental Considerations (incl. chemical 2 3 5 3 4 handling, aesthetics, &waste generation) Constructability 1 2 14 4 1 5 5 Summation of Categorical Rankings: 17 23 26 1 28 36 Selection of a Preferred WTP Alternative In consultation with City Public Works Staff in a March 28, 2006 work session, Alternative 4— New Membrane Filtration WTP is recommended as the preferred option for a new Hyalite/Sourdough plant. This recominendation includes initial installation of the facility as a 22 MGD (nominal capacity) plant, to be expanded to 36 MGD when growth and increasing water demands warrant. 126 Alternutii,es Anah sis-Treatment Section S.A The selection of WTP Alternative 4 is supported by three primary factors: • It addresses the 20-year water treatment capacity needs projected for Bozeman, unlike WTP Alternatives 2A and 2B which only provide capacity through approximately the year 2015, after which those alternatives would require subsequent construction of a new larger WTP. The Alternative 1 short term upgrade of the existing WTP does not provide additional treatment capacity beyond current peak day use, which is unworkable given future projected water demands. • Capital, O&M, present worth, and annual equivalent costs are all lower than those for the Alternative 3 CAC treatment plant which provides comparable capacity. A new membrane filtration WTP is also preferred over incremental capacity expansions retaining the existing WTP (Alternatives 2A and 2B) since it avoids $10.6 to $10.8 million in interim capitalization that would become obsolete and largely unrecoverable when water demands exceed 23 MGD. With the preferred'alternative, the initial 22 MGD plant expenditure retains full utility when the facility is eventually expanded to 36 MGD. • Compliance prospects with treatment requirements of the Long Term 2 Enhanced Surface Water Treatment Rule and other prospective regulations governing particulate and pathogen removal are optimized with membrane filtration. As 'a "positive barrier" filtration technology, membrane filters maximize'potential log removal credit for Giardia and Cryptosporidium compared to more traditional filtration technologies. Collectively due to superior technical performance and cost-effectiveness, WTP Alternative 4 is therefore recommended for a new Hyalite/Sourdough treatment facility. Disinfection Preferred Alternative Comparative Summary of Alternatives After initial screen of potential options, two WTP disinfection alternatives were evaluated in detail. Table 5.A.27 (next page) summarizes the estimated costs of those alternatives. Note that the costs shown below are not intended to be additive with cost shown above for WTP alternatives. A cost allowance for hypochlorite disinfection is already included in preceding WTP alternative costs, and the costs shown below are only for comparison of disinfection alternatives. To substitute UV disinfection in one of the foregoing WTP alternatives, the incremental cost difference indicated below would apply. 127 Alternatives Analvsis-Treatment Section 5.A Table 5.A.25 Summary of Disinfection Alternative Costs Est. Annual Annual Disinfection Alternative Est. Capital Cost Operating Equivalent Cost Cost* Hypochlorination Disinfection (incl. clearwell) $997,276 $176,764 $263,711 UV Disinfection with Hypochlorination for $1,691,392 $208,062 $355,525 Viral Reduction & Residual (incl.clearwell) *AEC based on n=20 years and i=6%. Constructability and environmental considerations are sunilar with either disinfection altemative. Both options will require the use of a liquid hypochlorite feed system, with associated storage and handling of the mildly aggressive chemical. Energy consumption of the two altematives, however, differs significantly. Due to the substantial electrical load for the IN disinfection equipment, that alternative is projected to consume an average of approximately 150,000 kWhr per year, compared to around 2,000 kWhr for the hypochlorination primary disinfection alternative. The efficacy of the two disinfection alternatives is about comparable. Both provide 4 log viral inactivation and exceed the minimum 0.5 log Giardia and Cryptosporidium reductions required. The UV disinfection alternative requires subsequent hypochlorination since UV is not currently rated adequate for the required viral reduction in itself. For viral inactivation only, the CT and resulting clearwell size required is reduced, compared to that required for a 0.5 log Giardia reduction. For purposes of comparing disinfection alternatives, costs shown are based on the theoretical clearwell size required only for CT objectives. Actual clearwell volume requirements are contingent on the filtration treatment process selected. Consult the previous discussion of WTP Alternatives 3 and 4 for actual clearwell requirements for the respective CAC and membrane filtration processes with liquid hypochlorite disinfection. Hypochlorination is also necessary for chlorine residual in the distribution system, although this in itself does not require clearwell contact time. The anticipated hypochlorite dose for viral inactivation and for residual chlorination is similar, given past operating experience with the treated Hyalite/Sourdough water supplies. Selection of a Preferred Disinfection Alternative Given significantly higher capital and operating costs for UV disinfection, primarily due to the need for subsequent hypochlorination for viral inactivation and chlorine residual, primary disinfection with hypochlorite is recommended. The added cost and operational requirements for a LTV primary disinfection system are not justified. No premium in terms of performance results from UV disinfection, even if Long Term 2 Enhanced Surface Water Treatment Rule source water testing results in a Bin Classification of 3 or higher. In that unlikely event, either UV disinfection or membrane filtration are prescribed for 128 Alternatives Analisis-Treatment Section 5.A at least 1.0 log of Cryptosporidium reduction. Particularly with the recommendation of membrane filtration for the new Hyalite/Sourdough WTP, any benefits in the regard for UV disinfection become negligible. The hypochlorination disinfection alternative should meet all disinfection requirements for Bozeman's system, and unlike past gas chlorination, is anticipated to minimize pH suppression in the finished water. This is likely to eliminate the previous need for pH adjustment by addition of sodium hydroxide. Raw Water Storage Facility Preferred Alternative In the preceding Section 4.A, the alternative of construction a 60-million-gallon "off-line" raw water storage reservoir was compared to the No Action Alternative. Table 5.A.28 (below) summarizes the estimated costs of those alternatives. Note that the costs shown below would be additive with cost shown above for WTP alternatives. No costs for raw water storage have been included in the WTP alternatives analysis. Table 5.A.26 Summary of Raw Water Storage Facility Alternative Costs Est. Annual Annual Raw Water Storage Facility Alternative Est. Capital Cost Operating Equivalent Cost Cost' Raw Water Storage Reservoir—Alternative 1 $6,198,039 $16,681 $428,613 (incl. piping & land acquisition) No Action—Alternative 2 $0 $0 $0 AEC based on n=20 years and i=6%. The ability of the City to implement Alternative 1 and construct a raw water storage reservoir is completely dependent on availability and affordability of land for purchase at the proper elevation to provide gravity flow to the WTP. The availability of easements for connecting pipelines to and from the reservoir is also pivotal. Costs estimated for Alternative 1 necessarily included some broad assumptions on land availability and price. A thorough siting study is a necessary prerequisite before this alternative, can be ado>l tied (see Raw Water Storage Facility Evaluation), and will be essential to better defining costs and practicality of constructing a raw water storage reservoir. Given an available and suitable site, a 60-million-gallon reservoir affording a nominal seven days of raw water storage (at year 2015 demands) would be readily constructible. Environmental consequences of the new reservoir, other than transient construction-phase impacts that can be mitigated, are generally positive. It could provide the City with temporary mitigation for the adverse raw water quality impacts resulting from the aftermath of a wildfire in the Hyalite or Sourdough watersheds. Post-fire runoff events that rendered raw water quality difficult to treat could be mitigated for a period of up to a week with such storage. This could reduce resultant water use restrictions or insufficient availability of water. 129 Alternatives Analysis-Treatrnent Section 5.A The No Action Alternative provides no such advantages. Some protection against wildfire water quality consequences would remain with Hyalite Reservoir and Mystic Lake. Runoff from fire damaged areas upstream of these existing impoundments would have an opportunity for settling, improving treatability. However runoff from burned areas downstream in either watershed would have no treatment. Selection of a Preferred Raw Water Storage Facility Alternative Given the need for a detailed siting study and site-specific engineering evaluation before a raw water storage facility can be pursued, a preferred alternative is not recommended. The feasibility of such a facility is entirely contingent on availability of a suitable site that meets hydraulic requirements and is acceptable to neighbors and the community. Given continued interest by the City in a raw water storage impoundment, a detailed siting study should be commissioned as a first step. Land cost and the overall estimated capital requirement of $6.2 million also must be considered by the City in assessing cost-effectiveness of this improvement. Other Required System Improvements Sourdough Raw Water Intake Despite being relatively new, the Sourdough Raw Water Intake and Screening Facility is subject to functional problems as outlined in Section 3.A. These deficiencies primarily involve icing of screens and flow measurements. Upgrade alternatives are not applicable, since the facility as constructed limits the remedial options. Likewise abandonment and replacement of the new facility is not cost-effective. Electrical power is not available at the site, making options for ice control difficult. Routing new overhead or underground electrical power up Sourdough Canyon to the intake site would likely involve environmental concerns and potential public opposition that make it unworth the effort. Instead radiant infrared panel heaters using propane are proposed inside the Screening Building to control icing. Radiant heaters would be millivolt-controlled, using standing pilot lights and not requiring IIOV electrical power. Millivolt control would be provided through a special thermostat. These heaters have the advantage of heating surfaces rather than the air, providing a reasonable potential for deterring ice accumulation on raw water screens. Four 5O MBE ceiling suspended units are proposed, hung over the screening pit several feet above the screens. It should be noted that this may not be effective for complete ice deterrence with winter water temperatures approaching freezing or even super-cooled. 13O Alternutives Anah sis-Treatment Section 5.A A 1,000-gallon propane tank would be installed on the site, leased from a local LPG vendor. This tank should provide adequate inventory for use over the winter without refilling. A 24 VDC battery system would also be installed with solar panel recharging, and would be used for flow metering and telemetry instrumentation. The existing flow monitoring manhole downstream of the Screening Building would be re- excavated and moved to a location approximately 25 feet downstream. Cutting and replacement of 24-inch DIP piping would be required. Moving the Parshall flume downstream would promote laminar flow and consistency in flow measurements. A new 24 VDC ultrasonic flow transmitter would be installed above the flume. The 24 VDC telemetry RTU would transmit. flow data to the WTP, using time-spaced transmissions to conserve power. At the plant, a companion RTU would receive data and interface with the SCADA system. The intake RTU would also interface with a low temperature alarm (thermostat contacts) to report a loss of building heating. Problems with in-stream siltation in the intake pool are not considered cost-effective to remedy, as they would likely require a replacement in-stream structure and/or channel modifications. Cost and environmental permitting requirements would likely both be substantial. Estimated construction, operating, and annual equivalent costs for the proposed intake improvements are summarized in Table 5.A.29, below. Detailed capital and annual cost estimates appear in Appendix A.3_ These costs would be additive with other treatment process improvements presented previously. 131 Alternatives Analysis-Treatment Section S.A Table 5.A.27 Summag of Sourdough Raw Water Intake Upgrade Costs Est.Annual Annual Item Est. Capital Cost Operating Equivalent Cost Cost* Utility Service and Building Heating $9,600 Relocate Existing Flow Monitoring Manhole $49,126 Instrumentation and Control $65,100 Subtotal—Construction Cost: $1231826 Contingency(20%) $24,765 Estimated Construction Cost: $148,591 Engineering Design & Inspection (20%) $ 29 718 0 Legal, Funding &Administration Cost(5/o) $7,430 Total Estimated Cost: $185,739 $9,588 $21,932 "AEC based on n=20 years and i=6%. 132 Altematives Anah•sis-Trearmew Sectiofr S.A SELECTION OF LYMAN CREEK WATER SYSTEM PREFERRED ALTERNATIVES Based on the detailed evaluations in the preceding sections, the Lyman system alternatives presented can be compared on technical, financial, and environmental criteria. This section summarizes those comparisons for the following proposed improvements related to Lyman Creek surface and groundwater systems: • Future WTP Process and Treatment Plant • Expanding the Existing Groundwater Collection System Each of the alternatives evaluated in detail in these categories are summarized below. Lyman Preferred Alternative(s) Comparative Summary of Alternatives After initial screen of potential options, four WTP process and facility alternatives were evaluated in detail. Table 5.A.30 (next page) summarizes the estimated costs and useful lives of those alternatives. The alternatives differ significantly in their estimated periods of service (useful life), and range from upgrades to the existing Lyman facility to completely new treatment facilities. The alternative water treatment processes include contact adsorption clarification and membrane filtration. These treatment processes would be used to treat the surface water component of the Lyman system that is currently not utilized because of lack of a treatment facility. The treatment alternatives assume that the City would continue to utilize the existing groundwater (spring) collection system and related infrastructure. The treatment alternatives would be designed to allow expansion in the future in the event the groundwater (spring) requires filtration due to contamination or changes in drinking water regulations. 133 y t ( — � §41 / / / 2 § N OD _® o \ Or \ ^ w / � f 7 % 7 k C� % § \ 2 � o m § 22 n o k =§ 9 � / mm ■ o a co � � � 0 CD ■ o 2 � 2 m *EL; 0 C) 7 # 0 7 & N o & (n % 2 ■ � CD $ q % \ ■ 2 � k 2 Q \ \ \ E ® cq M _ _ ■ \ * : CD 2 u e / 7 # \ / § § ■ �: I m \ ■ k CD0 / � 7 � c § t () % 2 % 2 3 o ■ « _ = o _ \/ k ( 2 kk < � o fa) CO $ \ # ' : 2 ° 0 > E © k k / f � k ) r \ c 7 k \ \ / / k � � � Alternatives Analysis-Ti-eatrnent Section 5.A These alternatives are not necessarily_mutually exclusive. For example, Alternative 1 may necessarily have to be implemented to allow adequate design and construction time to achieve Alternatives 2, 3, or 4. Similarly, it may be desirable to implement Alternative 4 in the near future and then implement either Alternative 2 or 3 in the future when the City must maximize all of its available water right on the Lyman System. This maximizes flexibility in the options available to the City of Bozeman for upgrading the Lyman System. It likewise affords flexibility in financial commitments. After administrative, budgetary, and engineering deliberation by City staff, a course of action can be selected based on available resources and preferences. The WTP alternatives vary in other aspects than cost and useful life. Table 5.A.31 (below) summarizes comparative ranking of the alternatives in matrix form for a range of criteria. Alternatives are given numerical rankings based on a value of"5" as "best," ranging to "1" as "poorest." Rankings in individual categories are not weighted, although certain criteria are likely more significant than others to the City of Bozeman. The rankings shown are subjective and intended only as guidance. They represent the judgement of the authors only; readers may have different opinions. Table 5.A.29 Comparative Ranking of Lyman Alternatives Ranking Criteria Alt. 1 Alt. 2 Alt. 3 Alt.4 Annual Equivalent Cost 5 3 4 5 Useful Life to Meet Long Term Water Needs 1 5 5 4 Operational Requirements &Complexity 4 2 4 5 Energy Requirements 4 3 3 4 Regulatory Compliance Capability 2 5 5 3 Environmental Considerations (incl. chemical 3 3 3 3 handling, aesthetics, &waste generation) Constructability 5 4 4 4 Summation of Categorical Rankings: 24 25 28 28 135 Alternatives Analysis-Treatment Section S.A Selection of a Preferred Lyman Alternative In consultation with City Public Works Staff in a March 28, 2006 work session, Alternative 4 — Expand Groundwater Collection System is recommended as the preferred option for the Lyman System. This alternative was selected based on the following factors: • With the exception of the no action alternative, Alternative 4 has a significantly lower capital cost when compared to the treatment alternatives. • Alternative 4 will allow the City to collect all of the available groundwater flow from the spring collection system and it may be possible to collect the City's entire 3.8 MGD water right during a portion of the summer months when system demands are highest. • Alternative 4 does not preclude the City from constructing a water treatment plant to treat Lyman Creek surface water flow should it become necessary in the future. Collectively due to its flexibility and cost-effectiveness, Alternative 4 is therefore recommended for the Lyman Creek System. 136 Alternatives AnaNsis-Distribution & Storage Section 5.8 WATER DISTRIBUTION AND STORAGE Overview The focus of this section is to discuss the most appropriate reconnrnendation in the following five categories: 1) Identify water main improvements to meet needed fire flow requirements. 2) Identify aging water mains which will be 100 years old or older during the 20-year planning period and are less than 8-inch in diameter. 3) Identify areas lacking redundancy(i.e. have only one supply route). 4) Recommend new transmission mains to serve future growth and development in the proposed study area. 5) Recommend additional storage. The following design guidelines were utilized for the alternatives analysis: • Use 8 inch minimum main size where appropriate. • Keep velocities under 15 ft/s during the maximum day event. • Maintain optimum pressures between 45 and 75 psi and minimum and maximum pressures of 35 and 120 psi, respectively. • Use a fire flow of 2500 gpm for sizing future transmission mains in the study area. • Maintain minimum residual and zone pressure of 20 psi during the fire flow event. • Provide minimuun fire flow storage of 1.5 MG (5000 gpm for 5 hours). • Provide minimum total system storage equal to "average day demand plus fire storage". A calibrated computer water model of the City's system was used to analyze and select the most appropriate reconunendation for each of the five categories listed above. Water Main Improvements to Meet Needed Fire Flow General Fire flow events were modeled at various locations throughout the City to test the existing 2005 water systems ability to meet needed fire flows during the maximum day event, see Appendix B.2 for results. Typically, computing needed fire flow requires detailed information including; construction class, spacing between buildings, effective area, occupancy factor, exposure factor and conununication factor. It was beyond the scope of this document to calculate the needed fire flow for every possible location in the City by this method. Instead, needed fire now was computed by utilizing information from the 2000 ISO report, zoning densities, aerial photo maps, and engineering judgment. In general, the following needed fire flows were determined: • Commercial high density regions (B and M Districts): 4000-5000 gpm. • Residential high density regions (R-4, R-O, and RMH): 2750-3500 gpm. • Residential low to medium density regions (R-S, R-1, R-2, and R-3): 1500-1750 gpm. Alternatives considered for improving the existing water system included replacement, sliplining, pipe bursting and no action. Sliplining and pipe bursting can work well for sewer 1 Alter)zativ(-,vAncilti:vis-Divtril)Ilti011 & Storage Section 5.B mains or water transmission mains that are PVC and have few to no services. Since most of the City's water mains are ductile iron and have service connections, these two technologies were not considered further. The replacement alternative is recommended for upgrading the water system to meet needed fire flows. Replacement Alternative Table 5.13.1 and Figure 5.13.1 lists the recommended improvements to the existing 2005 water system to meet the needed fie flow requirements on the maximum day event. Modeling results from pre and post recommendations can be found in Appendix B.2. Table 5.B.I — Recommended Existing System Improvements to Meet Needed Fire Flows on Max.Day Footage Old Size New Size Description of Estimated (ft) Work Construction Cost 19,418 4" 8" Replace 4" with $4,131,422 New 8" Main 30,166 6" 8" Replace 6" with $6,489,461 New 8"Main 3,407 6" 12" Replace 6" with $868,061 New 12" Main 670 8" 12" Replace 8" with $170,708 New 12" Maul 6,227 N/A 8" histall New $1,340,362 8"Water Main 1,744 N/A 12" Install New $444,371 12" Water Main Total $13,444,385� 1. Includes abandoning old mains, service reconnection, street replacement, mobilization, demobilization, legal and administration costs, 20%contingency, engineering design and inspection. Estimates are for 2005 Costs. 2 •.: ll;inY.�;r„ni M^ti i..� I..�v3\�•u\�01-°;\�-"�i`. I W a ri U Ix Xp N iI t 1 _ / r z J -, L � 'o a 5 L _ - - a o a a o ¢ _ ! U MCC �2 'SOS II _ I_ - C Tv.ice I iI 71 L- 77P , -- - r HP , .L I 1� - Ell , _ C J I I C_ LT Li _�L - -- - - �__ • I C F - ,n -47 77 -- - ° C '`L I ' L adz — � --_ W W W WW -- � z � az az — W (- N � C) a a zm z� N3 3 3 <F- w3 z zo 3'�3 _ Xa W W < F I C rC .4hernatives Analysis-Distribution &Storage Section 5.13 Replacing Older& Undersized Mains Mains older than 100 years by the year 2025 were identified by reviewing installation dates. Older mains pose a higher risk to breaks and leaks. In addition, older mains typically have a higher roughness due to corrosion and will produce greater headloss at higher velocities. Water mains with smaller diameters also produce a greater headloss at higher velocities. Mains with diameters smaller than the City's standard of 8 inches were identified and recommended for replacement. Table 5.13.2 is a surmnary list of all the recommended older and undersized main replacements and Figure 5.13.2 shows the location of the mains. It is recommended that all of the mains identified in Figure 5.13.2 be replaced within the 20 year plaruiing period. See Appendix B.3 for a detailed cost breakdown. Table 5.13.2 —Recommended Replacement of Older& Undersized Mains Length Old Size New Size Description of Estimated (ft) Work Construction Cost ' 5,881 4" 8" Replace 4" with $1,251,256 New 8" Main 47,800 6" 8" Replace 6" with $10,282,975 New 8" Main 825 14" 14" Replace 14" with $234,022 New 14" Main $11,768,253 1. Includes abandoning old mains, service reconnection, street replacement, mobilization, demobilization, legal and administration costs, 20%contingency, engineering design and inspection. Estimates are for 2005 Costs. 4 b+C plp MOw-9 8 s\•aauq\6»o\>a� :;. pq < w a S ol Lj J L L Z�a ! L� ILL I L< L: H L-Jif- C L_ HF rI L I L L � i o J C1 C L_ L - ICj 7T L F- ZL w III. - � " �—^-� � — L�J '"`�•� �E--_ r � I '_ 1 -- � — ------- - III I I 7`� Ili,- --- 1 , L J L a sZ � — i w x Alternativt�v Analv.vis-Di.vtrihittion & Storage Section 5.B Adding Redundancy to Distribution Supply General Redundancy is providing alternate access routes for water supply to demand area. Lack of redundancy can cause lack of service to downstream users during a water main shutdown. Disrupting water service to an area can cause more than an inconvenience; in the case of a fire the results can be catastrophic. In addition, non-looped mains typically have poor circulation, which can cause poor water quality. Three areas were identified near the City's outer limits that lack redundancy. 1. The first and most critical is the main supply for the City of Bozeman from the Sourdough Water Treatment Plant. Currently, a single 30-inch asbestos cement water main supplies the City with most of its water. Not only will a second transmission main provide the security of redundancy if the existing 30-inch main is removed from service, but the existing 30-inch main is expected to reach capacity by the year 2020. 2. The Laurel Glen Subdivision area is served by a single 12-inch water main along Durston Road. 3. A commercial area along the East Frontage Road is currently served by a single 10-inch water main. These three areas were analyzed in the computer water model for sizing additional looped mains. The following Table 5.13.3 and Figures 5.13.3, 5.13.4 & 5.13.5 list the recommended improvements. See Appendix B.3 for a detailed cost breakdown. Table 5.13.3—Recommendations for Adding Redundancy Redundancy Area: Water Treatment Plant Footage Old Size New Size Description of Estimated (ft) Work Construction Cost' 4,525 N/A 12" Install New 12" $911,335 Water Main 2,636 N/A 24" Install New 24" $1,101,716 Water Main 5,154 N/A 36" Install New 36" $3,481,785 Water Main 17,093 N/A 48" Install New 48" $16,187,712 Water Main Total $21,682,548 6 Alternatives Analysis-Distribution &Storage Section 5.B Table 5.13.3 (Continued)— Recommendations for Adding Redundancy Redundancy Area: Laurel Glen Footage Old Size New Size Description of Estimated (ft) Work Construction Cost' 2,302 N/A 1.2" Install New 12" $463,623 Water Main 9,177 N/A 16" Install New 16" $2,303,886 Water Main Total $2,767,509 Redundancy Area: Frontage Road Footage Old Size New Size Description of Estimated (ft) Work Construction Cost 1,609 N/A 10" Install New 10" $296,438 Water Maui 7,352 N/A 12" Install New 12" $1,480,693 Water Main 7,157 N/A 14" Install New 14" $15629,291 Water Main 719 6" 14" Replace 6"with $197,348 New 14" Main Total $3,603,770 1. Includes mobilization, demobilization, legal and administration costs, 20% contingency, engineering design and inspection. Estimates are for 2005 Costs. 7 �VIRDCI iYLLf1iYA�'YYlIHM1iY n,q,gii',Y+ProI'q.iM.'� W Q ri-L✓'� � O /^ I U6 i VH Honoaunos N yN \OU C % I - W W a o a d C c a mz O o w CD aW. / -----�" �Q 'au NOANVO HOflOaxnOS o gym_ E , e 8 Q Z:2 ^h.s �Qti r W wW� s In I I O�0Ld �WoQ _ + o Z Oa`11- a1 �! H z w c F--i rM r-1 r�,s��r--�-�- z Z env MH.S aLi uj Ld Li a a a Qi tr tr Ld � w W CD N Z fV N M 00 to Z �LLJ �LLJ � � N V 'I W:2 Z Z Z Z �n�mom�l+v�srv.puwrsr.4w+a•a�+Pw,�own:,-i I-1 y U j WV V N L I 1 pq 1 Ill . En ^1 I I I o m fv �N ,i�j W tw/1 �j a 6 0 fll-x Jo¢� ~� v�iu zXa 1 m�x:a 1Ii I f I'•I } IS{ ii I<Iii'+; If tl?I tltrll � tllitrl -'- -- CA o WO bo- _f L W H �V, , u�1 F i LLJ � z 1 ! U w y w z Z U FF77j 2 i l E i 'jam HILLTOP WATER STORAGE TANK t AREA r---� = i I i t RL�! � \��, w,,�.. `', 1 11•11i i << I1 LEGEND �. EXISTING WATER r _ MAIN -- I I `� WATER MAIN REPLACEMENT WITH NEW 14" MAIN NEW 10" WATER MAIN 1' NEW 12" WATER MAIN = :=m- W;N--[ ® NEW 14" WATER MAIN - NO REVISIONS DRAWN BY DATE CITY (� �(';�q 7�}�,7 WATER y 7��q'� }�,(�7g 7�p''��T PLAN }�7 PROIECT N: 04-104 °1.1 7 S OF BOZLlYAt'91'tl YY A g ER FACILITY I S LC31al O�ER�'�Pf�f DATE: 09/14/06 FIGURE NOT TO SCALE a- 9 Civil Engineering �+ � � aOZEMAN,MT 59718 � - REDUNDANCY REDUNDANCY AREA- FRONTAGE ROAD - - Land Surveying PIIONLe4R6>SR2.G221 i FAX 1406)s92-s77G ALLIED PROJECT ENGINEER: SRS DRAWNLY' MEW d' y Geotechnical Engineering µµW.alll[drn II1CC(la.cam rrencnEERING BOZEMAN,MONTANA 4SS0C1PtiE R R �..` COB wFP DESIGNEDOYT SRS RE•VILWEDDY' SRS I I °"•�.•.ro��` REDUNDANCYAREA Ahernativ s AnalYsis-Distribution & Storage Section 5.B Future Expansion General Future expansion of the water system includes layout of major transmission mains to serve areas currently outside the City limits, yet within the study area boundary provided by Morrison/Maierle Inc. Future transmission mains were established by the following criteria: • Where possible, existing roadway corridors were followed for layout of mains. • Redundancy was provided by looping mains. • Zone boundaries were developed to keep system pressures within the 35 to 120 psi range for average and maximum day demands. • Future demands were established by calculating land area by zoning density and multiplying by an average demand per unit, see Table 5.B.4 and Figure 5.13.6 below. Zoning densities were obtained from the 2005 Wastewater Facility Plan. Average demand per unit was established from past residential and commercial water usage data as calculated in Section 3.B. • Areas in the study area which could not be served by a gravity system (i.e. would require pumping and additional storage) were not considered for future main development. Additional booster pumps and storage tanks will be required to serve zones S3, E, E2, N2, N3, N4 and N5 as shown in Figure 5.B.7 (large format in Map Supplement binder), which are at elevations above the existing source water supplies (Sourdough and Lyrnan). • Future mains were sized to provide maximum day flow and a fire demand of 2500 gpm at full build out of the study area, excluding areas requiring booster pumping. The minimum pressure allowed during the maximum day plus fire flow event is 20 psi and the maximum velocity in mains is 15 fps. Table 5.13.5 and Figure 5.13.8 (large format in Map Supplement binder) lists the recommended transmission mains for the 20-year planning period. Table 5.13.6 and Figure 5.13.9 (large format in Map Supplement binder) lists the recommended transmission mains for the 50-year planning period. Breakouts for the cost estimates can be seen in Appendix B.3 11 Alternatives Analysis-DlsP-ihwion & Storage Section 5.B Table 5.13.4—Future Demands by Zoning (full buildout of g avity supplied study area) Cit� In-till Units/Gross Demand Demaind Zoning Acre Acres (g m)/Unit (g m) R-S 6.5 860 0.30 1,677 R-I 3.9 330 0.30 386 R-2 5.2 165 0.30 257 R-3 6.5 885 0.30 1,726 R-4 10.4 221 0.30 690 R-O 5.2 336 0.30 524 RMH 5.2 89 0.30 139 Commercial ' 1 978 0.74 724 Total 6,122 Study Area Suburban Residential 1.3 913 0.30 356 Residential 5.5 1691 0.30 1,790 Future Urban 5.5 6,980 0.30 11,517 Commercial 1 600 0.74 444 Total 14,107 1. Commercial includes industrial, manufacturing, and businesses. 12 e.on:noz\•ica3\"c\w-ro\rooz\� q w W mil ZN m � d4�F LTj j; m U � U Q w LLB )xk. 'Q2I SI'I'Ia.Riodo` -Qx dnxooxsagdAv L um z� m V S �-- .(TN Hofjodvi1OS - —; d va2I£'SLi a Gti _ aAd I,LIDS a2I£'S J W f l p a i m U '9Ad H16['S w a -I-HHD I NJ ' AV } o L .m'I SIA z `p 'Hu AaTIVn uaa WoarH ,' `� � x °o H z Qu I.Laxond xacRl Mi ao Noll 3 d �, 'Q2I'I'IIH Ho00'� 'Q2I'I`IIIi Ho00J Z � � � �' N ° ■ " v ALLEY CENTER W). ♦e♦ .. �7 REQUIRES , -3 LD p U� ♦♦BOOSTING p ♦ ♦♦ i REQUIRES ♦ BOOSTING 100 PSI CONTOUR 100.P — CONTOUR �� Y `f� J I3AlTER LN. ' ► NW OAK ST. DURSTON at- _f� RD. _ w �♦\ r t -,.—d———— s „ UIR >` N5 �. p '� N >t REQES •r�... .. ,. .r.L. 1 '`p Q 1 BOOSTING 1�` • - MAIN S'1. ~,e'_ bosTING i � -- �.I•,-,,�' is �}°4m.�..®mse••`- 1„ow<"�m<< ' 0 'GE S1 100,PSI < R CCtTOUR << �.W 100 PSI p CONTOUR r C� INFRSTA�*E �7 KAGYBLVD �E9p UC I STUCKY RD. l 13OZEMAN ;. TRAIL RD. •" _— b-—v=�6•------------ 50 - - - PSI i CONTOUR a tpp GRA*+ T •J CONTOUR r BI.ACKWOOD RD. � �—�� __ > � � U __ �� ,� REQUIRES p a I300STING GDLI?ENSTLiN LN. 1 L-- ----------e---------jt 50 PSI A _ ---- -- y 1�1 71 rCONTOUR -- REQUIRE BOOSTING 4 LEGEND z —o—o o—m PRESSURE ZONE BOUNDARY 0 x JOHN, N RD. S 3 1 A �--.^I STUDY AREA BOUNDARY N REQUIRES A A 1 w BOOSTING 1 '1.� - PRESSURE CONTOUR — 50 PSI 1 NASH RD. O 1 PRESSURE CONTOUR — 10 PSI 1 E2 ZONE IDENTIFICATION PROJECT k 04-104 N0. REVISIONS DRAWN BY DATE 0 2500 5000 7500 CITY OF BOZEMAN WATER FACILITY PLAN �enrPf�` DATE: 11�g�Og FIGURE O � 32 DISCOVERY DRIVE v o Civil Engineering � � BOZEMAN,M'C59718 PRESSURE ZONES 5 3.7 SCALE(FEET) 20 YEAR - PRESSURE ZONING MAP � � Land Surveying PHONE(406)582-022 1 ALLIED p Geotechnical Engineering FAX(40G)582-5770 ENGINEERING www.aIIictimpneen ng.ce m PROJECT ENGINEER:SRS DRAWN BY: MEW BOZEMAN,MONTANA �4SSOct PtE � COB VVFP DESIGNED BY: SRS REVIEWED BY: SRS °�e..�P��`" PRESSURE ZONES Alternatives Analtsis-Distribution &Storage Section 5.B Table 5.13.5—Future Transmission Mains for 20-year Planning Period Foota(,e Old Size New Size Description of Estimated (ft) Work Construction Cost ' 1,160 N/A 8" Install New 8" $187,746 Water Main 26,813 N/A 10" Install New 10" $4,939,960 Water Main 64,419 N/A 12" Install New 12" $12,973,987 Water Main 22,032 N/A 16" Install New 16" $5,531,134 Water Main 23,857 N/A 18" Install New 18" $6,983,839 Water Main 6,833 N/A 20" Install New 20" $2,357,129 Water Main 23,854 N/A 24" Install New 24" $9,969,779 Water Main 5,249 N/A 36" Install New 36" $3,545,962 Water Main 5,368 N/A 42" Install New 42" $4,353,045 Water Main 325 6" 8" Replace 6" with $69,916 New 8" Main Total $50,912,496 1. Includes mobilization, demobilization, legal and administration costs, 20% contingency engineering design and inspection. 15 ><+PIfID[I M'11:11YLNY[i�'YIa Mnti3•'ia.Prol'r.Ao:i O O a I �� N W w I YN I \ w g N w 0 o z Z � U 1 ♦..r----� I a — I- w y a v~ 1 0 m 1 a d� a o a � ❑ c t ' 1 , — ¢ I � -------- #Y z , � wW •. m� 00 Z�� WZ mwQ I o< ww�� a� naz o� 'm 3 n�o i NN Owo� LLzw m a m ��0 m e r „m / g"El �Nz�= 3 z I i----..-------- 1 I wa AI d 1�0 w fn q a i ; I 1 - wm•• 1 1 1 1 rrr � in 1 cV dp� w n..,a-------------4•--------r--- Z L r 1 1 w W -- - i U w f1 1�wz � � � 'r m n N n a NZ �IT 3 3 3 i 3 3 3 3 3 0z X4 a w w w w w w w w w w< w:s 3� z z z z z z z z z 1 ww t 1 1 t (� ■ e ■ c e ■ ■ a 1 t 1 1 m i I3s 1 U � e � � � 1 i 1 � ■ ■ ■ ■ e ■ I-'-I - ----_----- ' 1 {lt(Ynatives Analvsis-Distrihution &Storage Sectinu 5.1i Table 5.13.6— Future Transmission Mains for 50-year Planning Period New Footage Old Size Size Description of Estimated A Work Construction Cost ' Install New 59,309 N/A 12" 12" $11,944,833 Water Main Install New 3,508 N/A 14" 16" $798,596 Water Main Install New 6A75 N/A 18" 18" $1,625,549 Water Main Total $➢4,368,978 1. Includes mobilization, demobilization, legal and administration costs, 20%contingency, engineering design and inspection. 17 o � � a � n w Lei 0 za o u o ¢a �N I c a o a � ❑ r Y Z$ > y r ova¢ o � o iN �3afn - B a5om� � t 1 1 I AWV 1! I t I � 1 � � 1 � 1 ! W f 1 Ir. 7 Z z A-1 [�] 3 ,/ it �• F � a io �; W� Z Z Z � W ----------------- r-i Allet iurtives Anal :cis-Uisv•ihulion d Sforal,,c Section 5.B Storalle Table 5.13.7 was developed to show projected water demands and storage needs over a 50-year planning period, assuming a projected growth rate of 5 percent. By the year 2017, current available water storage will be inadequate to meet the City's needs according to MDEQ minimum system storage requirements. To meet the 20-year planning period storage requirements an additional 5.3 MG of storage will need to be online by the year 2017. No "clear well" storage was included as credit for meeting storage requirements. Since the type of WTP determines clear well storage requirements and a plant design has not been decided, it was determined not to include "clear well" volume in total system storage, therefore allowing flexibility in choosing the future WTP plant design. The recommended location for a new 5.3 MG storage reservoir is at the Sourdough Water Treatment Plant property, see Figure 6.B.1. Locating a storage reservoir at this location will raise the hydraulic grade line in the City's water system, which will increase pressure for the southern part of the City and will allow future development to occur to the south on a gravity System. The total estimated cost for a 5.3 MG partially buried concrete reservoir is $5.3 million. A detailed cost analysis can be found in Appendix B.3. 19 Table 5.R.7-Projected Demands and Storage Growth Increment Avg.Day I Max Day Fire Storage Total Re ulred Total Available Total Additional Year Year Demand(MGD)I Demand(MGD) Required(MG) Storage(MG) Storage(MG) Storage Req'd(MG) Comments 0 2005 5.69 13.08 1.5 7.19 11.30 4.11 1 2006 5.97 13.73 1.5 7.47 11.30 -3.83 2 2007 6.27 14.42 1.5 7.77 11.30 -3.53 3 2008 6.59 15.14 1.5 8.09 11.30 -3.21 4 2009 6.92 15.90 1.5 8.42 11.30 -2.88 5 2010 7.26 16.69 1.5 8.76 11.30 -2.54 61 2011 7.63 17.53 1.5 9.13 11.30 -2.17 7 2012 8.01 18.40 1.5 9.51 11.30 -1.79 a 2013 8.41 19.33 1.5 9.91 11.30 -1.39 9 2014 8.83 20.29 1.5 10.33 11.30 -0.97 10 2015 9.27 21.31 1.5 10.77 11.30 -0.53 11 2016 9.73 22.37 1.5 11.23 11.30 •0.07 13 2018 10.73 24.66 1.5 12.23 11.30 0.93 14 2019 11.27 25.90 1.5 12.77 11.30 1.47 15 2020 11.83 27.19 1.5 13.33 ;1.30 2.03 16 2021 12.42 28.65 1.5 13.92 2.62 17 2022 13.04 29.98 1.5 14.54 3.24 18 2023 13.69 31.48 1.5 15.19 3.89 19 2024 14.38 33.05 1.5 15.88 4.58 21 2026 15.85 36.44 1.5 17.35 6.05 22 2027 16.64 38.26 1.5 18.14 6.84 23 2028 17.48 40.18 1.5 18.98 11.301 7.68 24 2029 18.35 42.18 1.5 19.85 11.30 8.55 25 2030 19.27 44.29 1.5 20.77 11.30 9.47 26 2031 20.23 46.51 1.5 21.73 11.30 10.43 27 2032 2124 48.83 1.5 22.74 11.30 11.44 28 2033 22.31 51.28 1.5 23.81 11.30 12.51 29 2034 23.42 53.84 1.5 24.92 11.30 13.62 30 2035 24.59 56.53 1.5 26.09 11.30 14.79 31 2036 25.82 59.35 1.5 27.32 11.30 16.02 1] _ 017 33 2038 28.471 65.44 1.5 29.97 11.30 18.67 34 2039 29.89 68.71 1.5 31.39 11.30 20.09 35 2040 31.39 72.15 1.5 32.89 11.30 21.59 36 2041 32.96 75.76 1.5 34.46 11.30 23.16 37 2042 34.60 79.54 1.5 36.10 11.30 24.80 38 2043 36.33 83.52 1.5 37.83 11.30 26.53 39 2044 38.15 87.70 1.5 39.65 11.30 28.35 40 2045 40.06 92.08 1.5 41.56 11.301 30.26 41 2046 42.06 96.69 1.5 43.56 11.30 32.26 42 2047 44.16 101.52 1.5 45.66 11.30 34.36 43 2048 46.37 106,60 1.5 47.87 11.30 36.57 441 2049 48.69 111.93 1.5 50.19 11.30 38.89 451 2050 51.12 117.52 1.5 52.62 11.30 41.32 46 2051 53.68 123.40 1.5 55.18 11.30 43.88 47 2052 56.36 129.57 1.5 57.86 11.30 46.56 48 2053 59.18 136.05 1.5 60.68 11.30 49.38 49 2054 62.14 142.85 1.5 63.64 11.30 52.34 50 20551 65.25 149.99 1.5 66.75 11.30 55.45 51 2056 68.511 157.49 1.5 70.01 11.30 58.71 52 2057 71 941 165.37 1.5 73.44 11.30 62.14 Preferrec1.11ternath,cs - Treatment Section 0..-1 DETAILED DESCRIPTION OF PREFERRED ALTERNATIVES—TREATMENT In this section the recommended treatment alternatives for the Hyalite/Sourdough WTP and the Lyman system will be developed in additional detail. Those recommended alternatives are: • Hyalite/Sourdough WTP Alternative 4 - New 22 mgd Membrane Filter Treatment Plant (expandable to 36 mgd); and • Lyman Alternative 4- Expand Existing Groundwater Collection. Proposed new facility siting, operations, relationship with existing facilities, and costs are discussed and summarized. Features, design criteria, operational requirements, constructability, and environmental impacts for these alternatives are addressed in more detail in Section S.A. Hyalite/Sourdough WTP The preferred Hyalite/Sourdough Alternative 4 - New Membrane Filter Treatment Plant is recommended in an initial configuration providing 22 mgd of treatment capacity, with future expansion capability to 36 mgd. This addresses both the 10- and 20-year capacity requirements forecast for the system. As described in the previous Section, this alternative is recommended over the other WTP options evaluated. Siting The new membrane filter plant will be sited at the existing WTP site in an 18,800 sf building located directly north of the existing plant. As shown in Figure 6.A.1 (following page), other additions will include initially one 80-foot diameter gravity thickener with space for a duplicate unit, a 7,200-square-foot drying bed building with dual vacuum-assisted beds, triplex microstrainers and sludge pumps. All new facilities will easily fit on the approximately 33-acre parcel of City-owned property at the site The main plant building will accommodate 12 eventual filter skids for 36 mgd of capacity, although only seven skids (22 mgd) will be initially installed. An inlet and screening tower will be integral with the building, connecting to the existing Raw Water Transmission Main Vault. Other supporting systems within the building include membrane feed water and reverse flow pumps, cleaning solution and compressor systems, a 375,000-gallon clearwell, and a sub-slab wastewater sump with pumps for handling spent backwash water. The existing Caustic Building will be retained, although its use will be converted to sodium hydroxide bulk storage for membrane cleaning solution. The future need for effluent pH adjustment is not anticipated with conversion to liquid hypochlorination for disinfection. 1 ! I I I t ! Il � II I I \J I I 4l � I LINE fi TY I L I. I Ir I I I ! a I z ! I = i I � i IN I NEW 5.3MG STORAGE RESERVOIR t I Ii BACKWASH ! ! NEW WATER TREATMENT MICROSTRAWERS PLANT MAIN BUILDING TO I I CREEK `{ I I ; I ll` I FINISHED WATER TO 140.0' I I SOURDOUGH MAIN _ OR NEW STORAGE I _ EXISTING PAVEM£`7 1 ~ 1 148.0' FUTURE GRAVITY 40.0' I THICKENER —k--1NEW GRAVITY THICKENER - Ii 1 I NEW VACUUM DRYING I I BED BUILDING t ! 1-60.0'—I-7 —707.5' I I W I I I I � 1 I iI II II T II g NO. REVISIONS DRAWN BY DATE 0 80 160 240 CRT P /"—'� PROJECT/: 04-104 FIGURE �, ETLd CITE' OF BOZEl'�IN VVf�TEI FCILIT ' PLANCivil Engineering J?DISCOVERY DRIVE DATE: 11/09/06 I Q n q SCALE FEET f I i I i BOZEhIAN,h1T5911N TREATMENT FACWTIES 1 c PROPOSED TREATMENT FACILITIES — — Land Surveying PHDNE(JOG)352.0221 i At0ED / FAX♦•11IN s934770 PROJECT ENGINEER:SRS DRAWN BY: MEW ti Geotechnicnl Engineeringw EHGINEFH/HG 8ww.alli�d�n•incerin•.rcrcn BOZEMAN, MONTANA �ssoEla�E " n'^� COB R'FP DESIGNED BY: SRS REVIEWED BY: SRS OM1be0F�c1�'',�• A'TP FACILITIES Preferred_411ernatirves - Treatment Section 6A Adequate site space exists to allow the existing WTP facilities to remain operational during constriction, and to be decommissioned only after the new plant is operational. Two existing car ports/storage sheds north of the existing Backwash Water Basins will have to be removed for construction, but are not critical to operation of the existing plant. The existing Backwash Surge Basin will conflict with new gravity thickener and vacuum drying bed building construction. It will have to be bypassed during construction using temporary piping to route settled water from the Backwash Water Basins directly to discharge pumps to Sourdough Creek. The existing sludge drying bed can likely remain in service during construction, although scheduling of annual Backwash Water Basin cleaning may be adjustable to allow the bed to be taken out of service prematurely. Details of the proposed treatment process and equipment configuration were presented previously under the Hyalite/Sourdough WTP Alternative 4 discussion in Section 5.A. A suggested floor plan for the new plant building is shown in Figure 6.A.2 (following page), and shows proposed locations for chemical isolation rooms, a laboratory, office and control areas, restrooms, and a motor control room. Operational Requirements The new plant is projected to require two more full-time equivalent Class I surface water treatment Operators, although their addition can likely be staggered as plant capacity expands. Operational requirements will be similar to existing plant staff duties, although process control and maintenance functions will be unique to the new membrane filtration and solids handling processes used. Membrane filter backwashing (i.e., reverse flow and air scour) and chemical clean-in-place will be automated, but still require Operator oversight. Backwash water handling will change with the addition of gravity thickeners, effluent microstrainers, and vacuum-assisted drying beds. Process chemical feeds will be eliminated, other than membrane cleaning solutions, and effluent fluoridation and disinfection. Coagulant chemicals will not be required, contingent on membrane filter pilot testing. With an increased level of automation for the new systems, O&M is estimated to require 22,000 staff-hours per year, including current duties related to raw water supplies, reservoirs, and the Lyman system. Operational requirements for the new WTP are described in more detail in Section 5.A under the discussion of Hyalite/Sourdough WTP Alternative 4. 3 124' � o d En m o w 1 • 11 � CHFM!C;AL I WASTE S UiP a wIP' �CLEAN N -O X2O'X 15 F Uo N wz " 0FELD I L: 4PS SYSFE+AS m, r w F<AiNL I<S c � w ST 0 r ^- --- - -- - - - - J 12' OVERHEAD DOOR ' - - --_ --- - - -- (TYP.) IL S MGD MEMl3i2ANL I 3 MGD MEMBRANE I FILTER SKID FILTER SKID I - 3 MGD MEMBRAAL r VI) 3 P.rGL IEMBR.ANE FILTER SKID FILTER SKID I o a^oy 3 MGD MEMBRANE 3 MGD MEMBRANE i -FILTER SKID FIE.fFR SKID f I (� .3 MGD MEMBIRANE 3 v1GD ?v1EMHRANF -I az W AIR FILTER SKID - - I FILFER SItID 140' I DOUBLE MANDOOR �" " 3' MANDOOR COMPRESSORS -" — - -- }� I (TYP.) (TYP.) 3 MGD MEMBRANE 3 MGD MEMBRANF FILTER SKID ! FILTER SI<ID 3 MGD MEMBRANE — "� REVERSE N I FILTER SKID i FLOW I U PUMPS FEEQ PUMP- MCC 3 MGD MEMBRANE � I ROOM 30' N --- - ► I � � CLEARWELI_ FINISHED WATER TO i _ 40'X85'X15' SWQ -� DISTRIBUTION SYSTEM INLET 15 f r�1 O -- --- - SCREENS - 16 --�}�- 16 -+�I�+- 16' 32' 14' OFFICE AND INLET HYPO- SODIUM RE�MENOM CONTROL 30' 0 TOWED 20` FLOUR�DE CHLORITE HYDROXIDE LAB RESTROOM - - - - -- - (WOMEN) I 24' —� -� 24' NEW MEMBRANE FILTRATION W.T.P. FLOOR PLAN 3 Preferred.9lternatives - Treatment Section 6A Impact on Existing Facilities As noted, the new WTP will be constructable with minimal disruption to the existing plant, allowing the latter to remain in operation until new facilities are on line. Constructability for the new membrane filtration plant is described in detail in Section 5.A under the discussion of Hyalite/Sourdough WTP Alternative 4. The new WTP will integrate fully with other existing Bozeman water system facilities, including Sourdough and Hyalite raw water diversion and transmission facilities. The recently completed Hyalite transmission main and connection building will remain compatible with the new plant, and a new raw water connection will be established immediately downstream of those facilities. Likewise existing (and proposed new) distribution and transmission mains and storage reservoirs will be compatible with the new plant. Water pressure in the Southern Zone (south of the Sourdough Tank) will be maintained close to existing conditions, with only an approximate three-foot reduction in pressure due to the comparative lower elevation of the new plant and clearwell location. Construction of a new 5.3 MG storage reservoir is proposed directly north of the new plant,but will be designed to maintain existing pressure conditions (see Section 6.11). Design Criteria Design criteria for the new membrane filter plant and supporting systems will conform to the general parameters shown previously in Table 4.A.3 in Section 4.A, including treatment objectives and capacity. Design criteria for the membrane filtration units will be finalized through the proposed pilot testing process. That 12-month exercise is intended to confirm the suitability of membrane equipment, and refine loading (flux) rates and cleaning frequency under seasonally varying raw water conditions. Contingent on confinnation through pilot testing, the preliminary design criteria shown in Table 6.A.1 (following page) are proposed for the new facilities. Environmental Impacts and Mitigation Environmental considerations including potential impacts and mitigation relative to the new WTP were described previously in Section 5.A tinder the discussion of Hyalite/Sourdough WTP Alternative 4. 5 Preferred Alternathvs - Treatment Section 6.A Cost Summary Costs estimated for the new membrane filtration WTP are presented in Table 5.A.25 in Section 5.A(previous). Summary costs for the new plant are estimated as follows: • $25,387,606 capital cost for initial 22 mgd plant construction. • $7,236,754 incremental capital cost of plant expansion to 36 mgd. • $1,735,901 in annual O&M costs (full Plant Dept. 46 staff plus new plant expenses only, excluding other existing facility operating expenses). Cost estimates are itemized in detail in Appendix A.3. 6 Preferred Alternatives - Treatment Section 6.A Table 6.A.1. Preliminary Design Criteria for Hyalite/Sourdough Membrane Filter Plant and Supporting Systems Parameter Proposed Design Value or Basis(a) Flow(firm capacity for Peak Day Demand) 22 MGD nominal/21.3 MGD firm—year 2010(b) 36 MGD nominal/34.7 MGD firm—year 2025(b) Inlet Tower 15 ft. high by 2,700 gal capacity per vertical foot Raw Water Screens 20-slot stainless steel wedge-wire Coagulant Addition not required Feed Water Pumps 45 psi TDH,VFD-driven, sizing by membrane mfr. Feed Water Strainers provided Membrane Type microfiltration Nominal Membrane Pore Size 0.1 micron + Membrane Flow Pattern "outside-to-inside" Membrane Flux Rate 50 to 100 gpd/sf Membrane Design Life 10 years (minimum) Giardia/Ctypto Assumed Log Removal 4-log (subject to mfr. verification) reverse flow/air scrub: 10-15 sec. 2X to 3X per hr. Membrane Cleaning (typical) chemical clean-in-place: 30-60 min. daily to weekly chemical soak: monthly to bi-monthly cleaning solutions: 1.0% NaOH & 0.1% NaOCI Membrane Filtration Efficiency 95% (minimum) Wastewater Generation 300,000 gpd (at 10-yr average daily plant flow) 1.8 mgd (at 20-yr peak design flow) Wastewater Collection sump with submersible pumps Wastewater Settling (2) 600,000-gal gravity thickeners (80' dia. X 16' SWD) Gravity Thickener Hydraulic Detention 12 hr.-(minimum) Thickener Decant Polishing (3) 60 um rotary drum stainless steel microstrainers Microstrainer Effluent TSS 15 mg/I goal; 30 mg/l maximum Microstrainer Washwater 65,000 gpd (max.); recycles to gravity thickeners Gravity Thickener Solids Concentration 0.5% to 2.5% by weight Solids Dewatering (2) 2,500 sf vacuum beds to >14% solids (a)Proposed values subject to verification through pilot testing and further refinement during preliminary engineering design, both of which are yet to be conducted. Values may also vary with different proprietary equipment. Preferred Alternatives - Treatment Section 6.A (b)Projected time frame, contingent on actual growth and water demand. Table 6.A.1. (Cont'd.) Parameter Proposed Design Value or Basisca� Vacuum Drying Bed Dewatering Cycles 24 hours (maximum) Vacuum Bed Filtrate recycle to gravity thickeners Solids Disposal Logan Landfill Filtered Effluent Disinfection 14% liquid NaOCI feed to 1.6 mgll chlorine dose Plant Clearwell Volume 375,000 gal. proposed (subject to final WTP design) Viral Inactivation in Clearwell 4-log minimum (CT= 12.0 assumed) Filtered Effluent Fluoridation liquid hydrofluorosilicic acid feed to 1.0 mgll fluoride central SCADA with 'distributed' control & telemetry interface with Lyman system and remote intakes Plant Control PLC-based controls on membrane skids by mfr. PLC-based vacuum drying bed controls by mfr. a Proposed values subject to verification through pilot testing and further refinement during preliminary engineering design,both of which are yet to be conducted. Values may also vary with different proprietary equipment. Lyman System-Expand Existing Groundwater Collection The preferred Lyman System alternative, Expand Existing Groundwater Collection will increase the capacity of the Lyman Creek System with a minimal capital investment. The preferred alternative consists of improvements to the existing Lyman System that will increase its capacity and improve the ability of the City to operate, maintain and control the system. The proposed improvements are summarized below and are illustrated in Figures 6.A.3, 6.A.4 and 6.A.5: The following improvements are needed for the groundwater collection system: • The parshall flume that measures the groundwater flow not captured by the groundwater collection piping is undersized and will be replaced with a larger flume and flow recorder. • The flow from the discharge pipe located in the upper section of the collection piping will be tested to determine water quality (MPA, bacteriological and chemical). If no contaminants are present, if the quality meets drinking water standards and if MDEQ approval is obtained the pipe will be connected to the diversion structure manhole. Exploratory excavation will be performed to determine the construction and source of the pipe. • Single-phase power will be brought to the spring collector site to allow the installation of telemetry, security and monitoring equipment. • Telemetry equipment will be installed at the spring collector site for monitoring flow, transmission pipe inlet conditions, diversion manhole overflow, security etc. A water level measurement device will be installed in the diversion manhole. 8 Preferred Alternatives - Treatment Section 6.A • Fencing will be installed around the site to keep out wildlife and intruders. • Over the snow vehicles will be kept at the inlet control and disinfection building to allow ready access to the pipeline and groundwater collector for daily monitoring, repairs and maintenance. Snowmobiles or an ATV with snow tracks and sleds for hauling gear would serve this purpose. For adequate operator safety two vehicles will be readily available. The following improvements will be implemented at the inlet control disinfection building and storage reservoir site: • The 8-inch piping and related appurtenances (flow meters etc) at the Inlet Control and Disinfection Building will be increased to 12-inch diameter to prevent excessive velocities and headloss allowing flows of up to 3.84 MGD from the spring collector. • If necessary, the chemical feed pumps need to be upsized to handle increased flows. It may also be necessary to increase the size of the chemical storage tanks. • Provisions for monitoring chlorine and fluoride residual upstream of the storage reservoir will be made. A sample line will be installed on the buried influent line near the reservoir inlet and routed back to the Inlet Control Building. A sampling pump will be installed either in the building or depending upon the required length of the sample line, in a vault at the connection of the sample line and 16-inch inlet pipe. • Improvements will be made to better monitor chlorine residual downstream of the Outlet Control Building chlorine injection point. A sample line and sample pump will be installed downstream of the building. • Additional chlorine and fluoride residual monitors will be installed to allow monitoring of fluoride residual and chlorine residual at the new monitoring points. • An ultrasonic level indicator will be installed in the storage reservoir to allow accurate level readings. • The electrical service at this site will be upgraded to provide three-phase (240/460V) service in order to handle heating needs. 9 Preferred Alternatives - Treatment Section b.A The heating system will be upgraded in the Inlet Control and Disinfection Building to provide adequate heating in the winter. Unit Heaters will be upgraded to provide adequate heating. • Grading improvements will be performed at the Inlet Control and Disinfection Building to allow safer access for delivery trucks. • Improvements will be made at the Outlet Control and Disinfection Building to allow safer operator access. The existing stairwell should be covered and/or enclosed. These improvements will allow the City to collect and disinfect the entire available flow fi-om the Lyman Spring collection system up to the City's water right of 3.8 MGD, improve the overall operation and maintenance of the system and improve safety at the site. Operational Requirements The proposed improvements will simplify the operation and maintenance of the Lyman System. Installation of a new parshall flume will allow the system operators to determine the actual amount that is available from the system. System operators will be able to monitor and change system flows at the spring site from the inlet control and disinfection building after electrical service is installed at the spring site and the new telemetry system is installed. New chemical feed and monitoring equipment will help ensure that fluoride and chlorine are feed at the proper concentrations based on residual concentrations in the plant water before and after the storage reservoir. Safety improvements will reduce the potential for operator injury and reduce the potential for a chemical spill. The proposed improvements will not require any additional staffing above current levels. Impact on Existing Facilities The proposed improvements will not have a significant impact on the City's existing facilities. The proposed improvements will require that the Lyman System be taken off line for short periods of time. However the improvements can be performed in the spring or fall during periods of low water demand. Once the improvements are complete the City will be better able to meet system demands because of the increased volume of water that will be available from the Lyman System. Design Criteria The proposed improvements will meet the requirements of the Montana Department of Environniental Quality's Circular DEQ I Standards for Water Works. The new chlorine and fluoride feed equipment will be designed to handle flows ranging from 0.5 to 3.8 MGD. Piping improvements will be sized to accommodate a maximum flow of 3.8 MGD. Because of the size and baffled configuration of the existing storage reservoir (5 million gallons) there will be more than adequate contact time to ensure inactivation of Giardia and Cfyptosporidium. 10 Preferred_4lternatircs - 7reatment Section 6.A Environmental Impacts Environmental considerations were described previously in Section 5.A under the discussion of the Lyman System Alternative 4. Cost Summary Costs estimated for the new membrane filtration WTP are presented in Table 5.A.21 in Section 5.A (previous). Summary costs for the new plant are estimated as follows: • $672,844 capital cost for Lyman Alternative 4. • $142,573 in annual O&M costs Cost estimates are itemized in detail in Appendix A.3. 11 .• W Y DIVERSION MANHOLE SPRING COLLECTION PIPING j � . rs°� �. a � • � � � � S Rol All ESERVOI ' ` _ 1 INLET CONTROL& eJ� 1 4� DISINFECTION BLDG �1 1. fl t .._ _ s _ Ti .� —t`n ,>Y ,�r-�Are, �mil, � r.. ,• ��[1 � S� � f���y - �b. as •`.iwt .f_ �� '� '.•-^, _ �_`_ s �A "� FF1 to",'J►' °}',�'s. '� s a�•� ,w� � �. Ali _ � ° � _. _ � �+ _ l (46 • • • , / 4' � - i i •l^ f Wx 1l I� REPLACE EXISTING UNDERSIZED FLOW MEASUREMENT FLUME. PIPE FLOW FROM DISCHARGE PIPE TO DIVERSION STRUCTURE MANHOLE IF WATER QUALITY IS ACCEPTABLE. INSTALL SINGLE PHASE POWER, TELEMETRY, AND MONITORING EQUIPMENT. INSTALL NEW SECURITY FENCING. OVERFLOW TO CREEK EXISTING DIVERSION STRUCTURE DISCHARGE PIPE a MANHOLE PARSHALL FLUME LYMAN CREEK i l 16" TRANSMISSION PIPELINE TO DISINFECTION BUILDING & STORAGE RESERVOIR r � 4 EXISTING SPRING COLLECTION PIPING NEW TELEMETRY MONITORING a SYSTEM NEW SINGLE PHASE POWER a SERVICE (BURIED) GROUNDWATER COLLECTION SYSTEM IMPROVEMENTS CITE' OF BOZEMAN � Civil Engineering ��` 4v FIG 6.A.4 Land Survc inI BRAWN BY: GAL WATER FACILITY PLAN y ;i ALLIED Gcotcchnical Engincerinb UATE: DEC. Zoos BOZEMAN,MONTANA ENGINEERING Slnlctural Engineering PROJECT k FIG-13 rn CONSTRUCTION NOTES: f:1 INSTALL ULTRASONIC LEVEL INDICATOR IN STORAGE RESERVOIR � in 2 INSTALL SAMPLE LINE AND SAMPLE PUMP FOR MONITORING CHLORINE RESIDUAL C? h 1 zd DOWNSTREAM OF THE OUTLET CONTROL BUILING INJECTION POINT. [� 3 W GRADING IMPROVEMENTS NEEDED AT INLET CONTROL AND DISINFECTION BUILDING z 0 TO ALLOW SAFER ACCESS FOR DELIVERY VEHICLES. o O W Y INCREASE 8-INCH PROCESS PIPING TO 12-INCH. d _ �' } =1G CW., N W } m INCREASE CAPACITY OF CHLORINE AND FLUORIDE FEED EQUIPMENT. w w m 'o s INSTALL PIPING AND MONITORING EQUIPMENT TO MONITOR CHLORINE AND FLUORIDE o 0 a o a o RESIDUAL AHEAD OF STORAGE RESERVOIR. INSTALL ADDITIONAL CHLORINE AND FLUORIDE RESIDUAL MONITORS FOR NEW _ \Za SAMPLING POINTS 12" INLET PIPING SODIUM HYPOCHLORITE a STORAGE TANK & FEED PUMPS EXISTING 5 MG CONCRETE STORAGE RESERVOIR FLORIDE STORAGE TANK & FEED PUMPS a N o FLORIDE INJECTION TUBING- V L y? CHLORINE INJECTION TUBING 1 OL' 3 8" PROCESS PIPING i v JI � W a L1 UI Oho �� OFFICE AREA U CHLORINE y2 Z ANALYZER & TURBIDIMETER REST C, y_ ROOM TO5MG I 16" RESERVOIR OUTLET O STORAGE RESERVOIR 3 CHLORINE FLORIDE a 12" RADON TOWER BYPASS / SAMPLING VAULT SAMPLE PUMP a RADON STRIPPING TOWER W �—' EXISTING INLET CONTROL AND Z / DISINFLU11UN BUILDING EXISTING LYMAN INLET CONTROL ,ate DISINFECTION BUILDING —=-EXISTING 18" LYMAN RAW WATER / S TRANSMISSION MAIN TO LYMAN _ SPRING COLLECTION 0 OUTLET CONTROL BUILDING WITH CHLORINE BOOSTER STATION & 3 FLOWMETER NEW CHLORINE FLORIDE SAMPLE a ,/ �// LINE & PUMP EXISTING LYMAN 5 MG RESERVOIR INLET CONTROL; DISINFECTION BUILDING; OUTLET CONTROL BUILDING; AND RELATED INFRASTRUCTURE WITH POTENTIAL LOCATION OF FUTURE TREATMENT FACILITIES Preferred_41ternathvs—Distribution &Storage Section 6.B DETAILED DESCRIPTION OF PREFERRED ALTERNATIVES — DISTRIBUTION & STORAGE In this section the recommended alternatives for the distribution and storage systems will be developed in additional detail. The recommended alternatives are: • Replace existing mains and install new mains to meet recommended fire flow requirements. • Replace aging and undersized mains. • Install new mains to add redundancy in the water system. • Construct a new 5.3 MG reservoir. Proposed siting, operations, impact on existing facilities, design criteria, environmental impacts and costs are discussed and summarized. Siting Siting for distribution main replacement will occur where existing mains are located, which typically occur within streets. Existing right-of-ways and easements will be used when possible. The main siting challenges for installing new water mains will be working around existing wet (sewer, water and storm) and dry(power, phone, gas) utilities. Each of the existing utilities will need to be properly located and included in the detailed design. In most cases temporary water service connections will need to be installed during construction and traffic control measures will need to be implemented. Because of these challenges it will typically be advantageous to schedule water main replacements with street and other infrastructure improvement projects when possible. Figures 5.B.1 and 5.11.2 in Section 5.13 show the location of proposed water main replacements to meet fire flow requirements and replacing aging and undersized mains, respectively. Installation of new water mains to provide system redundancy are shown in Section 5.B, Figures 5.B.3, 5.B.4 and 5.B.5. The new water mains are proposed to be installed in existing road right- of-ways when appropriate. County and/or State utility occupancy permits may be required in those areas lying outside City limits. Final location of water mains will need to be determined during the design phase of each individual project. A proposed new 5.3 MG water storage reservoir is proposed to be constructed by 2017. The proposed location of the reservoir is on City of Bozeman property adjacent to the proposed new Hyalite/Sourdough water treatment plant, see Figure 6.B.1. Adequate space will exist north of the proposed new water treatment plant, however, extents of cut and fill will need to be considered during the design stages. The reservoir will need to sit lower than the proposed water treatment plant clearwell which will require the constriction of a partially buried reservoir. The proposed site gradually slopes to the north, this will assist in the development of the site. Temporary construction easements may be needed from property owners to the north during the site development. 1 l { PR PROPERTY I' OP'ERTY ' OWNER. OWN ER • - PROPERTY - OWNER • PROPERTY: f .. . ..... - i ii oz : fI aj )ch .............. i NEW 5.3 MG CITY I :.�• STORAGE RESERVOIR i ..._ ------ ...........: OF PROPERTY.' _ _...__.._. B M A N . _..•,+ O:W.•N R { Il !� if ....... .. . CASH MICRO WE..RSE NEW WATER TREATMENT MAIN BUILDING _ - . I I TO CREEK I 0.11VN E FINISHED WATER TO 140.0' i I W STORAGE -SOURDOUGH MAIN - . - - OR NE • EXfSRNG Pq VEMENr �...� a o' .~. _ THICKENER; - - - - , i _...' GRAVITY r .. . . .... 4O.D' ..... ... . FUTURE TY -: ........ I --- _ THICKE ............ NEW GRAVITY f: DRYING NEW VACUUM DR ;' •'• ... -................................................ .. BED BUILDING' . ....... ........... ......... ........ - - .... _H .- 60 0` ,—I ..... ...:., -�107.5'IF 5 i I f • , I I -- 1 ... 0-�E R�TY�� 7N I :-O WN E - f NO. REVISIONS DRAWN BY DATE 0 80 160 240 ' '= �"'��- PROJECT g: 04-104 FIGURE ., CITE' OF EOZEMAN VVAATER FACILITY PLAIT a$�"TP�� DATE: 11/09/06 1�pp y a. ' Civil Engineering 32DISCOVC•RYDRIVE STORAGE TANK �.JC�I,l SCALE FEET py f� 17Tj ! * ROXEAIAN,AIT 5971A PROPOSED 5.3 G STORAGE TANK 3.:: Land Surveying. NIONE(411615K2•R22L A����p t FAA 1406)582.5770 PROJECT ENGINEER:SRS DRAWN BY: MEW ., Geotechnlcal En>IReerin b > errolNa MpINR 4 b S www.nlGelrn inee com BOZEMAN,MONTANA :::*Trod coB�}rP DESIGNED BY: SRS RENEWED BY: SRS ;isisi `.'. ..:......[S:i`i?:ii":� aan�r.o1"`�•, STORAGE TANK Preferred Alternatives—Distribution & Storage Section 6.B Operational Requirements Operation of new water mains and appurtenances will require the same level of service as the existing infrastructure, which will include annual flushing of the hydrants and operation of the valves. As the water system increases in size, additional operation staff will need to be hired to keep up with system demands. See Section 3.B for further discussion on O&M staffing. The proposed concrete reservoir will require minimal operation and maintenance. In addition to checking valves,level sensors and vents on an annual basis, the reservoir should be inspected by divers and vacuumed about every five years. Diver inspection and vacuuming is anticipated to cost $10,000. Impacts on ExistinLy Facilities Installation of new water mains and a reservoir will have no long term direct impact to existing facilities. During construction, minimal impact could result from potential installation conflicts between water, sewer and storm mains. The worst case scenario would be a shutdown and re- route of existing infrastructure to avoid a conflict. Design Criteria Design criteria for new water mains and a reservoir are discussed in detail in Section 4.B. In summary, water main sizes were established by using a computer water model of the system and identifying areas with low pressures, inadequate fire flows and high velocities (over 15 ft/s) during the maximum day plus fire flow event. Circular DEQ 1 and City of Bozeman design guidelines were followed in establishing the recommendations for new water mains and storage reservoir. Sizes, type and location of mains and storage reservoir are discussed in Section S.B. Environmental Impacts No environmental impacts are expected for installation of new water mains. All of the mains proposed will be located in existing road right-of-ways and therefore should cause no impact on vegetation, waterways or air quality. During construction of water mains and the storage reservoir stormwater control associated with construction activity permits may be required to minimize erosion and sediment transport. Cost Summary Costs estimated for the new water mains and the storage reservoir are presented in Section 5.B and Section 1 (previous). Summary costs for the proposed projects are estimated as follows: • Water main replacement to meet recommended fire flow - $13.4 million • Recommended replacement of aging and undersized mains- $11.8 million • Installing new mains to meet redundancy for the Frontage Road area- $3.6 million • Installing new mains to meet redundancy for the Laurel Glen area- $2.8 million 3 Preferred Alternatives—Distribution &Storage Section 6.B • Installing new transmission main to meet redundancy from the water treatment plant - $21.7 million • Construction of a new partially buried 5.3 MG concrete reservoir- $5.3 million • Estimated O&M costs for new water mains and storage reservoir is $4,000 annually. This estimate does not include costs to hire additional FTE staff for the water and sewer department. The water and sewer department are currently understaffed, therefore hiring additional staff fixes an existing problem,but was not factored into future O&M costs. The $58.6 million in identified distribution and storage improvements are not all recommended for implementation in the near term. Improvements required in the next 12 years are discussed in Section 7. Cost estimates are itemized in detail in Appendix B.3 4 Ifnplemerttation Section 7 IMPLEMENTATION Overview This Section outlines a general implementation framework for the water system improvements recommended previously. As established through the alternatives analyses and recommended alternatives presented in the preceding Sections, improvements to the City of Bozeman's water infrastructure will necessarily involve five aspects of the system: • New Installation and Replacement for Water Distribution and Transmission Mains; • New Water Storage.Reservoir; • New Hyalite/Sourdough Water Treatment Plant; • Expanded Use of the Lyman System; and • Additional Water Supplies and Water Rights. For each of these, recommendations have been presented to address both shorter term (e.g., 10- to 20-year) and longer term needs. Based on predictions of a sustained high growth rate and increasing future water demands (Section 4A), phasing of capital improvements to outpace growth will be necessary to continue adequate levels of service. Expansion of existing water supplies and accumulating additional water rights should stay well ahead of growth-based water demands. With growth pressures in the Bozeman area, availability of water supplies and water rights is anticipated to diminish in the future, making this of the utmost immediate priority. Availability of new facilities must likewise lead future demands, allowing 'adequate lead time for financing and construction. New facilities must be sized to provide adequate capacity for a reasonable service life. Recommended improvements within each of the above categories are proposed to be sequential to achieve system upgrades and expansion in the most cost effective manner possible, without premature or over capitalization. Trends discerned from ongoing monitoring of Bozeman's growth and water demands will provide the triggers for exact scheduling of future improvements. This Section will describe funding programs and prospective financial strategy for the recommended water system improvements. A suggested implementation schedule is also presented, contingent on financial capacity and how future water demands materialize. Public involvement activities conducted in conjunction with this Water Facility Plan (PER) are also documented. 1 1137plenaentatiorr Section 7 Funding Strategy and Financial Assistance Collectively Bozeman water system improvements recommended over the next 10 to 12 years will require $69.5 million in capital (see Table 7.1,below), excluding additional water rights and source acquisition and the optional construction of a Hyalite/Sourdough raw water storage reservoir. Without the latter, this represents a theoretical capital requirement of$8,233 for each of the approximately 8,443 existing service connections to the Bozeman water system. This underscores the need for both somid financial planning and for phasing to match the timing of improvements with future needs. Table 7.1. Summary of 12- ear Water System Capitalization Needs Recommended Improvement Schedule (years) Est. Capital Cost Hyalite/Sourdough WTP Alt.4 -New 22 mgd 5 to 8 years $25,387,606 Membrane WTP (incl. Hypochlorite Disinfection) Lyman Alt. 4 -Expand Existing Groundwater ASAP $672,844 Collection Sourdough Raw Water Intake Improvements ASAP $185,739 Water Distribution System Improvements 12 years $36,810,130 New 5.3 MG Water Storage Reservoir 12 years $5,300,000 New Automated Water Fill Station 12 years $430,000 Total Estimated 12-year Capitalization Needs: T77j68,786,319 Note: Costs for Hyalite/Sourdough Raw Water Storage Facility, new water rights and source development are omitted, and although discretionary with the City, will entail additional costs. Water distribution system improvements include main replacement to meet fire flow and upgrading aging and undersized mains prorated over 12 of the 20 years and only the WTP redundancy transmission main. There are generally two sources of income for public infrastructure: • Property tax revenues,where no user or rate revenues are generated, or tax assessments in special improvement districts; and • "Enterprise funds" for utilities such as water or sewer,where revenue is derived primarily from user rates and charges. General fund or mill levy derived revenues can be used for infrastructure capital improvements, including water and other municipal utility projects. However, historically Bozeman has not used general fund revenues for water utility projects. Also since the Montana Legislature "capped" local mill levies in the 1990's, municipalities have been limited in the amount of revenues that can be derived from this source. 2 Implementation Section 7 Enterprise funds normally pay for operating and maintenance expenses, reserve and depreciation accounts, and satisfy any indebtedness incurred from bond sales for capital improvements. Enterprise funds are restricted in use to only the utility from which the rate revenues were generated. Bozeman's current water enterprise fund generates annual revenues in excess of expenses, and includes some reserves for future construction (see Section 3.D, Financial Status of Existing Facilities). The aggregate cost of recommended water distribution, storage, and treatment improvements significantly exceeds available reserves. At the City's discretion, current and future water fund reserves may be adequate to fund certain component projects, as was done with the past Lyman Reservoir and Control Building project and the current Hyalite Intake and Transmission Main improvements. However the City will undoubtedly need to raise significant capital through borrowing, possibly supplemented by available grants, to fund the extent of improvements recommended. Given the significant cost of the proposed water improvements, a comprehensive financial strategy will be essential, realistically involving the incurrence of significant debt. State and federal assistance in the form of grants and low-interest loans may also be available to reduce local costs. State and federal assistance programs do not traditionally offer the magnitude of assistance needed to fund a majority share of the cost for Bozeman's water improvements.. Grants typically also require augmentation or "local match" for eligibility, so local rate (or tax) revenues will be the likely source for the majority of project costs. As a sequel to this Facility Plan, Bozeman residents in conjunction with the Public Works Department and the City Commission will need to select appropriate financial strategies to fund each of the recommended projects. To assist with this effort, a range of financial assistance programs that may be applicable to the projects, or portions thereof, are summarized in the following pages. The final financial strategy adopted for each project should capitalize on any grant options potentially applicable for the specific project to minimize cost to local residents and business owners. Development of funding strategies as presented herein assumes that any locally financed portion of project costs will be repaid by Bozeman's current and future water users through rate revenues. Continued development proposals adjacent to the corporate limits, plus"in-filling" within the existing service area, will increase the number of municipal water users and spread utility costs over a broader base. However to be conservative, funding options and resulting user rate examples herein do not include such additions. Funding approaches may vary for individual recommended projects, partly in response to the benefited area and overall project cost. The funding strategy for individual projects could proceed on either of the following tracks: 1. Pursue and apply public facilities loan and grant programs where eligibility criteria can be met. Such programs are offered to local governments, but are generally awarded competitively according to criteria established by the various programs. Issuance of general obligation bonds or revenue bonds could also be used in lieu of agency issued 3 linplementatimi Sectioi7 7 loans. Most public agency loan programs actually back their issues by some form of bonding, requiring the recipient to follow much of the same protocol as bonding directly. 2. Apply district- or area-based financing backed by property tax assessments if improvement districts are formed. Special Improvement Districts (SIDs) could be used within portions of the water service area, where improvements benefit a specific geographic area. For projects such as storage reservoirs or treatment works that have system-wide benefits, area-based financing would necessarily be City-wide and is not likely practical. Localized water distribution system upgrades may be appropriate to consider under an SID approach in some instances. District--based f iding allows project-specific indebtedness to be incurred, repaid only by those property owners within the defined area. Financial assistance in the form of state or federal grants can make large capital improvements more affordable, and may have application for Bozeman's water infrastructure upgrades. The following section contains general descriptions of available state and federal grant and loan programs for public water system improvements. Clarification is included as to the applicability or lack thereof for each program discussed. Typical Utility)handing Programs Public facilities assistance programs are typically restricted to specific project types. This is partly due to the specific focus (and legislative mandate) of the respective programs, and also to the enterprise fund origin of local monies typically used to match or repay assistance dollars. Such programs have potential application for Bozeman to fund new water infrastructure. State Revolving Fund(SRF) Drinking Water Loan Program This loan program is administered by the Montana Department of Environmental Quality (MDEQ) for public water system improvements, including treatment, storage, and distribution. Prior to initiating the formal loan process, projects must be listed on the program's Project Priority Listing (PPL). The PPL ranks priority projects on a "first come, first served" basis. Loans are made for a 20-year term at a current interest rate of 3.75 percent. In qualifying "hardship" cases, subject to availability and a $500,000 limit, SRF loans or a portion thereof can be issued at 2.75 percent interest. SRF interest rates are some of the most favorable available on the loan market. There is no cap on SRF loan amounts (at the 3.75 percent interest rate), subject to availability of funds. SRF loans must be secured by issuance of a bond, which water rate revenues are pledged to repay. Excess coverage of 25 percent is required from user rates established to repay the bond. The SRF program currently has no loan fees. Municipalities are eligible for Drinking Water SRF loans. The application cycle is open, although awards are subject to availability of fields. MDEQ administers a companion Water Pollution Control SRF loan program for public wastewater system improvements. 4 Miplenientation Section 7 Depending on the amount of capital to be financed, SRF loan funding for individual water projects may be an attractive alternative to conventional revenue bonding. It is likely better suited to financing projects in the $1 to $5 million range, rather than a $25 million venture such as the new Hyalite/Sourdough WTP, given limits in the State's.SRF loan pool. Montana Treasure State Endowment Program (TSEP) The Treasure State Endowment Program (TSEP) is a state grant program authorized by the Montana Legislature, and funded by coal severance tax interest earnings. It is designed to assist cities, counties, consolidated governments, tribal governments, and districts. Eligible projects include wastewater systems, drinking water systems, sanitary or storm sewers, solid waste disposal and separation facilities, and bridges. The award cycle is biannual, with applications due in May of even-numbered years. Applications are subject to legislative approval, with awards typically announced the summer following legislative sessions. Applications are competitive, and typically about half of applicants are successful. Administered by the Montana Department of Commerce (MDOC), funding availability has typically been $12 to $14 million per biennium derived from the interest on the state coal tax trust. TSEP grant awards are limited to 50 percent of project cost, and the grant cap was increased for 2006 to $750,000. Criteria for TSEP grant awards include urgent threats to health and safety, regulatory compliance, economic development, and financial need. Funding may be used for qualifying project administration expense, engineering, and construction. Loans from the TSEP program are also available. TSEP grants are typically leveraged with other grant and loan sources, and an MDOC "target (user) rate" analysis is considered in evaluation of applicants for water and sewer projects. Target rate is a statewide average for user rates for water and sewer systems -- currently 1.4 percent of median household income for water, 0.9 percent for sewer, and 2.3 percent combined. The "affordable target rate is set for 2006 at 92 percent of the preceding percentages,and has been identified by MDOC as a threshold for assessing project financial need. Proposed project financing that exceeds affordable target rates garners higher ranking. TSEP also offers Planning Grants up to $15,000, which are available on a "first come, first served" basis biannually, and require a 50 percent local match. First-time eligible applicants receive priority ahead of past recipients. Funds for TSEP Planning Grants are currently spent for the past legislative cycle,but the program should receive another infusion by July 2007. TSEP grant funding is a realistic prospect for component projects in Bozeman's water system upgrades. The 50 percent match requirement and $750,000 grant cap suggest that this program could have application on any project exceeding $1.5 million in total cost. TSEP grant applications could be submitted in consecutive bienniums for different projects, increasing the potential use of this program. A public hearing is required per MDOC guidelines before submitting a TSEP grant application, and additional public involvement is encouraged.. 5 Implementation Section 7 Community Development Block Grant (CDBG)Public Facilities Program Also administered by the MDOC, the Community Development Block Grant (CDBG)program is federally funded by the U.S. Department of Housing and Urban Development. Qualifying projects in the "public facilities" category include water, wastewater, and solid waste improvements. Application cycles are annual (typically due in late May), with just over $2.5 million available yearly. Applications are ranked competitively, with typically one-third of applicants being successful in a given cycle. Companion CDBG programs for housing improvements and for economic development also exist. The CDBG program can award up to a maximum of $450,000 per project, and requires 25 percent local match (excluding other grants). Grants are competitive, and the presence of potential health threats helps a community's ranking. A minimum threshold of 51 percent LMI households must be directly benefited by the project, as determined from census data or a local Income Survey. An even higher LMI percentage garners additional ranking points. Since Bozeman is reported at 46.4 percent LMI in Census 2000, CDBG funding is probably only realistic for localized projects such as distribution main improvements in a neighborhood where a local Income Survey could demonstrate greater than 51 percent LMI households. An optional CDBG technique known as "targeting" is also available. Targeting requires that project financing be paid through assessments rather than user rates, requiring creation of an SID or taxation district. In targeting, CDBG funds are used to pay all assessments for construction cost for only those gualifyjng LMI residents in an area. Households exceeding LMI criteria and businesses would receive no subsidy. Annual system O&M costs are still paid through water rates, which both LMI and non-LMI users would pay. The targeting technique applies CDBG funds directly to only LMI households, and consequently achieves"100 percent LMI benefit." The CDBG program likewise utilizes "affordable target rate" analysis, requiring applicants for 2006 to meet or exceed 92 percent of the MDOC target rate to be eligible for consideration. CDBG Public Facilities Grants fund qualifying project administrative, engineering, and construction costs, but planning grants are also available through an annual competition each April. Planning grants are limited to $15,000,with 50 percent local match required. Eligible CDBG applicants include municipalities and counties. Two public hearings are required prior to submission of a CDBG application, and additional public involvement earns higher ranking. DNRC Renewable Resource Grant and Loan(RRGL)Program This grant and loan program is administered by the Montana Department of Natural Resources and Conservation (DNRC), and is funded through interest accrued on the state Resource Indemnity Trust Fund. RRGL grants are limited to $100,000; loan amounts are not limited and are issued for 20 years. Eligible projects must "promote conservation of the water resource," although proposals involving fish/wildlife benefits, flood prevention, or mitigation of threats to 6 Iniplernentation Section 7 water resources are also eligible. Any governmental entity is eligible to apply. Applications are competitive, and funding is available on a biannual basis, subject to legislative approval. Applications are typically due in May of even-numbered years. It is unique to the RRGL program that local match is not mandatory, other than for Project Planning Grants. Grants or loans can be obtained for capital construction,including engineering and administration. Historically, RRGL planning grants have also been available up to $10,000, requiring equal local match. The past biannual DNRC planning grant allocation is currently expended, although a new appropriation may be made by the 2007 Legislature. Emergency RRGL grants are also available to mitigate imminent threats to water resources or the public. Certain aspects of Bozeman's water improvements could potentially fit with the mandate of the RRGL grant program. Expanded utilization of the Lyman spring collector or future Lyman Creek diversion and surface water treatment could be prospective candidates. Other source water expansion or diversion improvements could also qualify. USDA Rural Development(RD) Water and Environmental Loan and Grant Program The USDA through its Rural Development (RD) program offers funding packages to municipalities, counties, districts, and tribes for qualifying water, wastewater, and solid waste projects. Formerly under the Farmers Home Administration, this program typically combines grant and loan offerings. Eligibility for grant funds requires that the applicant be below the"rural statewide Median Household Income (MHI)," an agency index of statewide median income excluding the larger metropolitan areas. Applicants with MHls between 80 and 100 percent of rural statewide average are eligible for up to a 25 percent grant share; while those below 80 percent ("poverty level") can be awarded a higher percentage of grant. Loans term is typically 30 years, with interest rates currently around 4.0 percent. Ranking priority is given to population bases less than 5,500 persons and inability to finance a project by other means. Bozeman's Census 2000 MHI of$32,156 would likely not qualify for a grant share with RD funding, making this an unfavorable funding prospect. Montana Board of Investments INTERCAP Loan Program The Montana Board of Investments offers a short term loan program to communities, counties, and districts. These INTERCAP loans are not limited to water and sewer improvements, and may be used for other capital needs such as vehicles, road paving, building improvements, as well as interim cash flow. Applications are on an open cycle and are not competitive, but are subject to availability of funds. Loans are limited to a maximum of$500,000, payable within 10 years. Typical interest rates are 4 to 6 percent, but float annually on committed loans. The 2006 interest rate is 4.75 percent, although the past 15-year average exceeds five percent. An initial 3-year interest deferral is also 7 finplementation Section 7 available. INTERCAP loans are often used for "interim financing" for infrastructure improvements to allow project initiation, prior to final loan closing or grant funds availability from other sources. Bozeman's need for interim financing through INTERCAP would be contingent on temporary cash flow requirements in conjunction with some other primary financing method. Congressional Appropriations—STAG and WRDA Grants With local congressional support, federal appropriations are being used with increasing success to fund municipal water and sewer projects in Montana. The two most common venues have been through Section 595 of the 1999 Water Resources Development Act (WRDA) and the State and Tribal Assistance Grant (STAG) programs. The WRDA program is administered through the U.S. Army Corps of Engineers, and is capable of "earmarking" millions of dollars for projects that have strong congressional and constituent support. Since 1996, the EPA's Office of Compliance has received extramural money appropriated for state and tribal assistance. The funds are used to enhance the capacities of states and tribes to carry out compliance assurance activities. The MDEQ assists with STAG program administration in Montana. Congressional appropriations require dialogue with the offices of Senators Conrad Burns and Max Baucus and Representative Dennis Rehberg to accurately assess the likelihood of success of such an approach. Each congressional office has its own form to be filed to initiate consideration of a project, and thereafter a more formal project application is submitted. Typically the "application" is not specific to the WRDA versus the STAG program, and a funding request is assigned by the delegation to either program at its discretion. Depending on the disposition of a project request by the congressional delegation, grant award if made will have different local matching requirements under the two programs. WRDA grants require 45 percent match, none of which can be other federal dollars. STAG grants require 25 percent match, again excluding other federal money. Since the WRDA or STAG programs are congressional appropriations and as such are subject to the federal budgeting process, multiple fiscal years may be involved in the process before requested grants may be offered (if at all). Strong local advocacy through repetitive and ongoing lobbying by local Bozeman leaders and residents would be critical to the City's chance of obtaining WRDA or STAG funds. Several years of continued effort is typically required to maximize chances of funding through these programs. Given the potential availability of$1 to $3 million or more through these programs, likely spread over several years, the STAG and WRDA programs are considered very worthwhile candidates for funding of portions of Bozeman's future water system upgrades. Because of the level of funding potentially available, STAG or WRDA funding could also contribute significantly towards making projects more affordable to the community. Over the longer term, repeat awards or appropriations may also be obtainable, assisting with later phased improvements. Local Debt and Bonding 8 Lttplernentatiort Sectiat 7 Typically a portion of capital improvements cost must be generated through borrowing, whether by the City as a whole, or a special purpose district formed exclusively for a project. Most financial assistance programs also require some type of local match for grant funds. Existing or future City Water Enterprise Fund reserves may be adequate to fund or leverage with grants on smaller projects. Larger improvements will likely require new debt, either through agency loan programs such as those available from SRF or one of the following statutory mechanisms allowing municipalities to issue bonds. General Obligation Bonds General Obligation (GO) bonds require approval through a vote of the area's registered landowners. This type of financing does not require a debt reserve to be placed on deposit, nor the collection of excess debt coverage. Bonds are backed by real property, based on its taxable valuation. All property owners would contribute to repayment of the bond through property taxes, whether directly served by the new infrastructure improvement or not. GO bond issuance procedures are specified by State Law, and aggregate GO bond indebtedness is statutorily limited based on the local government's tax base. Twenty-eight percent of taxable value of the property subject to taxation is allowed for municipalities, 11.25 percent for counties, and 39 percent for consolidated governments. Greater GO debt capacity is allowed exclusively for water and sewer system construction -- up to 55 percent for municipalities and 49 percent for consolidated governments. GO bond financing has wide application, but is not as typical where user revenues (rate base) are generated by a utility. In those cases, revenue bond issues are more common. Historically Bozeman has not used general obligation bonds for water utility projects. GO bonds are rated and sold on the investment market, and generally garner higher ratings(and lower interest rates) than revenue bonds. Special improvement districts, as discussed herein, generally would utilize property tax-based bonds similar to GO issues. Revenue Bonds Revenue bonds are secured by the pledging of user charges to repay the bond debt. Revenue bonds are the typical debt instrument for utility improvements where a user rate base exists, such as with municipal water or sewer systems. Revenue bonds usually require the collection of excess coverage, which means that 110 to 125 percent of the annual debt service must be collected through user rates. Repayment is born only by utility users, generating rate-based revenue to pay off the bond. Revenue bonds may be issued through a resolution of the governing body, and therefore an election is not required. Interest rates for revenue bonds are subject to the rating and sale of the bond on the investment market, and in recent years have been in the five to seven percent range. Larger utilities and communities typically obtain higher bond ratings, resulting in comparatively lower interest rates. 9 Implementation Section 7 Revenue bonds usually require a bond reserve, meaning that a sum equal to one annual payment be placed in escrow until retirement of the bond. Thereafter reserve funds can be used for other purposes within the utility. Special Assessment Bonds Special assessment bonds are issued to pay for public improvements where the property benefited by the improvements can be specifically identified. Repayment is made through a special assessment on the identified properties. These bonds are issued in conjunction with the formation of special purpose districts (e.g., SIDs), and are backed by the taxable valuation of the real property within the district. Affordable Target Rate Analysis As noted previously, "Affordable Target Rate Analysis" is required in grant applications to the Montana TSEP and CDBG programs, and is considered to a lesser extent in DNRC RRGL requests. For water and sewer rates in combination, the "affordable target rate" for Bozeman based on its (Census 2000)MHI of$32,156 is $56.70 per month per household (MHI X 2.3% for combined water and sewer systems X 92% affordability index). It should be noted that the affordability multiplier is subject to adjustment each biennium by MDOC, and will increase to 94 percent in 2008 and 96 percent in 2010. Bozeman's existing water rates and impact fees are currently being evaluated in a study by HDR, Inc. due for publication later in 2006. Sewer user rates will also likely be reevaluated in conjunction with financial requirements for new wastewater treatment facilities identified in the Bozeman Wastewater Facility Plan currently being completed by HDR and Morrison-Maierle, Inc. on a parallel track with this Water Facility Plan. After rate recommendations have been reviewed by the City and any resulting adjustments made, Bozeman's status relative to MDOC Affordable Target Rate should be reassessed. Given that "average" monthly rates for a single- family residence using 10,000 gal/mo of water are currently $38.99 ($11.46 service charge + $4.11/first 200 HCF + 11.4 HCF X $2.06/HCF) and 2003 monthly rates reported for a residence with 6,000 gal/mo sewer use were $20.57 (Survey of Water, Wastewater, and Solid Waste Facility Rates in Montana, July 2, 2003, Morrison-Maierle, Inc.), it appears that Bozeman already exceeds Affordable Target Rate without any additional rate increases. Rates above Affordable Target Rate would improve Bozeman's competitive ranking in the "financial need"criteria of grant applications to state TSEP and RRGL programs. 10 Implemewation Section 7 Funding Strategy Fiscal planning must precede implementation of the recommended water improvements. Availability of cash reserves, financing options, and the availability of grants are all factors in assessing the City's financial capacity to undertake each specific project. Opportunities for low interest borrowing and grant subsidies will help to keep water user rates affordable in the community. Proposed fiuiding strategies are presented below for each category of the proposed water system improvements. The combined goals of these funding strategies are threefold: • Maximize grant funding opportunities and minimize borrowing to keep user rates as affordable as possible. • Stagger the schedule of the improvements to match the anticipated timing of growth- related future increases in water demands. This avoids premature capital expenditures. • Maximize water rate revenues and impact fees to build reserves and repayment capacity for future debt that will be incurred to fund larger improvements such as the new Hyalite/Sourdough water treatment plant. The latter two goals suggest that water rate increases should be evaluated and implemented sooner rather than later. With some time before new treatment plant construction is needed,this would allow the City to approach those improvements with higher debt capacity and a stronger potential cash position. Water use charges and impact fees are being evaluated in a current rate study by HDR, Inc., and these considerations should be addressed in any forthcoming rate recommendations and adjustments. Final decisions on implementing, phasing, and funding strategy for the project(s) will be made based on deliberations by the City Commission, relying on input from its Public Works and Finance Departments and from residents. A public involvement process involving informational meetings and hearings will begin during consideration and adoption of this Facility Plan, and will continue in conjunction with the recommended projects, contributing to financial decisions. The following funding recommendations focus primarily on water system improvements proposed over the next 10 to 12 years. Lyman System Improvements Funding Strategy With current peak day water demands already forecast to exceed available supply(Table 4.A.2 in Section 4.A), maximizing available supply from the existing Lyman groundwater collectors is an immediate need. The estimated capital cost of$672,844 is nominal to augment seasonal supply from the existing collectors by another million gallons per day or more. 11 Iniplementation Section 7 This level of expenditure could likely be funded with current or future Water Enterprise Fluid reserves (see Section ID), without the incurrence of additional debt. The level of expenditure also does not likely justify a separate bond issue. Application for $100,000 in RRGL grant fiuiding should be considered for this improvement, given that it promotes water conservation by maximizing collection and use of the existing groundwater Lyman supply. An application for TSEP grant funding would be limited to approximately $336,500 (50-percent match required), and is not considered to be particularly competitive given the absence of health and safety threats. The next application cycle for RRGL grants is May 2008, with funds if awarded unavailable until July 2009. The City needs to weigh this delay against the immediacy of the need for additional water from the Lyman system. New Hyalite/Sourdough WTP Funding Strategy The $25.4 million estimated cost for a new 22 mgd Hyalite/Sourdough WTP will meet the City's projected water needs for 10 to 15 years, depending on growth and increased supply obtained from the Lyman system. The recommended Hyalite/Sourdough membrane filtration plant is proposed to be expandable to 36 mgd to meet estimated water needs in 20 years, at an incremental cost of$7.2 million. This also needs to be considered in financial planning for the new plant. Given the magnitude of expenditure required, Bozeman will have to incur significant new debt for the new plant. Any accumulated cash the City can contribute at the time plant construction will reduce future debt. Grant prospects to defray the cost of the new plant are limited, but two warrant consideration — the state TSEP and federal WRDA/STAG programs. The state RRGL program could also be considered, if not already targeted for an application in the same biennium for the Lyman improvements. Applications to the state TSEP and RRGL programs, eligible in May 2008 or May 2010, could net $750,000 and $100,000,respectively. Competitive ranking of a TSEP application should be improved by new water rates likely well above MDOC Affordable Target Rate. Technical need for the plant is demonstrated,but will be evaluated by grant agencies against other applications received. MDEQ mandates for improvements or regulatory citations incurred by competing applicants could rank higher than Bozeman's need for expanded treatment capacity. Objective evaluation of ranking prospects should occur closer to the time of, but before submitting a TSEP and possible RRGL grant applications. The program(s) for which Bozeman may have the best prospects for the new Hyalite/Sourdough WTP are federal WRDA and STAG grants. The City should contact the Montana congressional delegation, and file any initial financial or"pre-application"information recommended to pursue these appropriations. Continued tracking and aggressive advocacy by the City on behalf of its federal WRDA and STAG grant requests will be pivotal to maximizing chances of award. Since federal grant awards can take several years, initial overtures to Senators Baucus and Burns and Representative Rehberg are recommended soon. Due to heavy competition for state TSEP and RRGL grants, and the contingent nature of WRDA 12 Implementation Section 7 and STAG grants as part of federal budgets, none of these grant prospects are a certainty. The City should simultaneously be prepared to fund the entire new WTP cost with bond or loan debt. The amount of funds needed could consume a disproportionate share of the state SRF,loan pool, and a conventional revenue bond issue is likely more appropriate for an estimated $20+ million in new debt. Discussion with SRF loan program representatives at MDEQ should occur before targeting that program for borrowing. It should be emphasized this is an initial funding strategy recommendation that should be reviewed and adapted as necessary as new plant scheduling becomes better defined. The exact timing of new plant construction will depend partly on how forecast water demands materialize compared to Section 4.A projections, and partly on how the existing WTP continues to perform. Remaining life for the existing plant is forecast to be five to eight years, setting the outer "deadline" for new facility construction. As discussed later in this Section,preparatory activities for the new plant will require significant time. These include fiscal planning and establishing debt capacity through user rate increases, process pilot testing, engineering design, and construction. Financial planning and expansion of debt capacity should begin immediately to meet even an eight-year timeline for the project. Water rate increases to finance new borrowing for the plant should be addressed in either the 2006 HDR water rate study or a future "cast-of-service-based" analysis. Both the estimated $25.4 million capital cost (less any grants) and approximate $800,000 increase in annual O&M costs for the new plant need to be financed through rate base. The amount and user allocation of water rate increases necessary are not projected in this Facility Plan, deferring instead to a separate rate study that the City will need to conduct. Distribution System Improvements Funding Strategy Recommended improvements for the water distribution and storage system over a 12 year period include the following: 1. Replace existing mains to meet recommended fire flow requirements - $8,066,631 (equals 12 of the 20 year estimate of$13.4 million). 2. Upgrade aging and undersized mains - $7,060,951 (equals 12 of the 20 year estimate of $11.8 million). 3. Construct new transmission;Hain from WTP to City- $21,682,548. The total cost of the improvements listed above is $36.8 million and will need to be financed by the City. Currently, the City has approximately $750,000 earmarked annually for water and sewer system improvements which over a 12 year period equates to $9 million. The water distribution improvements alone account for approximately $36.8 million, far exceeding the current allocated amount. 13 Implementation Section 7 Given the magnitude of expenditure required, Bozeman will have to incur significant new debt for the water distribution improvements. Any accumulated cash the City can contribute at the time of distribution improvements will reduce future debt. Grant prospects for new distribution improvements at large are limited. State grants through the TSEP or CDBG programs for individual projects should be considered where health/safety hazards or income levels in specific neighborhoods may qualify for consideration. For larger centralized projects or transmission mains, federal WRDA/STAG grants may also be a possibility, given support from the congressional delegation. The City should simultaneously be prepared to fund the entire water distribution improvement costs with bond or loan debt. The amount of funds needed could consume a disproportionate share of the state SRF loan pool, and a conventional revenue bond issue is likely more appropriate for an estimated $30+ million in new debt. Discussion with SRF loan program representatives at MDEQ should occur before targeting that program for borrowing. Preparatory activities for infrastructure improvements include fiscal planning and establishing debt capacity through user rate increases, engineering design, and construction. Financial planning and expansion of debt capacity should occur as soon as possible. Water rate increases to finance new borrowing for the distribution system improvements should be addressed in either the 2006 HDR water rate study or a future "cost-of-service-based" analysis. The estimated $36.8 million capital cost (less any grants) for the distribution system improvements need to be financed through rate base. The amount and user allocation of water rate increases necessary are not projected in this Facility Plan, deferring instead to a separate rate study that the City will need to conduct. Water Storage Improvements Funding Strategy Water storage requirements in a 12 year period (online by 2017) include construction of a new 5.3 MG partially buried concrete reservoir at the Hyalite/Sourdough water treatment plant site. Construction of a water reservoir at this location will raise the available pressure for the southern portion of the City, thereby increasing water pressures in already low areas and allowing future development of the City to the south on a gravity system. The estimated cost for the 5.3 MG reservoir is $5.3 million. It is anticipated that most of the cost will need to be financed by the City of Bozeman. Grant prospects to defray the cost of the new reservoir are limited, however, the state TSEP and federal WRDA/STAG programs are possibilities. Competitive ranking of a TSEP application should be improved by new water rates likely well above MDOC Affordable Target Rate. Technical need for the reservoir is demonstrated, but will be evaluated by grant agencies against other applications received. MDEQ mandates for improvements or regulatory citations incurred by competing applicants could rank higher than Bozeman's need for expanded storage capacity. Objective evaluation of ranking prospects should occur closer to the time of, but before submitting a TSEP grant application. Federal WRDA/STAG grants may also be a possibility, given support from the congressional delegation. 14 Implementation Section 7 Due to heavy competition for state TSEP grants, and the contingent nature of WRDA and STAG grants as part of federal budgets, none of these grant prospects are a certainty. The City should simultaneously be prepared to fund the entire new storage reservoir cost with bond or loan debt. Discussion with SRF loan program representatives at MDEQ should occur before targeting that program for borrowing. Preparatory activities for the new storage reservoir include fiscal planning and establishing debt capacity through user rate increases, engineering design, and construction. Financial planning and expansion of debt capacity should begin as soon as possible. Water rate increases to finance new borrowing for the reservoir should be addressed in either the 2006 HDR water rate study or a future "cost-of-service-based" analysis. Both the estimated $5.3 million capital cost (less any grants) and approximate $2,000 increase in annual O&M costs for the new reservoir need to be financed through rate base. The amount and user allocation of water rate increases necessary are not projected in this Facility Plan, deferring instead to a separate rate study that the City will need to conduct. Funding Strategy for Other Miscellaneous Improvements Several other recommended improvements will require financial capacity, including proposed improvements to the Sourdough Raw Water Intake, acquisition of additional water rights, expansion of water sources or new supplies, maintenance on existing City reservoirs, improvements to the Pear Street Booster Station, updates and maintenance of the City's water meters, and construction of a new automated water fill station. The $185,739 estimated cost for the Sourdough Intake improvements could likely be funded from Water Enterprise Fund reserves, and does not warrant incurring additional debt. An application for $100,000 in RRGL grant funding could also be considered for this improvement, similar to the proposal for expanding the Lyman groundwater supply, although it would have to demonstrate water conservation benefits to rank competitively. Scheduling of the Sourdough Intake improvements should be imminent, given that winter operational problems will have a greater impact as flow demands increase. Acquisition of additional water rights will require both professional services for research, negotiation and legal, and direct costs for purchase. Costs for both will be substantial,but cannot be quantified contingent on the specific water rights that may be offered for sale in the future. As recommended in Section 3.C, the City should proceed expediently with initial research and identification of water rights for potential acquisition, including the necessary studies and professional services. This step alone will entail expenditures that must be included in future water utility budgeting. The results of this initial effort can then provide a basis for future budgeting and financial capacity augmentation as necessary to acquire water rights to be purchased. The City's accumulated "cash in lieu of water rights" revenues will presumably be applied towards future water rights acquisitions, but significant additional funding will likely be needed given the appreciable costs involved. Additional future budgeting allowances may also be needed for preliminary assessment and eventual design/construction of supply or diversion 15 Implementation Section 7 improvements at Mystic Lake or new supplemental well sources. The City is currently paying off maintenance projects on the existing water reservoirs (approximately $1 million) and upgrades to the Pear Street Booster Station and water meters (approximately $930,000) through the Water Enterprise Fund reserves. Fiscal requirements for future upgrades and maintenance should be factored into all user rate adjustments over the next two decades. Estimated cost for an automated water fill station is $430,000. Possible funding for this project could occur through the INTERCAP loan program. User fees (from the water fill station) could be calculated to pay off the loan over a 10 year period. Depending on fiscal requirements and suitability of such improvements under the mandates of state RRGL and TSEP grant programs, applications for assistance may also be appropriate for some of these projects. Design and construction costs, rather than research or legal services, would be the more appropriate inclusions for any future grant applications to these programs. Long Term Funding Strategy for 20-year and Beyond Improvements The preceding fwiding strategy recommendations address water system upgrades recommended over the next 10 to 12 years. Longer term recommended improvements including expanded treatment, distribution and storage are growth contingent, and their funding mechanisms including prospective grant opportunities will need to be solidified as they become more imminent. To assure financial capacity for these longer term improvements, the City should continue to collect water utility revenues in excess of expenses to accrue ongoing reserves. Fiscal requirements for future projects should be factored into all user rate adjustments over the next two decades. Example User Rates Water rate increases to finance new borrowing for treatment plant, storage and distribution improvements can be addressed incrementally in both the 2006 HDR water rate study and future "cost-of-service-based" rate analyses. The aggregate $68.8 million in capital cost (less any grants) projected necessary over the next 10 to 12 years, plus approximately $962,617 in increased system-wide annual O&M costs for the improvements need to be financed primarily through rate base. The amount and user allocation of water rate increases necessary are not projected in this Facility Plan, deferring instead to separate rate analyses that the City will need to conduct. However Table 7.2 (next page) lends some context to the impact on user rates from capitalization and increased O&M associated with the recommended alternatives over the next decade. The table shows example impacts to water rates averaged across an estimated 8,443 existing connections 16 Implementation Section 7 without differentiating between user types or service line sizes. As shown in Table 7.2, the cost of the water system improvements recommended over the next 12 years in aggregate represent $90.56 per month in additional rate revenue from existing water accounts, without considering different user types or other sources of revenue. Actual user rates resulting from the recommended improvements will be different than shown, and likely be based on categorical "cost of service" as determined from future rate studies, plus final financing requirements and actual timing of the improvements. Available grant subsidies would also affect resultant user rates, but have not been included in the Table 7.2 example. Conventional revenue bond financing has been assumed for purposes of the example, with 6.0 percent interest, 20-year term, and 125 percent coverage and one annual payment reserve requirements. 17 Implementation Section 7 Table 7.2. Example Water User Rate Impacts for 12- ear Im rovements Needs Recommended Improvement Estimated Est. Increased Capital plus Capitalization Annual O&M O&M Hyalite/Sourdough WTP Alt. 4 -New 22 mgd Membrane WTP (incl. Hypochl. $25,387,606 $805,456 Disinfection) Lyman Alt. 4 -Expand Existing Groundwater Collection $672,844 $142,573 Sourdough Raw Water Intake $185,739 $9,588 Improvements Water Distribution System Improvements $36,810,130 $2,000 New 5.3 MG Water Storage Reservoir $5,300,000 $2,000 New Automated Water Fill Station $430,000 $1,000 Subtotal: $68,786,319 $962,617 Bond Reserve(1 annual pmt., assumed $6,570,000 borrowed) Assumed Amount FInanced: $75,356,319.00 Annual Debt Service (assumed i=6%, 20 $6,569,910.53 yr.) plus Excess Coverage(assumed 25%) $1,642,477.63 Total Annual Debt Service: $8,212,388.16 Total Increased Annual O&M Cost: $962,617 Total Increased Annual Cost: $9,175,005.16 "Average"Monthly Cost Increase per User: $90.56 (averaged across 8,443 exist. water accounts) Note: Costs for Hyalite/Sourdough Raw Water Storage Facility, and new water rights and source development are omitted, and although discretionary with the City, will entail additional costs. Water distribution system improvements include main replacement to meet fire flow and upgrading aging and undersized mains prorated over 12 of the 20 years and only the WTP redundancy transmission main. 18 finplementation Section 7 Jurisdictional Considerations Jurisdictional considerations to upgrade Bozeman's water infrastructure are relatively straightforward. The City has legal jurisdiction and ownership of its facilities. The City has established policies for extending municipal water service into outlying portions of the planning area, and annexation is the usual precondition for such extensions. A prescribed schedule of impact fees is also assessed, along with "payments in lieu of water rights"where applicable. The impact fee system.is currently being reevaluated by HDR in conjunction with a water rate study. Out-of-corporate-limits areas are currently under the jurisdiction of Gallatin County. The City of Bozeman has no jurisdiction without annexation, although it can provide a water "service contract" (e.g., for water supply) with a local entity responsible for a non-municipal utility system. Collective deliberation and policy decisions would be necessary as to any future out-of- corporate-limits service areas, before extension projects therein could be considered. Such decisions would necessarily have to involve landowners, Gallatin County, the City of Bozeman, and affected residents. The City's existing water users can benefit from future expansions of the user base, potentially reducing per user costs for the water improvements proposed. As service area expansion proposals come forward, each will have to be thoroughly evaluated on its own merits and according to City policies. Potential reductions in per user costs due to an expanded user base will need to be compared to available system capacity, and any incremental cost associated with expanding capacity to accommodate additional users. Project Scheduling General Scheduling The water system improvements recommended over the next 10 to 12 years will occur conjunctively, although some sequencing is possible. Project scheduling must address the City's most critical need—maintaining adequate availability of water supply, treatment, and delivery as growth increases water demands. The City faces no regulatory violations or mandates that drive the project schedule(s), contingent on yet-to-be-determined results of Cryptosporidium testing of source waters under the LT2ESWTR (see Appendix A.2). No chronic water shortages in supply or delivery currently occur, but forecast increases in water demand may make such situations imminent. Further dialogue will be necessary with the MDEQ relative to the LT2ESWTR and pending Stage 2 Disinfectants/Disinfection Byproducts Rule before future compliance prospects can be fully assessed, along with the effects on of these rules on project(s) scheduling. In finalizing a schedule for new WTP, storage, or major distribution system improvements, adequate time needs to be included for the following key tasks: 19 Implemelrtation Section 7 • Funding applications, if applicable, plus award and release of funds (subject to varying program submission and award cycles). • Preparation of loan,bond, or other debt instruments. • Development and implementation of revised user rates providing adequate revenues for future indebtedness, increased annual O&M costs, and prescriptive bond coverage. • Process pilot testing for new Hyalite/Sourdough WTP (allow 12 months). • Engineering design and preparation of biddable construction documents (varies with project size). • MDEQ and funding agency review and approval of bid documents (60 to 120 days,including any engineering revisions required). • Public bid advertisement(typically 30 days). • Bid review, contract award, and contractor mobilization. • Construction(varies with scope of work). • System commissioning and project closeout. Given the annual or biannual cycle of major public facilities grant programs, along with the time to accomplish the other financial and engineering tasks required, between two and five years should be allotted for the full process on any sizeable project. Project planning and scheduling should proceed with this in mind, recognizing that several years will be required before new water facilities are constructed and functional. Particularly larger improvements such as the new Hyalite/Sourdough treatment plant need to be scheduled accordingly. WTP Pilot Testing Because of competing proprietary technologies for membrane filtration water treatment processes, a scheduling allowance for Rilot testing must also be provided for the Hyalite/Sourdough WTP. Pilot testing will also be necessary for Lyman Creek surface water if the City eventually decides to include this as part of future supply, and add filtration treatment. Pilot testing should logically encompass runoff, warm water (including algae), and cold low water conditions, and a minimum of 12 months should be anticipated. Treatment pilot testing should be scheduled well in advance with competing equipment manufacturers to assure equipment availability, and allow simultaneous comparative testing of alternate processes. The pilot testing program should necessarily be designed by and under the supervision of a qualified engineering consultant not associated with an equipment manufacturer. This will assure unbiased results applicable to the later design of the facility. Pilot testing will also afford an excellent opportunity for the City's public works staff to gain familiarity with process operation and make informed decisions on equipment preferences. Pilot testing also could allow comparative testing of alternate processes such as CAC versus membrane treatment. 20 Implementatimi Sectioi? 7 Project Time Lines and Milestones Lyman System Expansion and Hyalite/Sourdough WTP The project timelines for proposed Lyman supply and Hyalite/Sourdough treatment improvements are driven primarily by the forecast need for additional water supply capacity almost immediately. The short remaining life for the existing Hyalite/Sourdough WTP, coupled with the long lead time for new plant construction, provide additional drivers. Expansion of Lyman groundwater collection can provide a seasonal, short term supplement for water demands over the next several years. However peak day water demand forecasts (Table 4.A.2 in Section 4.A) show potential shortages by 2010. While Operators predict five to eight years may be mechanically possible for continued operation of the existing WTP, a five-year time line for replacing the plant would require a very aggressive schedule. This may nonetheless prove necessary if future water demands materialize as forecast (or sooner). In a worst-case scenario where further filtration treatment was mandated by source water test results under the LT2ESWTR, the City would also have a statutory deadline of October 2012 for new treatment facilities,with a possible two-year extension at the discretion of MDEQ (see Appendix A.2). The need for potential acceleration notwithstanding, the following timeline is indicative of how these projects could proceed. Schedule milestones remain variable, subject to regulatory requirements, treatment process selection/design, and financial capability including the implementation of required user rates. Contingent on these factors, a timeline for the new Hyalite/Sourdough WTP cannot be precisely set, but the following general schedule is estimated to be feasible at this time. Unanticipated changes in forecast water demands or regulatory mandates or fiscal capacity could significantly alter this projection. • LT2ESWTR source water testing schedule and locations to be developed, submitted, and approved by MDEQ (July-Dec. 2006). • Completion of City water rate and impact fee evaluation(Dec. 2006). • Engineering design and bidding of Lyman groundwater system improvements (July 2006 - March 2007).* • Construction of Lyman groundwater system improvements (April Sept. 2007).* • LT2ESWTR Cryptosporidium testing of Hyalite/Sourdough and optionally Lyman Creek sources water, including data submission and Bin Classification (April 2007 - May 2009). • New Hyalite/Sourdough WTP Pilot Testing (July 2009 - June 2010). • Further water rate evaluation and financial capacity assessment(Jan. -June 2010). • Optional submission of TSEP grant application for new Hyalite/Sourdough WTP (May 2010). • Final Process Selection and Engineering Design for new Hyalite/Sourdough WTP (July 2010 -June 2011). • Finalize borrowing requirements and secure bond indebtedness (Apr. - Dec. 2011). • Assumed Availability of TSEP, WRDA, and STAG Funds (July 2011). • MDEQ Plan Review and Construction Bidding for New Hyalite/Sourdough WTP 21 Implementation Section 7 (July-Dec. 2011). • Construction of New Hyalite/Sourdough WTP (March 2012 -Dec. 2013). • New Treatment Plant Operational (Jan. 2014). [* Note: Schedule shown for Lyman groundwater collection improvements would delay approximately two years ifRRGL grantfunding is applied for in May 2008.1 Distribution and Storage Improvements Although none of the recommended distribution and storage improvements are considered in a state of emergency, each of them will ensure the City's water system integrity, capacity, and compliance with regulatory requirements in future years as the City grows and its infrastructure ages. Of the distribution improvements discussed, construction of anew transmission main from the WTP to the City is the most critical. Currently, the City is supplied with water through one transmission main from the WTP. In the event this main is out of service, the City only has enough storage reserve capacity to operate for approximately a 24 hour period during the current maximum day event. The remaining upgrades to the distribution system (to meet fire flow requirements and replace aging and undersized mains) should be spread over the 20 year planning period. Older mains and the lowest available fire flow areas should take precedence. In addition, improvements to the distribution system should coincide with street and other utility infrastructure improvements when possible. Replacing existing mains in downtown Bozeman will require a structured logistical approach to provide traffic re-routing,temporary water service, and interface with existing water, sewer and stormwater infrastructure. Therefore each of these elements should be considered while planning project schedules. Additional distribution system improvements to meet redundancy and which add future mains to the 20 and 50 year service areas should be constricted as development occurs in those areas. At the projected growth rate of 5 percent, the City's current storage reservoirs will reach capacity by the year 2017. To meet the 20-year planning period storage requirements an additional 5.3 MG of storage will need to be constructed and online by 2017. This will provide adequate storage until the year 2025. It is recommended to begin financial planning for this project immediately. Approximately one year should be planned for engineering design and another year for construction. Therefore project phasing should begin no later than 2015. Public Participation A public participation process is being initiated by the City of Bozeman as part of this Water Facility Plan, and targets residents and utility rate payers in the Bozeman project area. The first step in this process was a public hearing held on October 9, 2006, to solicit comment on this Facility Plan ahead of City Commission adoption. The City is committed to continuing public participation as the recommended water improvements are implemented, and new user rates are developed and adopted. Future public involvement will include additional public meetings and any hearings that are statutorily required, plus regular newspaper updates. Specific public participation forums will also be 22 Implementation Section 7 required as part of future TSEP or CDBG grant applications, if the City opts for same, and will follow recommended MDOC protocol. Water Facility Plan Public IIearing A public hearing was held October 9, 2006, at the Gallatin County Courthouse in Bozeman to solicit resident input on this Water Facility Plan prior to City Commission adoption. A Final Draft of the Plan was available prior to the hearing. No members of the public attended, however, the meeting was publicly televised. Public questions and comments during the hearing were recorded and documented. Documentation of this hearing, including copies of published advertisements, presentation materials, the sign-in roster, and minutes are included in Appendix D. City Commission Adoption of Water Facility Plan After review of this Bo. enzatz Water Facility Plan, deliberation of the analysis and recommendations therein, and consideration of public hearing comments, the City Commission formally adopted the Plan at its regular meeting of October 9, 2006. This action is reflected in the approved minutes to that meeting, a copy of which appears in Appendix D. 23 APPENDICES A—TREATMENT A.1 MDEQ Sanitary Surveys A.2 Tentative LT2ESWTR Raw Water MPA Testing Requirements and Proposed Schedule A.3 Cost Estimates A.4 Lyman Flow Data B—DISTRIBUTION AND STORAGE B.1 Water Usage Analysis Data and Exhibits B.2 Distribution Model Results B.3 Cost Estimates C—SOURCE C.1 Water Rights Abstracts C.2 SWP Cost Estimates D—MISCELLANEOUS D.1 City Water Rate Resolution 437 D.2 Public Hearing Information & Lyman Creek Reservoir Volume Calculations ..........:-;-;--:..............;.......................;.....:-:-:-:-----;--------;--------;-----:-:-:---;-------:-;...;...;........;-----:-:-;-----------;-;--..;------------;;:...;.-.-:.;-.:.;............;.;---;.......;--,,,,,�������:�����:����-:-���-�-�-�-�.-������;;;;;;;-�-.-,-.-;,,,----;---;---�-----�-----------------�--- ���- ��,�,,-�,,-.-;-;-- 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:--;---;-;-;-;-;;;-;:;:;:;-;-;-;:...:--;:;:::;:;:;:::;:;:;:;:;:::::;:;:::;:;:;:;::-;;--;-;-;;-;--;;;---;:::--;-;:::;:;:;;;::-;-;:;-;---;;::;:::;:;:;:;:;:;:;-;---;:-:;-;-;----:::;-;:;:;;;:;:::::::;-;-;:;:::;;;:;;;;;-----;:;:--;:-:-:;:::;:;:::;:;:::::;:;:;:::;:;;;:;:-:;-�:-:;;;;;:;;;;;:;-;---;-;-;-;;;;;:;:;-;-;:;:;:;:-:::;-;:;:;;;::--:;:;:;:-:-:::;:;:;:;;--;:-:;:;-;:;:;:;:;:::;-;:;:;:;;;-;:;:;:;-;-;-------;-;---;.- DEPARTMENT OF ENVIRONMENTAL PE G & COMP tLtA-1Z �'��� LIANC� DIVISION MARCRACI GOVERNOR �:..�i�s: a:J`INI[ '(�T BUILDING O C N {� AVENUE w F MONTANA Phone(406) ¢.{ 2 _ FAX(d0�4 }4 Correspondence - LFNA,.ifO AN 5%20=0901 ChlorinelTwNdity April 20, 1999 F =-'j' �t? F. 9 Lead&;Copper " w CITY OF 13OZEMAN �+ _ C/O PHIL FORBES Phase 11 &V f 411.E MAIN GWl1D1SW i APIR PO BOX 640 Suit ue.✓ X 13OZEMAN MT 59715 1N.Vals aY�s RE: PWSID#00161—CITY.OF BOZEMAN ROUTINESARY Dear Mr. Forbes: a On.April 16, 1999,John Camden and I conducted a routine sanitary survey inspection of the City.of Bozeman Public Water SuPply(PWS)system.. We extend Our thanks to Dean Elliot,Dave McIl,and John Alston for their assistance at the seater Ixeatment plant,Lyman Creek, and with the distribution system_ The Bozeman water system.is operated in a very conscientious and competent manner. We congratulate you. The City of Bozeman receives its water from three different sources. Hyalite Creek and Sourdough Creek(a.k.a.Bozeman Creek)axe treated through a 15-MGD direct filtration plant that was built in 1984 and upgraded:in 1993. Lyman Creek Spring is the third source and has been classified as groundwater by the Department. The I; n Creek Spring was inactivated October 27, 1998,because the Hypalon cover had'developed numerous holes;therefore,e,Bozeman is now being served solely by the Hyalite and Sourdough Sources. Based on our inspection and review of the files,we have the following observations, comments,and recommendations: BHyali#e and Sourdough Intakes ( The City of Bozeman has single intakes for both the Hyalite and Sourdough creek sources. these sources ?re adjacent to one another and consist primarily of National Forest Iands Bozeman has a 5,00 acme-fr toredowater. right for the Hyalite source. Spring runoff affects source water quality by increasing turbidity cutting forest land has caused an increase in.turbidity during runoff and rain events. u1 both creeks;filrthermore,clear- cutting Bozeman Water Treatmen t Plant—See Fi ure 1. —The_City`OfBozemmrhas-a direct filtratiorrplantdesigned-to Produce,15::MOD. 'The plant was designed and built in 1984 to be a 10-MGD plant,but was upgraded to 15-MGD in 1991. The plant now averages 3.7-MGD in the winter and 9-MGD in the summer. Peak flow is 12-MGD. Ferric-chloride and cationic polymer are the primary coagulants;a nonionic polymer is added just prior to filtration as a filter aid. At the time of our visit,chemical feed rates were as follows: I. Ferric-1.7 mg/L; 2. Superfloc 592 C Cationic Polymer L_5 mg/L; 3. Filter Aid Non-ionic polymer-0.I mg/L; 4. Gas chlorination is being fed at 55 lbs/day with a 1.42 ppm average residual leaving the plant;and 5. Fluoride-0.94 mg/L with a background Level of 0.06 mg/L. The plant's continuous effluent turbidimeter was reading 0.034 NTU. The Department's benchtop turbidimeter read 0.0 NTU and their benchtop read 0.04 NTU,.all well below the 0.3 NTU limit that will be 8 Treatment Rule. set by the.Enhanced Surface Water AN EQUAL OPPORTUNITYEMPLOYER- �� Disinfection is provided by gas chlorination;however, the operators have installed a calcium hypoch t,�feeder f emergency disinfection should gas chlorination fail. f f Z 4 • The doors in the chlorine room should be equipped with panic bars. Storage The total storage volume for treated water is 1 I MG for all three sources. According to the operators,Liquid Engineering inspects the tanks at about three year intervals. Sourdough tank—The Sourdough tank is a 4-MG concrete storage tank located approximately 3 %miles north of the filtration plant. • A flapper valve or screen should be placed over the end of the overflow for this tank, and the overflow area should have the brush cleared so it can be inspected;and • A handrail should be installed to allow safer inspection of the manhole. Hilltop Storage Tank—The Hilltop tank is a 2-MG, ground-level,steel storage tank. No deficiencies were noted at this tank. Lyman Creek Spring Reservoir—This reservoir has a 5-MG storage capacity;however, it has been taken offline due to the failure of the Hypalon cover.. • The City should consider installation of a permanent storage facility due to the rapid failure of the Hypalon cover; • A flapper valve or screen should be placed over the end of the overflow; and • The chlorine room at this site should be fitted with panic bars on the door. Distribution I discussed the Bozeman distribution system by telephone with John Alston,the Assistant Water and Sewer Superintendent. The City's distribution consists of cast iron,ductile iron,and some AC pipe. They will be replacing much of the 4-inch main in the central part of town with 8-inch main this summer. Mr.Alston also said that they have a very progressive cross connection control program. It appears that the City is very proactive in keeping the distribution system. Conclusion Aside from the few recommendations noted,the Bozeman.PWS system appears to be in very good condition and operated in a conscientious manner. Please pass our congratulations on to your operating and maintenance crews and tell them to keep UP the-govd . If you have any questions, comments, or corrections regarding this report,'please call me at 444-531Z Sincerely, $I7ufji giCa,d!// Denver Fraser Environmental Engineering Specialist Public'Water Supply Section cc: Dean EIliot and Dave Mell Gallatin County Sanitarian PWS file Sanitary Survey file 2 it - �! SANITARY:�URVEY'`FQRNC:- INV' NTORY 4 DA Pagel of I EOF SURVEY GOUT, }� � SURVEYOR ME-REOUIVr PWSID SYSTEsi NAME 1 O / F �j IMTEPA SENTATIV El VALSO KNOWN AS' NAME-IF APPLICAaLEI - 1 644) GLLlO 5 i J . TEY ADORFS� SYSTEM OWNER Addressee P j le3tS Addressee 's res PfiMafy Add,ei.' c—,Ado . Street / �tJ Street C� �o Ci,y S 2IP City 2g System Phone IuoG , Sz_z � Fax I Owner Phone L �- Fax L _ 1 LOCATION OF SYSTEM - Nearest City ,ga/ ,-•, Description or Physical Address oPEitA70R OF SYSTEM ALTERNATE OPERATOR OF LYLTEM' Name j Fill Name Certified Operator ❑ No Yes If, yes r,&0(a> Certified Operator ❑ No f$Yes If, yes Certification 1/ I 0 Phone 5 TJ �I��j. Certification #--3("79 ' Phone - (,,_j�2 0 6 SYSTEM STATUS - - - SYSTEM CLASS ❑ A = Active ❑ D = Delete ❑ C Community ❑ P = Non-Transient Non-Community ❑ I = inactive b P = Pending (Add New System) ❑ N = Transient Non-Community aI Service Connections: Residential /Non-Trar{sienCOt." Resident Population Summer: number SVC system was designed for Number of peRnananl rasidenu uffi" PWS dad Transient: "a y Winter Total Active Connections: Residential /Nan-Tra�t�si�f:— � Non Transient Population Sumriter: Nunber of$VC In Vsc at this data NWnbef of non-tran.ianl arsons udE,in PW Transient: P o sdwy Winter Service Connections Metered? tKYes ❑ No % Transient Population Summer: Metered Nurnbel of tninlen,pirsans'served by PWS daily Winter: OWNER TYPE ❑ 1 Federal GoI.vernment 4 Local Government Authority,Commission,District,MUnici alit C etc. riva a Subdivision,Investor,Trust,Cooperative,Water Association,etc. ❑ 5 Mixed Public/Private CJ 3 State,Gouernment ❑ 6 Native American Indian Tribes&Reservations SERVICE CATEGORY Comments:_-_90L" N,y ❑ AP Airport ❑ PC Picnic'Are a ❑ BA Bathing/Swimming ❑ RA Rest Area ❑ BR Bar ❑ RC Recreation❑ CG Cam /� _r?_��titl!� A %5 Aground �, RS Residential ..,_ ,(-�bo 0 CH Church ❑ RT Restaurant ❑ DC Day Care Center ❑ RV RV Park oil ❑ Hospital ❑ SC School IB ❑ IB Interstate Bottler ❑ SD Subdivision ❑ IF Industrial/Agricultural ❑ SK Ski Area ❑ IN Institution ❑ SS Service Station ❑ LB Local Bottler ❑ US Water User's Association ❑ !�LO Lodge ❑ VC Visitor Center —� 6 PL K� £!✓ram . I ❑ MA Marina ❑ VM Vending Machine ❑ MH Mobile Home Park ❑ WH Water Hauler ❑ MO Motel/Hotel Fo. XX Other 1 Tf � T�16vr 2 ef-v -TL67- Z�F f)A • Service Category Description !�� (lfvsi7� �Q /';�7114�ss+�t•7 l',o�t�6�.o_ i�� SANITARY SURVEY FORM - DISTRIBUTION & SOURCES Page 2 a' Source Number Identification, Sources and Entry Points are identified with a three digit code. The codes are used for data entry and federal data reporting. Where appropriate, use the correct source & entry point ID number. (Refer to information from state for correct JD's.) When a source is -nerationai it is considered Active, this includes systems that are seasonal. Inactive sources are those which are shut down but can return to ve status, such as a system out of business. Deleted sources cannot return to active status, such as abandoned wells. A water source is a well, spring, lake, river, town, city or municipality, etc. from which a system draws or purchases water: Total Number of Sources SOURCE TYPE A VA/CABLE Source ID 001 = Distribution System for all systems Source /D Number(sJ R P Permanent Utilization pot 00-i �) G Groundwater, Non-Purchased od'-I Source ID Number(s) ❑ E Emergency Utilization ❑ W Groundwater, Purchased ❑ 1 Interim Utilization ❑ P Surface, Purchased ❑ O Other Utilization EF S Surface, Non-Purchased pOZ ❑ S Seasonal.Utilization Ex 1.: 5 002 003, 004 005 If Seasonal Opnn date Cbse dine Please note, in addition to the above, is source a spring or infiltration What is the total design production capacity? /�/ gallery? gallons per day What is the present average daily production? 7 tc,-Leal 0 Spring El Infiltration Gallery potion:per day. If Purchased What is the maximum daisy production? 1Lc.rDA1 paaons par day .�pp✓•er pf wuar:Hama h PWSIDI Is there treatment on arty of the sources? If Sold ZYes O No pw h...rofwaterloin..thanwithintheay"I If yes, information on treatment MUST be provided on "Treatment" page. COMPLETE pNEtS' CTiOM1IIPOR EACH SOURCE STATUS i7F SOURCE ,'' fA}bt>ve ' .❑.{i}riactrve ❑'(Dlelefe Source ID Entry Point 1D 2-- Log Available? ❑Yes ❑ No SWL TMse ale state waipnW idantlfit,tion number: - C -ce Name �n i aaDreased in Imt hebw grDund.bv,tion u' Average Production Draw Down N,me at Squrce•Eaxpple:WeR at or SeYih w.d,etc. - indiwts udts Location of Water Source/Watershed 702ZZ aaD,...d In feet b-IDw pmund ebvnpn 5Dv/?AOvGf Maximum Production Pump Capacity iediot.unit. upanly DI Pwnp inaalha eagles sed'n palldna per m,n Date Drilled Intake Type it weq,.6als Brined tyPe of intake mechanim, En try Pot in t Name �j,Q Uu�Q�6�_y /a,(J��^/c�[}.�I G'�QC-E� Name of EP-Ea pfe:Entry point To,North wee Il In Well f2 Casino Size Screened Intrvl sae of c,.inp inzuibtl in wolf eYPrea.atl In feet oeb p and eNva Location of Entry Point /' Inn Case Depth depth of casing instsged in wall p[. 0 feat in pallona per m'r,utp -Well-Depth t a! depth of weN eapra.aetl in[MI latllude of apace Grout Depth Longitude/1lno1 /) depth of 91-t used to seat wet watts ' . - :. 0 lengltude of apwee d. . IfinBcxrve .❑.{D)eleta Source ID Dov Entry Point!D 5-011 r og Available? ❑Yes'❑ No SVdt (/ Thefa>re slat .signed ke ttlnlbnntrnDera v r�N CQ�1� ,xple.aed k,leaf below ground elavallen Source Name NomaptSowp.-Eavnpa;wed,tprsDpinweg,at:. Average Production Draw Down indi;ate untie akprsaaed in lest below Location of Water Source/Watershed 6E prppnd eley,tion Maximum Production Pump Capacity S 3 z v digits vn1[a cs Padty pf plznP in.nliad eaDrusnd in p.lron.,per min vV r� Date Drilled Intake Type 5 F-1 r we!:,.d.ts drlged ypa of Intake mee u gn Entry Point Name G 1 ��JfE Ly�YltritJ C��-� Casing Size Screened In Name of FP Ezampbr Envy point Ipr North welt 17 b SoD[h wart r2 g it,of casino Inslagetl M well Screen trvl Location of Entry Point emresaetl in leer below pmund eL anon Case Depth Well Yield depth of easine in,[alied in w.1 �vnp Ie�te-0 in _ peon•:_ mr,u_ Weil Depth Latitude dePih DI w 11 expre..ed in lee[ tuiwde of sawca- Grout Depth Longitude depth of grout used to seat well walla longilyee of sown Comments: C p N u 426 eL ry RANT �-t7e� h`YRC.iT�-- �il� l�a��iYlfry ( ,ram} \\ Ri9 / !C SANITARY SURVEY FORM SURFACE WATER, SPRINGS age of I & INFILTRATION GAUERIES ' t1 SURFACE SOURCES SPRINGS & INFILTRATION,GALLERIES What is the nature of watershed? Is recharge area protected? (//AMA/ �}Yes ❑ No ❑ Agricultural Name ,-5Qc9QL,)o6 f 61y �{yft-LIF& If Yes, How DIAJ 0, 0,06 /. 11266K ❑ Industrial i K Forest 36E� ❑ Residential E ❑ Other P Ownership ❑ Fencing What is the size of the owned/protected area of the watershed? ❑ Ordinances I z ONS , fJ/L VRQ Other_ Eb4&X T I 1 SC�C 17WS ✓✓D.Q Hyftg-t W4- IyK-d How is watershed controlled? What is nature of recharge zones? —_ ❑ Agricultural i ¢ Ownership ❑ Industrial 0 Ordinances ❑,Residential Zoning Mother. FD2ESi PLOther Is site subject to flooding? ❑ Yes 1,t No Has management had a watershed survey performed? ❑Yes $tNo If Yes, describe deficiencies i Is there an emergency spill response plan? 5dYes ❑ No .F I Is the source adequate in quantity? Yes ❑ No Is the source adequate inequality? as ❑ No Is there diversion of surface drainage from site? ❑;YES ❑ No Is there any treatment provided in or at the reservoir? ❑ Yes Jallo If No, describe deficiencies If yes, explain Is collection chamber properly constructed? ❑ Yes ❑ No Are there any sources of pollution in the proximity (Does hatch cover overlap? kl Yes ❑ No of the intakes? ❑Yes �<-No Is the overflow outlet screened? ❑'Yes K No j tl( Are multiple intakes, located at different levels, If No, describe deficiencies OV&LI-LO R7� RjL-i hfin,!/ utilized? OA/j.,� 11Vr*,C.67 .f7` ONE- LL,16-C_ 1=0y2 ❑ Yes No ��...4s�SlZe_highest-c}ualit�/—water--beir�g�ravrn? `fie?--�;� ../�._.. _ / / A2,071Sc`F /NTigK� How often are intakes inspected? !k--_ 1�,¢iLy .... 0,A) jjfjs Is supply intake adequate? DrOAP l" S&,e— ❑ Yes ❑ No What conditions cause fluctuations in quaiity? —150411U6 UN14vo✓� if No,describe deficiencies I! i 71�R�3i Is site properly protected (from livestock, i tampering, etc)? Yes ❑ No ;{ Comments: if No, describe deficiencies a What conditions cause changes to quality of the water? r�� DF r4�5[•�yo//1 5rt:?,�� l�x,lJrs�l,:, FL�SANITARY SURVEY FORM - TREATMENT Page of Treatment Objective WATER TREATMENT w Disinfection By- Product Control Source ID Treatment = Corrosion Control Numher s Source Name Treat ie D = Disinfection Treatment Code s E = Dechlorination _. 001 -Distribution m F = Iron Removal ---- I = Inorganics Removal M = Manganese Removal J N = No Treatment at Source �o I 2 J# O = Organics Removal .--(L� P = Particulate Removal �OZ VfGDOtJ6ffi Qd ELF 3_ y �6p R = Radionuclides Removal S = Softening (Hardness Removal) T = Taste I Odor Control Z = Other L 2 Qp1 L c2 ,v Treatment Codes (See separate sheet of Treatment Codes) Example— 002 South Well#2 0 . 401, 403 P 240, 345, 360, 660 Treatment Description bComments: 76 i�=/� bYT t 8{ Ca NS -roll- FOR 4 w SYSTEMS EMPLOYING FULL-TINE DISINFECTION 1F USING GAS CHLORINATlpN What disinfectant is used? h 2rN Urt) _ Is a manifold provided to allow feeding gas from What amount is used? SS lbs/day j,L(. ppm more than one cylinder? Yes ❑No a Is chemical storage adequate and safe? E Yes ❑ No Is there automatic switchover from cylinder to If no, explain cylinder?. 4 L Yes ❑ No Is disinfectant residua!being monitored.daily? Are scales provided for weighing of containers? �1 Yes ❑No Yes No Are chlorine storage and use areas isolated from Are residual reports submitted to the State month) � of er wor areas. — Y- Yes ❑ No R Yes ❑No Is the disinfection equipment being operated and - Are caps on stored cylinders? Yes ❑ No maintained property? l Yes ❑ No Is room vented to the outdoors by exhaust grills Is operational standby equipment provided? Yes ❑No located no more than 6 inches above the floor level? Yes ❑ No If not, are critical spare parts on hand? IF Yes ❑ No is room containing chlorination treatment labelled Have there been any -interruptions in disinfection sufficiently(DANGER signs,etc.)? Yes ❑ No during the past year due to disinfection system failure? ❑Yes IA No Is a view port provided into the room storing chlorine? lP Yes 0 No Dates Is a means of leak detection provided?. XI-Yes ❑ No Is a self-contained Describe provisions for providing contact time between disinfection point use during repair ofleaks?ng apparatus available for and the first point of use. Yes ❑ No Are personnel trained to use apparatus? �l Yes ❑ No Fo4 GYJ Are all doors hinged outward and equipped With panic r h4l/11 bars? ❑ Yes A-No / /fz L)16 O C h r Are all gas cylinders restrained by chaining to wall r ` rtl— or by other means? Yes ❑No Comments;.�)-ZQ5 --�1(G�[�J %,u51itL1 fd� ON �J NC.L 4e "CT _ 4 r 17 I. lytl9VI 61-/— E ge .;:SANITARY;SCIRVEY':FC?RM: STC�R kGE of COMPLETE ONE SECTION FOR EACH STORAGE F OTy a 1? tat type of water is stored? ❑ Raw Rl Treated GRAVITY STORAGES J Wow much storage is provided? J !e t,l Source ID o Location, Description_I71t L 7bP �%��}f 1tIS n^ Total number of days of supply? I 1:) ;r.. F�-DLJ I VE (0 Storage Volume? 2 IN LLIO/J Does surface runoff and underground drainage drain GRAVITY STORAGE ,SD(J>?/��UC�}I' away? ' Yes ❑ No /.4/U,- Source ID Is the site protected against flooding? WYes O'No �4 Location, Description 6 SZ� - Is tank inspected every 5 years by a structural engineer I -/D for structural integrity? Yes ❑ No Storage Volume? J 7K— r Does surface runoff and underground drainage drain o.cs of rasc n:peetion By wh m away? 'feYes ❑ No Ll QuIo (o/dJE / f . Are overflow lines, air vents, drainage lines or clean Is the site protected against flooding? , Yes ❑ No out pipes turned downward or covered, screened and Is tank inspected every 5,years by a structural engineer terminated a minimum of 3 diameters above the ground for structural integrity? KYes ❑ No or storage tank surface? Yes ❑ No g Is site adequately protected against vandalism? R�Yes ❑ No � v yes y Date of Lag jnapecti D �/�, ' �Y � Are surface coatings in contact with water approved? - Yes ❑•No L 1 v, CCz-/ Are overflow lines, air vents,drainage lines or clean Is tank protected against icing and corrosion? Yes ❑ No . out pipes turned downward or covered, screened and Can tank be isolated from system? Yes ❑ No terminated a minimurn of 3 diameters above the ground Is all treated water storage covered? Yes ❑ No or storage tank surface? ❑Yes ❑ No �" Is site adequately protected against vandalism? iYes ❑ No What is cleaning frequency for tanks?- N'D I- RcQUiA _ Are surface coatings in contact with water ANSI I NSF Are tanks disinfected after repairs are made? 9.Yes ❑ No ,roved? &")(p -Z `®Yes ❑ No Is access hatch sealed properly and locked? 1-Yes ❑ No yank protected against icing and corrosion? p Yes ❑ No Can tank.be isolated from system? YZYes ;Wo GRAVITY STORAGE Is all treated water storage covered? P Yes ❑ No Source ID t�O Location, Description i4r1) / _ fSEd I What is cleaning frequency for tanks? P&O f) Are tanks disinfected after repairs are made? 7-Yes ❑ No L AIL O 0 !L Is access hatch sealed properly.and locked? Yes ❑ No Storage Volume? 7/Y1iry,�-) w4ase-ruraaf€-and-uradergrtaun"raiaage-drain � away? wyes ❑ No Is the site protected against flooding? Ayes ❑ No Comments: ve is tank inspected every 5 years by a structural engineer for structural integrity? Yes ❑'No once of last Insp"6m ey whtr N Are overflow lines, air vents, drainage lines or clean out pipes turned downward or covered, screened and terminated a minimum of 3 diameters above the ground S or storage tank surface? ❑Yes N040 r r f �, is site adequately protected against vandalism? Yes ❑ No Are surface coatings in contact with water approved? F0 Yes O No. CI1 rY Is tank protected against icing and corrosion? R Yes ❑ No OL4 R06PI 67-- Can tank be isolated from system? ❑Yes FvNo I/ jLl JGv Is all treated water storage covered?C(9v64_ )9YCL`6 ijj-Yes ❑ No f L0 t L) L i7G A 1) What is cleaning frequency for tanks? ON C 5l7�P�X� /S DfFGN� � vL�/ Are tanks disinfected after repairs are made? I Yes ❑ No �� Is access hatch sealed properly and locked? Yes 0 No S11CiTARY :SURVEY. Rl�ll HYDRQPi�[EUMA7C TAf�F 'S _rage of COMPLETE ONE SECTION FOR EACH HYDROPNEUMATIC TANK s cAprivF�a;'r�TAX Krs1.:: PffESSURE 7A1Vl�fSl Source 1D Location, Description Source ID Location, Description Is there an operable pressure gauge? ❑Yes El No Does low pressure level provide adequate pressure? 0 Yes ❑No "Pressure: Cut-In s psi Is there an operable pressure gauge? p ❑Yes ❑ No Cut-Out psi Does low pressure level provide adequate pressure? ❑Yes ❑ No Does the"tank water log? Pressure: Cut-In E7 Yes ❑ No -psi " Is the exterior surface of-the tank in good physical Cut-Out psi condition? ❑ Yes ❑ No Does the tank water log? Can tank(s) be by-passed for repair? ❑ Yes 0-No O Yes ❑ No is air charge system adequate? Is pump cycle rate known? ❑ Yes ❑No ❑Yes ❑ No Is the exterior surface of the pressure tank in If Yes, what is it? good physical condition? ❑ Yes ❑No Is there a water level sight glass? ❑Yes ❑No Comments: Is there a bottom drain valve? M Yes ❑ No Is there a pressure relief valve? ❑.Yes ❑No-- Can tank(s) be by-passed for repair? ❑'Yes ❑No Comments: CAPI7l/E JYI,Sj idRESSl7RE'TAJIlkrSJ Source ID Location, Description Source ID Location, Description Is there'an operable pressure gauge? ❑Yes ❑No oes ow pressure level provide adequate pressure? ❑Yes ❑No —l�1eCB an opera a pressure gauge ❑Yes ❑ No Pressure: Cut-in Does low pressure level provide adequate pressure? Cut-Out�'�psi ❑Yes ❑ No psi Pressure: Cut-In Does the tank water log? --�:psi ❑Yes [] No Cut-Out —.Psi Is the exterior surface of the tank in good_physical condition? Does the tank water Jog?❑Yes ❑ No ❑Yes q No Can tank(s) be by-passed for repair? Is air charge system adequate? ❑Yes ❑ No ❑Yes El No Is pump cycle rate known? Is the exterior surface of the pressure tank in ❑ Yes ❑ No good physical condition? If Yes; what is it? O Yes 0 No Is there a water level sight glass? ❑Yes El No'Comments: Is there a bottom drain valve? ❑Yes ❑ No Is there a pressure relief valve? ❑Yes ❑ No - Can rank(s) be by-passed for repair? O'Yes ❑ No Comments: ras ,ANITARY SURVEY DORM = MISGELLANEOt1S ` DISTRIBUTION SYSTEM EVALUATION SAFETY System description /" S r`z6Ory DC,6n � Note any safety deficiencies {consider items such as ladders, tank supports, guards on rotating electrical equipment, lightning protection for pumps, etc.) System drawings available? WYes ❑ No Lines adequately sized? *Yes ❑ No /y �,! Adequate pressure maintained? Yes ❑ N �� S�Pr/Uro No EI Mains subject to freezing? ❑Yes No QUfS I; Distribution system leaks? 3~� Yes ❑ No Cross-connections noted? ❑ Yes .2Q No Comments; f- E- � rr y 4 O rc Y { i i i i M �l i MONITORING EVALUATION MANAGEMENT Sacti monitoring satisfactory? IQ Yes ❑ No Are personnel adequately trained? Y Chemical monitoring satisfactory? es ❑ No - Familiar with repeat sampling? � Yes ❑ No Are operators properly certified? Yes ❑ No )aYes ❑ No Are there sufficient personnel? PT Yes ❑ No Monitoring records maintained? P9 Yes ❑ No Is an emergency plan available and workable? Sj,Yes ❑ No � �� ,•, ,o�y�-P-lara�t�brx�ii��d-to-stet �'�s�{�-No ire-abandnned"weiis-preset7t> — es o .Did Surveyor take a bacteriological sample? ❑Yes,KNo Do abandoned wells appear to be properly abandoned? ❑Yes ❑ No If Yes, Is operator aware of rules regarding well abandonment? ❑Yes ❑ No Date of Time of Sample: Sample: Comments:5 itf'5 /s, VML Sample Result: �^� � 1N�C7F�✓Tf�Jr/S ,uD � 5 • 'Comments: SANTTARY'SURVEY FORM = DIAGRAMS Page of Draw brief site plan showing location of we€lW,springs{s), water storage, distribution system, pumphousais), entry pointis), treatment, etc, 5 Acc o� ilY��vlo /yJ�PS Fn� (pc,a70N5 Of �SOOIMtS '-�to VI17f ,QEz A7`�a� 7� _ ,vr7-y jDo rl,. 19L_ 0 Draw Brief schematic of placement of filters and disinfection equipment in relation to the source, entry point and distribution system below SCANNED MAP 2 4 7E G q ct b o 3 cad p Fes. b o o aD w '+ w o A ca V�.o U -) a� o A o U • o -d co .c Ub •cs, � i� p � o ct o o co P4 0 A o o v � o U Q U _y �o Q cD ' m o --rj � In U o00 Zid O �' N nJ b .a o o =° w UN s. ya o 4p R fs. .C` rtT�•I VJ .+•.. y �D U c2 o 0 b •o {off October 11,2002 CITY OF BOZEMAN C/O PHIL FORBES 411 E MAIN PO BOX 1230 BOZEMAN MT 59715 RE: PWSID 900161 - CITY OF BOZEMAN SANITARY SURVEY Dear Mr. Forbes: On September 27 2002,John Camden and I conducted a routine sanitary survey of the City of Bozeman Public Water Supply system (PWS). First I would like to thank Dean Elliot for taking the time to show us around the different components of the Public Water Supply. The Bozeman water system appears to be well maintained and run very competently. The City of Bozeman receives water from three different sources; Hyalite Creek, Sourdough Creek and Lyman Creek Spring. The Lyman Creek Spring was taken off line in 1998 because of leaks in the Hypaion cover. The City of Bozeman is still only being served by the Hyalite and Sourdough sources at this time. Denver Fraser conducted the last sanitary survey in April 1999 on all components of the water system. He noted only two deficiencies,both were at the Sourdough storage tank. One being a missing screen on the overflow of the tank and the other a handrail to help safely access the manhole at the tank. I am please to say that both issues were addressed and improvements made by the time of this survey. The Lyman Creek source is still not being used and will possibly be placed back on line in a few months. There are only two recommendations noted on this survey,both in regards to the Hilltop storage tank. It was noted a safer and more secure vault type access hatch could be used to enter the manhole at the Hilltop tank,reducing risk:of a confined space and making the area more secure from unapproved access.Also, the overflow pipe on the Hilltop tank. needs to have a new screen installed to help eliminate bugs and any other small animals from entering up the pipe and contaminating the tank. Dean had already been aware of the holes in the screen and said it would be replaced without delay. No other deficiencies were noted at this time. In conclusion, the City of Bozeman Water Supply system appears to be in very good condition. Operation and Maintenance of the water plant has been outstanding along with the new conscientious security measures that have been implemented for the plant. Its good to see the Bozeman Water Plant is taking the initiative to better protect public health by also better securing the facility. Thank you for your time in this matter and good luck and keep up the good work. Sincerely, Eric Minuet Water Quality Specialist Public Water Supply Section DEQ Cc: Dean Elliot(Water Plant) Gallatin County Sanitarian PWS file -... _:.:.:,;::.,.. `:.•,r=.:;,�1S1R1lE' `RE INSPECTION SHORT FORM DATE OF SURVEY 9127102 COUNTY GALLATIN SURVEYORNAME ER.ICA11,V,,=I - 00161 SYSTEM NAME CITY OF B02EMAN (SYSTEM RETAESEhTAT n1E DEAN ELLIOT ]:(OTHER REPRESENTATIVE) DEBBIE ARI;ELL(PW DIRECTOR) SYSTEM ADDRESS Addressee SYSTEM OWrmtt NiM„y Ad&w Addressee 0wim Add.ess Street 411 EMAIN PO BOXI?30 Street City BOZMN State MT Zip 59771 • City State Zip System Phone(40b)582-23I5 Fax Lam_ Owner Phone_(_ 1 Fax f �_ OPERATOR OF SYSTEM SYSTEM CLASS Name D NELLIOT ® C=Community, ❑ NTNC=Non-Transient Non-Community Certified Operator ❑ No © Yes If,yes ❑ NC=Transient Non-Community Certification 8 2107 Phone 4 586-7158 Total Scrvice Connections:Residential/Non-Transient:7500 Resident Population Summer: 29000 Transient: Numberofpermanemmidem utilizing PWSdaily Winter: Total Active Connections:Residential/Non-Transient:7500 Non-Transient Population Summer: Transient: Number of non-transient persons utiiizing PWS daily Wi nter: Scrvice Connections Metered? N Yes ❑No% Transient Population Summer: nlettrd Number of transient persons served by PINS daily Winter: WATER SYSTEM FACILITIES SUMMARY(WSF) WSF ID Water �01 Facility Name Dis n ut�ystem Tv�e Code Purchased Seller P A'SID 001 S U GH/HY TE C EKEl Yes ❑No TPooi L N C EK SP El Y — — No ST001 TAN I CO ElE Yes es �No SM2— TANK STEEL Yes 03 SOURDOUGH CREEK El Yes No LIMA I.12l kN CRE K RESERVOIR — ❑Yes ❑No ❑Yes ❑No )escription of Water System Facility flow: zample: Well 1(WL002)is pumped into pmnphouse where chlorine is applied(TP00I)and from thereto the storage tank(S7i701). The treated water flows by gravity to the iistribution System(DS001) WATER TREATMENT FACILITIES 002 SOURDOUGH/HYA jL C 002 SOURDOUGIi/EALIT _ D 4 421 002 SOURD )UGFi/HY_ALjTp P 240 345 360 002 �$OURDOU��rII T ITE Z 380 N CREEK SP G D 401 004 LYMAN CREEK SEEING Z 380 eatment Description/Comments: PiES .:'' t �LSEMBY �- � 0 CAPTIVE AIR TANK(S) PRESSURE TANK(S) WST7 ID Location,Description WSF ID Location,Description Is .a pressure relief valve? ❑Yes ❑No Is there an operable pressure gauge? ❑Yes ❑No Is there an operable pressure gauge? ❑Yes ❑No Does low pressure level provide adequate pressure? ❑Yes ❑No Does low pressure level provide adequate pressure? ❑Yes ❑No Are there water-logged tanks? El Yes ❑No Pump recharge rate Cut-In—psi Is the exterior surface of the tanks in good physical condition? ❑Yes ❑No Time of day Cut-Out psi Can tank(s)be by-passed for repair? Yes No Is the tank water logged? ElYes ❑No ❑ ❑ Pump run time Is air charge system adequate? ❑Yes ❑No Time of Day Cut-In psi Is the exterior surface of the pressure tank in good physical condition? ❑Yes ❑No Cut-Out psi Is there a water level siglit glass? ❑Yes ❑No Is there a bottom drain valve? ❑Yes ❑No Pump Type: Is there a pressure relief valve? ❑Yes ❑No Comments' Can tank(s)be by-passed for repair? ❑Yes ❑No Pump type: Comments: S "O GE777 How much treated storage is provided?ti illlon gallons STORAGE FACILITY WSF ID Location,Description 2-s-Wrazi tanks online SOURDOUGH- 4M HILLTOP- CMG Storage Volume?6 Million gallonS Are overflow lines,air vents,drainage lines or clean out pipes turned downward or covered,screened and terminated a minimum of 3 diameters above the ground or storage tank surface? — -- Yes No "--.......—......—---� Is access hatch sealed properly and locked? ®Yes [:]No Is site adequately protected against vandalism? ®Yes ❑No Can tank be isolated from system? ®Yes ❑No What is cleaning frequency for tanks?3-5 yry �omments: iiiiiiii�iiiiii�iii;ili;iiiiiiiiiii�i�iiii; 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This organism is a protozoan parasite, typically found in surface waters in an oocyst form. The rule proposes raw water testing as a basis for quantifying Crypto exposure in a system, and depending on test results, prescribes appropriate treatment measures. The rationale for the rule is to reduce incidences of gastrointestinal illness by elevating treatment requirements for public water systems with greater Crypto risk. The originally targeted promulgation date of June 2006 for the LT2ESWTR was predicated on rule finalization by EPA by June 2003. The latter did not occur, and time frames for finalization and effectiveness of the rule remain uncertain at#his writing. All indications are, however, that the LT2ESWTR will become effectual, and municipal systems will have to comply with the rule's final testing and treatment requirements. Given the pending status of the LT2ESWTR the ggidance presented in the Appendix must be taken as 'conditional. The City of Bozeman necessarily must continue to track the progress and inclusions of the final rule in preparation for meeting its testing requirements. Based on draft LT2ESWTR requirements, the following key requirements can be anticipated. The draft rule differentiates between systems serving 10,000 persons or more, versus those serving less. The following tentative requirements apply to public water systems serving 10,000 or more persons, and would be applicable to the Bozeman system: 1. As proposed, six months after the LT2ESWTR is finalized, large systems must begin Cryptosporidium monitoring (surrogate E.coli monitoring is only allowed for small systems). 2. Raw water sources must be tested for Crypto on over a 24-month period (unless historical data is available and can be successfully "grandfathered"). Two alternate monitoring schemes are allowed: a. Collect between 24 and 47 samples over the two-year period, and determine Running Annual Averages for each consecutive 12-month period(e.g., first RAA for months 1 through 12, second RAA for months 2 through 13, etc.). Bin Classification will be based on the highest RAA. 1 City of Bozeman Water Facility Plan Tentative LT2ESWTR Raw Water MPA Testing Requirements and Proposed Schedule Appendix A.2 b. Qr collect two or more samples per month over the two-year period and average all test results to determine the Bin Classification. 3. Crypto sampling and testing must comply with an EPA approved method, such as Method 1623. 4. Crypto test data is to be filed electronically with the EPA. 5. Depending on Crypto test averages (items 2a or 2b, above), the system will be assigned a Bin Classification number of 1, 2, 3, or 4. 6. For Bin Classification 1, no additional treatment is required. For Bin Classes 2 through 4, progressively greater log reductions by additional treatment are prescribed. These additional treatment requirements are above and beyond the traditional 3 log Giardia removal required via filtration and disinfection. A period of six years after rule promulgation is proposed to be allowed for systems requiring additional treatment to implement same. 7. A Microbial Toolbox is specified for the additional treatment levels required, with specific log credits assigned for everything from watershed controls to presedimentation to more stringent filter turbidity compliance to more aggressive disinfection (e.g., UV or ozone). 8. Additional Disinfection Profiling requirements are also proposed in the rule to demonstrate sustained protection against pathogens as systems take steps to reduce Disinfection Byproducts. More information and details of these requirements are available in EPA's LT2ESWTR Toolbox Guidance Manual-Proposal Draft(June 2003), available on-line at www.gpa. og v/safewater. Proposed Testing_Requirements The conditional status of the LT2ESWTR notwithstanding, the City of Bozeman can likely anticipate being subject to the following testing requirements under the rule. Supplemental information for these tentative requirements has been obtained from John Camden of the MDEQ Public Water Supply Section and CHD Diagnostics & Consulting Service, Inc., a certified laboratory for these procedures in Loveland, CO. The basis for testing will be a Surface Water Microscopic Particulate Analysis (SMPA) using EPA Method 1623. 2 City of Bozeman Water Facility Plan Tentative LT2ESWTR Raw Water MPA Testing Requirements and Proposed Schedule Appendix A.2 • Two alternate water filters are allowed for sample filtration -- the Pall Envirocheck HV capsule, or the ID=Filta:Max. • A minimum of 10.0 liters of untreated water must be filtered for each test. The water is flowed through the filter, and the filter analyzed by the lab for an oocyst count. • The City would have the option of filtering the samples in situ at the water sources, or obtaining a 10-liter sample and shipping it (refrigerated) to the laboratory for filtering and analysis. In the latter case, sample temperature must be maintained'between 2.0 and 5.0 deg C. Samples arriving at the lab above this temperature limit cannot be tested. • Samples, whether a used filter or 10-liter raw water sample, must be received at the laboratory within 24 hours of collection. Advance scheduling with the lab is mandatory to assure prompt analysis and to avoid exceeding sample holding times! • Data returned by the laboratory to the City must be compiled to determine averages using one of the two methods described above, and filed electronically with EPA. Tentative.Testing Recommendations and Schedule for City of Bozeman With the LT2ESWTR not yet finalized or promulgated, the City should anticipate initiating 24- month raw water Crypto sampling on relatively short notice. This includes making advance arrangements with a selected laboratory,budgeting for the costs involved (see following section), orienting and training Operators for sampling protocol, and resolving logistics such as winter access and expedited sample shipment. The City should remain mindful of two crucial triggers, both of which are gauged from the time of final rule promulgation: • Raw water sampling is proposed in the Draft Rule to commence for larger systems within six months of issuance of a Final Rule,and • If testing results in a Bin Classification greater than one, the City may have only six years (following the two-year sampling) to have any required supplemental treatment processes operational. Given uncertainty as to the final adoption time frame and continued chance of changes in the final requirements of the LT2ESWTR, it is not recommended that the City initiate sampling ahead of rule„ rp omulg_ation. While the opportunity ity exists for "grandfathering" of historical, there is questionable benefit in proceeding ahead of time. Based on the draft version, the final LT2ESWTR will undoubtedly include adequate time allowances to complete the required 3 City of Bozeman Water Facility Plan Tentative LT2ESWM Raw Water MPA Testing Requirements and Proposed Schedule Appendix A.2 sampling. The City should be prepared to initiate its pre-planned raw water sampling program as soon as it knows that the LT2ESWl R has been adopted and has had a chance to review the final language of the rule to verify there has not been a significant change in requirements. The City's choice of doing sample filtration in the field versus shipping 10-liter aliquots of raw water to a certified lab will likely be based on comfort level and cost. Laboratories such as CHD Diagnostic provide comprehensive instructions for field filtration of samples, and can provide the necessary filters and apparatus. Once set up, filtration is conducted at a rate of 2.0 to 4.0 liters per minute, so the field time required to filter is not appreciable. In the case of field filtration,the bagged filter is shipped overnight in an insulated container. Alternatively the City should anticipate paying overnight shipping costs for approximately a 30- to 40-pound parcel(depending on water container and insulation)to the laboratory. At this time, laboratories certified for e Method 1623 analysis are out of state, increasing shipping costs. Hyalite/Sourdough Raw Waters Initial indications from MDEQ (John Camden in tel-cox with Alden Beard, 09Mar04) are that the Hyalite and Sourdough raw waters can be sampled in combination,without separate sampling of each required. Since sampling must be ahead of any treatment, this suggests the Raw Water Transmission Main Vault where the two sources combine, or the WTP Inlet Tower as logical sample sites. Lyman Creek Raw Water Water from the Lyman spring collector is not anticipated to require fin-ther testing under the LT2ESWTR, given an MDEQ determination that it is not Groundwater Under the Direct Influence of Surface Water. If the City anticipates even a possibility that Lyman Creek water may eventually be used (in the context of the treatment alternatives presented in Chapter S.A), a similar sampling regimen should be conducted for it. A logical sampling site would be the Lower Diversion, although some consideration must be given to winter access. A sampling site for Lyman Creek should be as close as practical to the location where creek water would eventually be diverted to a new treatment system. 4 City of Bozeman Water Facility Plan Tentative LT2ESWTR Raw Water MPA Testing Requirements and Proposed Schedule Appendix A.2 Tentative Sampling Schedule and Cost Estimate As noted, the City of Bozeman should be prepared to commence 24-month raw water sampling programs as soon as the LT2ESWTR has been finalized. Separate monthly samples of the combined Hyalite/Sourdough raw water and the Lyman Creek raw water will need to be collected. Sampling of the two sources on the same day/week of each month would be preferable (e.g., first. Monday), to maintain consistency and expedite coordination with the selected laboratory. Samples must be received at the laboratory within 24 hours of collection, and the samples should logically arrive at the lab by mid-week to avoid overtime or "rush charges for analysis. Monthly samples must continue to be collected each consecutive month for 24 months. Sample numbers will depend on the protocol selected (per items 2a or 2b, previous). Numbers of samples taken each month should be consistent, and conform to the prescribed protocol. Skipping months or deviating from required sample numbers will violate LT2ESWTR requirements. The City should consider delegating supervision of the overall sampling and data compilation program to one individual on the Operator staff. It may be beneficial for consistency and experience to also assign the same designated individual(s) to assist with the program throughout its duration. It is very critical to accuracy, consistency, and defensibility of sampling and testing that written records are thorough. A dedicated field sampling book should be created and maintained for each raw water source, and include standardized'field sampling forms. Chain-of-custody forms should also be used for all samples, and signed by all custodians,including shippers. The SMPA sampling and testing required under the LT2ESWTR will represent a significant cost to the City. Based on an informal 2004 quote provided by 'CHD Diagnostics, each SMPA analysis costs$450 to $500, including the expendable filter. Table A.2.1 (next page) estimates the overall cost of the two-year program, including anticipated Operator time, supplies, shipping, and analytical charges. Costs are shown both for in situ filtration and for shipment of 10-liter raw water samples. Costs shown assume only 24' samples taken from each water source (Lyman and Hyalite/Sourdouah) over two-year period. If an alternate sampling protocol is selected or samples are invalidated due to improper handling, additional sampling costs will results. Shipping charges are obviously contingent on the destination, final parcel weight, and any courier fuel surcharges that may apply at the time. Separate filter devices are assumed to be purchased for the Hyalite/Sourdough and Lyman Creek waters for the field filtration scenario. All costs are estimated in 2005 dollars. 5 City of Bozeman Water Facility Plan Tentative LT2ESWTR Raw Water MPA Testing Requirements and Proposed Schedule Appendix A.2 As shown, costs are relatively comparable whether Operators filter samples in the field or ship 104iter raw water samples. Field filtering is projected to be slightly more costly, given the additional Operator field time assumed for set up, operation, and dismantling the filtering apparatus (four more person-hours per sampling event). Given the slightly lower cost of shipping raw water samples for lab filtration, plus the obvious simplicity, this alternative may be more appealing to the City. A reputable lab duly certified by EPA for Method 1623 should be carefully selected. The City is advised to verify EPA certification, check references, and inquire about support services offered (e.g., Ru-nishing containers, filter apparatus, instructions) before selecting its lab. Changing laboratories for the analytical work during the 24-month duration of testing is not advised, as it may compromise correlation and/or defensibility of sample processing and testing. Table A.2.1. Cost Estimate for 24-Sample, Two-year SMPA Testing Program per Draft LT2ESWTR Re ukements for Both H a]Hite/S urdough and Lyman Creek Raw Waters Ship Filter Ship 10-1 Water Sample Item Unit Cast (Field Filtration) (Lab Filtration) . Quantity Cost Quantity cost Operator Time, Program Admin. & $35 208 Record Keeping $7,280 208 $7,280 Operator Time, Sampling $35 768 $26,880 576 $20,160 Sample Container $15 n/a $0 48 $720 Shipping Container(large) $25 n/a $0 48 $1,200 Shipping Container(small) $5 48 $240 n/a $0 Pall Envirochek HV Filter $90 48 $4,320 48 $4,320 Field Filtration Apparatus $400 2 $0 (purchased, incl. shipping) $800 n/a Lab Analytical Charges, w/o filter (Method '1623 SMPA) $400 48 $19,200 48 $19,200 Shipping Charges(filter) $30 48 $1,440 nla $0 Shipping Charges(10-1 sample) $110 n/a $0 48 $5,280 Total Estimate Cast: $60,160 1 $58,160 Note:Assumes 24 samples two-year period,taken monthly. 6 ;iliiiiiiiiiiiiii!liiii!;iiiiiiiiiiiiiii--!:--;- -----;......;­;­;­-;­:-:­---:...;-;-------;­-------;-------;--;-;-;-;-:---;::-:..............;.....;-----;­­---;:­­;.;­­:­---�­-------;------�----�----�-;-----!-�-�.;;;--;-;-�;;-�-;-----;-�-ii�-iiii�-�i:-;.Iililllliiliiiliiilillillillillilillili!!!Illlllllllillillill�illillilillll!!!!!!!!!Illlllllllll�illillillillillillillilI i;ii-:;*-:;***-*-*-*-*-*-*******-* 1111 1-1-1-1-1-1-1-1_1-111 I---I---------- ;i.i_ i;iii;i:i;:;i;;;i;i;i;i;i;i:i;i;i;i::,.....:---;-;-;---------;-------;---;--;: ; 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L�MY U{L?V.0 GS W GG1 S r W O M, 0 CAPITAL COST ESTIMATE HyalitelSourdough WTP Alternative No.1-Short Term Upgrade of Plant Retainino Existing Process revised May 24,2006 Assumptions: > No Costs Included for Leakage Repair,If Found to be Occurring Between Clearwell&Backwash Water Basins. > No Costs Included for Isolation&Draining of 1963 Floc Basins for Inlet Valve&Flowmeter Additions(assumed by Operators). > Existing Backwash Water Basin Walls are Structurally Adequate for New Catwalk Loads(to be confirmed during design). > Existing 500A Plant Electrical Service is Adequate for Additional 15 hp Backwash Bypass Booster Pump Load. > Disinfection CT Based on Detention in Finished Water Transmission Main to Sourdough Tank Only; Clearwell Detention Excluded. > Costs Shown are Estimated in Year2006 Dollars; Adjust in Future Years for Annuallnfletion as Required. item quantity units unit cost total cost subtotals Mobilization,Sltework,&Demolition/Disposal: Contractor Mobilization,incl.permits 6 % $136,080 Demolition Debris Disposal,Incl.haul 150 T $50 $7,500 $143,580 Building&Facility Improvements: Install Temporary Covers on Existing Floc:&Filter Tankage 4,016 sf $1.50 $6,024 Remove Existing Coiling Insulation 14,000 sf $2.00 $28,000 Spray-applied 2"Polyurethane Insulation w/Vinyl Moisture Coat 14,000 sf $5.00 $70,000 New 600 MBH Gas-fired Air Handling Units,incl.removal&install 2 ea $16,000 $32,000 New 400 MBH Gas-fired Unit Heaters 3 as $4,500 $13,500 Natural Gas Piping Extension w/Valves(interior) 250 If $35.00 $8,750 New 5000 cfm Power Wall Ventilators,installed 3 ea $3,500 $10,500 Power Wall Louvers w/Dampers,installed 4 ea $5,500 $22,000 HVAC Equipment Controls 1 LS $3,000 $3,000 New Galy.Steel Catwalks along Filters#1 to#8,installed w/rails&stairs 560 sf $150 $84,000 Galvanized Welded Steel Catwalk Stairs,installed 3 as $4,500 $13.500 Electrical Condlut&Small Diameter Plumbing Relocates for Catwalks 12 ea $250 $3,000 $294,274 Treatment Unit Improvements: New 3.0 hp High Pressure In-11ne Flash Mixers,incl.removal&install 2 ea $16,000 $32,000 New Bridge-mounted Vertical Paddle Flocculators,incl.removal&install 4 ea $40,000 $160,000 New 12"Tap&Piping from Plant Inlet Header for Filter Backwash"Bypass" 40 If $500 $20,000 Inlet Tower Pipe Penetration for Filter Backwash"Bypass"Flow 1 ea $6,500 $6,500 15 hp In-line Booster Pump for Backwash'Bypass"Flow,installed w/AFD 1 ea $22,000 $22,000 Backwash"Bypass"12"Flowmeter,installed 1 es $12,000 $12,000 Backwash"Bypass"Controls&Existing Backwash Control Modifications 1 LS $8,000 $8,000 Clearwell/Backwash Water Basin Leakage Investigation by Consultant 80 hr $150 $12,000 $272,500 Chemical Feed System Improvements: New Filter Aid"Pre-coat"Polymer Feed Station,w/pump,tank&controls 1 ea $2,500 $2,500 Existing Dry Fluoride Feed Equipment Removal,Incl.exist.HVAC 1 LS $5,000 $5,000 Room Reconstruction,incl.wall modifications,containment curbs&door 1 LS $25,000 $25,000 New Fluoridation Room Unit Heater,Wall Vent&Damper,w/controls 1 LS $12,000 $12,000 Liquid Hydrolluosificic Acid HDPE Storage Tank,installed 1,000 gal $7.50 $7,500 50 gpd Peristaltic Chemical Feed Pumps,installed w/piping 2 ea $2,500 $5,000 Flush Existing Fluoride Solution Piping to Clearwelt&Plumb for Reuse 1 LS $3,000 $3,000 Tank Fill Piping,incl.exterior rill port 20 If $350 $7,000 Fluoridation Controls,incl.modifications to plant control system 1 LS $3,500 $3.500 Existing Gas Chlorination&Cylinder Storage Equipment Removal 1 LS $2,500 $2,500 Temporary Gas Cylinder Relocation&Feed Provisions 1 LS $3,000 $3,000 Room Reconstruction,incl.wall modifications,containment curbs&doors 1 LS $22,000 $22,000 New Hypochlorination Room Unit Heater,Wall Vent&Damper,w/controls 1 LS $12,000 $12,000 Liquid Hypochlorite HOPE Storage Tank(two at 1,500 gal each),installed 3,000 gal $7.50 $22,500 100 gpd Peristaltic Chemical Feed Pumps,Installed w/piping 3 Be $3,500 $10,500 Tank Fill Piping,incl.exterior fill port 30 If $350 $10,500 Chlorine Gas Detector,installed 1 Be $3,500 $3,500 Control Interface with Exist.Clearwell Effluent Chlorine Residual Analyzer 1 Be $3,000 $3,000 Hypochlorination Controls,Incl.modifications to plant control system 1 LS $8,000 $8,000 $168,000 Instrumentation&Control Improvements: Insertion-type Paddle Flowmeters on 20"Floc Basin Inlet Lines,incl.taps 2 Be $8,500 $17,000 20"Floe Basin Inlet Butterfly Valves,installed w/piping mods&flanges 2 Be $25,000 $50,000 Pneumatic Level Sensors for Filters#1 thru#8,incl.removal&install 8 Be $5,000 $40,000 Pneumatic Controllers for Filter Level Sensors,Incl.install&interface 8 ea $7,500 $60,000 Pneumatic Actuators on Filters#146(14"Inlet&12"BW),incl.rrrtvllinstall 16 ea $16,000 $288,000 Interface&Calibrate New Valve Actuators w/Exist.Pneumatics&Controls 8 filter $4,000 $32,000 Hydraulic Evaluation of Filter#148 Influent Flow Distribution,]net,testing 1 LS $10,000 $12,000 Filter#148 Influent Flume Baffles&Weir Plates 8 ea $3,000 $24,000 8-Inch Butterfly Valve on FfW Line,installed w/piping mods&flanges 1 ea $4,500 $4,500 8-inch Propellor Flrwameter on FTW Line,Installed w/flanges 1 Be $8,000 $8,000 Mods to Plant Controls to Suspend Filter Turbidity Readings in Backwash 1 LS $6,000 $6,000 Recalibrate Plant Mowmeters(YC Contractor),w/travel 60 hr $150 $9,000 $55o,5ao Pump&Compressor Improvements: Rebuild 100 hp Turbine Backwash Pumps,incl.removal&reinstall 1 Be $40,000 $40,000 New Backwash Pump 100 hp Ramp(Motor)Starters,installed 2 Be $35,000 $70,000 $110,000 Backwash Basin Improvements Anti-icing Alr Bubbler System w/300'Bubbler Line&110V Air Pump 9 Be $2,500 $22,500 Bubbler Line Installation in Existing Basins 1,450 If $2.50 $3,625 Bubbler Air Pump Enclosures w/Local Disconnects&220V Strip Heaters 5 ea $3,000 $15,000 Underground 1101220V Electrical Extensions w/Outdoor GFI Outlets 5 ea $1,500 $7,500 New Galy,Steel Catwalks along Backwash Water Basin wells,installed 1,523 sf $75 $114,188 $1162,813 Subtotal--Construction Cost: $1,701,667 Construction Contingency(20%)+ $340,333 Estimated Construction Cost: $2,042,000 Engineering Design&Inspection(20%of construction) $406,400 Legal,Funding& Administration Costs(5%of construction) $102,100 MDEQ Plan Review Fee 1 LS 750 $750 Total Estimated Capital Cost: $2,553,250 I-This is a'proomm level'rust esamets,prepared wtihout the benefit of final engineering design.Actual construction costa mold very 20%or more from amounts shown.] CAPITAL(;O5T ESTIMATE HyalitelSourdough WTP Alternative No.2A--Add 8 mad CAC"Peaking Plant"to Existing WTP Process revised May 24,2008 Assumptions: • "Short Term"Upgrades to Existing WTP per Alternative No.f Must be Implemented; Alternative No.1 Assumptions Apply. • Disinfection CT Based on Detention in Finished Water Transmission Main to Sourdough Tank Only; Clearwell Detention Excluded, • Existing Inlet Tower Head&Volume Adequate for CAC Unit Operation,including Backwash(1,400 gpm). > New 8.0 mgd CAC Treatment Train with Naw Filters-Four Modular Units of 2.0 mgd Each In Combined Epoxied Steel Tanks. • New 80'x 100'x 16'Eave Height CAC Treatment Building Constructed 20'from South Wall of Existing Main Plant Building. • New 8.0 mgd CAC Treatment Train Fed through New 24"Rew Water Piping from Existing Plant Inlet Tower. • New 24"Raw Water Piping Routed Overland in Enclosed Insulated Chase to New CAC Building. > Coagulants for CAC Include Alum or Ferric Chloride,Plus Cationic Polymer; Filter Aid Polymer Applied Ahead of Filters. > pH Adjustment with Sulfuric Acid Prior to CAC Coagulation;pH Readjustment of Filtered Effluent Using Existing Caustic Feed System at Plant. > CAC Units Backweshed with Raw Water from Inlet Tower. > Backwash from New CAC&Filter Units Treated in Exist.Plant Backwash Water Basins,&Discharged Under MPDES Permit. > lnstrumentatfon/Control for Individual CAC/Filter Units by CAC Manufacturer; New Central I/C&Interface Provided to Existing Plant. > Costs Shown ere Estimated in Year 2000 Dollars; Adjust in Future Years forAnnual inflation as Required. Item quantity units I unit cost I total cost subtotals Mobilization,Sltework,&DemolltlonlDlsposal: Contractor Mobilization a % $378,7&0 New Paving,incl.grading,base&asphalt 1,333 sy $45 $60,000 Site Fine Grading&Seeding 1 ac $1,500 $1,500 Upgraded 700 A Electrical Service,Ind.(2)service entrances at new&exist.buildings 1 LS $200,000 $200,000 Natural Gas Service Extension,incl.piping&building regulator 1 LS $25,000 $25,000 New 24"DIP Raw&Finished Water Burled Piping,incl.excavation,backtlll&fittings 70 If $750 $52,500 New 18"DIP Backwash Supply Buried Piping,!not.excavation,backlill&Fittings 180 If $550 $99,000 New 24"DIP Backwash Drain Buried Piping,Incl.excavation,backfill&fittings 180 If $750 $135,000 Pipe Penetrations to Exist.Inlet Tower,Clearwetl&Backwash Basins(18"&24") 3 ea $25,000 $75,000 Demolition Debris Disposal•-concrete,asphalt&mist. 100 T $50 $5,000 $1,031,780 New Building&Existing Building.Modifications: Existing Building Well Removal&Repair for Raw Water&Backwash Piping to CAC's 96 sf $250 $24,000 Concrete Slab for Raw Water Piping&Chase,20'long 3.3 cy $400 $1,333 Enclosed Insulated Pipe Chase to New CAC Building 120 sf $120 $14,400 Excavation for New CAC/Filter Building,Incl.beckfil 723 cy $10 $7,230 Concrete Foundation Walls for New CACIRlter Building,incl.footings 160 cy $550 $88,000 Concrete Slab for New CACiFllter Building 296 cy $400 $118,519 New Insulated Metal Building Shell 8,000 at $100 $800,000 Interior Parlition Walls,Ind.FRP paneling where req'd. 2,560 sf $35 $89,800 Rolling Steel Overhead Doors,10'x 12',installed 3 ea $7,500 $22,600 Metal Mandoors,Incl.frame,installed B leaf $1,500 $12,000 Galvanized Welded Steel Catwalks along Pairs of CACiFitter Units,installed wi railings 448 sf $150 $87,200 Galvanized Welded Steel Catwalk Stairs,Installed 4 ea $4,500 $18,000 Building Plumbing 8,000 sf $17 $138,615 New 400 M8H Gas-fired Air Handling Units,installed 4 an $12,000 $48,000 Natural Gas Piping wl Valves(interior) 460 If $35.00 $16,100 New 5000 cfm Power Wall Ventilators,installed 4 ea $3,500 $14,000 Power Well Louvers wl Dampers,installed 4 ea $5,500 $22,000 . .. ...................... Chemical Storage Area Ventilators w/Make-up Air 3 as $7,500 $22.500 HVAC Equipment Controls 1 LS $3,000 $3,000 Building Electrical,incl.lighting 6,000 sf $23 $184,820 $1,711,616 Treatment Units&Equipment: 2.0 mgd CAC/Filter Units,delivered,incl.tankage,media,valves&controls 4 ea $136,500 $554,000 CAC/Filter Unit Setting 4 ea $25,000 $100,000 Cast-in-place Concrete for Filter Ballast 65.6 cy $400 $26,240 Sulfuric Acid Storage Tank,installed 1,557 gat $25 $36,920 Doublo-wall Acid Containment Piping,Incl.valves,installed 100 If $250 $25,000 Ferric Chloride Storage Tank,Installed 1,112 gal $7.50 $B,340 Cationic Polymer Storage Tank,installed 400 gal $7.50 $3,002 Filter Aid Polymer Storage Tank,Installed 40 gal $7.50 $300 Polymer Day Tanks,installed 200 gal $7.50 $1,500 Chemical Tank Mixers,Installed 5 ea $5,500 $27,500 Peristaltic Chemical Feed Pumps 8 es $3,500 $28.000 PVC Chemical Delivery Piping,Intl,valves,instWied 600 If $85 $51,000 20 hp Backwash Air Blowers,installed 2 Be $40.000 $80,000 1.0 hp Instrument Air Compressors w/Receiver&Drier,Installed 3 ea $6,500 $19,560 Motor Control Center,Inct.installation&wiring 1 LS $28,000 $28.000 $991,303 Backwash Water Handling Improvements: 0.5 mgd 60um Rotary Drum Microstralners,delivered 4 Be $30.000 $120,000 Concrete Modifications in ExlrL Backwash Basins for Microstrainer Installation 4 ea $10,000 $40,0D0 Rotary Drum Microstralner installation 4 Be. $7,500 $30,000 Insulated Microstrainer Covers,installed 4 Be $5,D00 $20,000 Tubular Natural Gas Infrared Heaters in Microstrainer Covers,Installed 4 Be $7,500 $30,000 Wiring&Local Controls for Mlcrostra€ners 4 on $3,500 $14,000 3.0 hp Screen Washwater ANSI Booster Pumps,installed 2 ea $8,000 $16,D00 Screen Washwater2"Galy,Steel Piping w/Heat Tracing,installed 800 If $45 $36,000 3"PVC Screen Rinse Drain Piping,installed 640 If $20 $12,800 $318,600 Process Piping,Valves&Appurtenances: 24"Epoxied Steel Process Piping(Raw&Filtered Water),Incl.fittings&supports 125 If $1,500 $187,500 Fabricated Inlet/Outlet Expoxled Steel Piping Manifolds wl(4)Static Mixers 50 If $3,5D0 $175,000 1 B"Epoxied Steel Process Piping(Backwash),Incl.fittings&supports 120 If $1250 $150,OD0 12"Epoxied Steel Process Piping,Incl.fitiinge&supports 360 If $500 $180,000 8"Black Steel Air Piping,Incl.fittings,valves&supports 240 If $250 $B0,OD0 24"Butterfly Valves,w/operators 3 ea $10.000 $30,000 18"Butterfly Valves,w/operators 4 as $7,600 $30,000 12"Butterfly Valves,w/operators 8 ea $5,500 $44,000 Misc.Valves(4"to 8"),w/operators 16 as $11250 $20,000 24"3.0 hp In-line Flesh Mixer 1 Be $12,000 $12,0DO $866,500 Instrumentation&Contol: Central PLC,Incl.enclosure,installatln&CPU 1 Be $35,000 $35,000 Control Interface-Central PLC to Mfrs.PLC's on Treatment Units,incl.I/C cable 4 Be $5,000 $20,D00 Control interface-Central PLC to Existing Plant Control System,Inc[.I/C cable 1 LS $20,000 $20,000 I/C Technician for Control Configuration&Operator Training,Ind.per claim&travel 80 hr $200 $16,000 Raw Water Turbidimetar Station,w/sample line&I/C connection 1 Be $7,500 $7,5D0 Raw&Finished Water pH Meter Stations,wl sample fines&UC cwnneclions 2 as $5,000 $10,000 Filter Effluent Turbidimeter Station,wl sample line&I/C connection 4 sa $6,500 $26,000 Filter Effluent Combined Turbidimeter Station,w/sample line&I/C connection 1 Be $6,So0 $6,500 24"Raw&Finished Water Propellor Fbwmeters,wl I/C connections 2 Be $18,000 $36,000 18"Backwash Water Flowmeter,wl I/C connection 1 oa $16,000 $16,0D0 $193,000 Miscellaneous: CAC Pilot Testing,Incl.rental apparatus,lab costs,engineering oversight&reports 9 wk $14,D00 $126,000 $12fi,D00 Subtotal-Construction Cost: $5,261,199 Construction Contingency(20%) $1,052,240 Estimated Construction Cost: $6,313,439 Engineering Design&Inspection(20%of construction) $1,282,888 Legal,Funding& Administration Costs(5%of construction) $315.872 MDEQ Plan Review Fee 1 LS ��1.500. Subtotal-Estimated Capital Cost: $7,893,299 Plus AI e a v "Short d ist n Plant UIRED $2,553,250 Total Estimated Capital Cost: $10,446,548 [•7hlo b a program card'cal asM alo,prepared vft-t she bem?K or Mel wgheWmg daslgn.Aoluef consbucaan-Ls-M vary 20%or more 5om amount/ahorm.l CAPITAL COST ESTIMATE HyaiiteI$ourdoygh WTP Alternative No.213-Add 8 mgd Membrane Filtration"Peaking Plant"to Existing WTP Process revised May 24.2006 Assumptions: > "Short Term"Upgrades to Existing WTP perAltemative No.1 Must be Implemented; Altemafive No.1 Assumptions Apply. • Disinfection CT Based or)Detention in Finished Water Transmission Main to Sourdough Tank Only; Clearwell Detention Excluded. • Existing Inlet Tower Head&Volume Adequate to Supply Membrane Filters&Faed Water Pumps. • New 6.0 mgd Membrane Fitter Treatment Train-Four Modular Units of 2.0 mgd Each,Skid-mounted with Controls. • New 60'x 60'x 12'Eave Height Membrane Filtration Building Constructed 20'from South Wall of Existing Main Plant Building. • New 8.0 mgd Membrane Filter Train Fed through New 24'Raw Water Piping from Existing Plant Inlet Tower. > New 24'Raw Water Piping Routed Overland in Enclosed Insulated Chase to New Membrane Filter Building. • Flushing&Clean-in-place Wastewater Treated In Exist.Plant Backwash Water Basins,&Mischarged Under MPOES Permit. • lnstrumenteflon/Ccntrol for Membrane Filter Units by Manufacturer; New Central I/C&Interface Provided to Existing Plant. • Costs Shown are Estimated in Year 2006 Dollars; Adjust in Future Years forAnnual Inflation as Required. item IquantitA units I unit cost I total cost I subtotals Mobilization,Sitework,&Demolition/Disposal: Contractor Mobilization 6 % 5 395,700 New Paving,incl.grading,base&asphalt 1,333 sy $45 $00,000 Site Fine Grading&Seeding 1 ac $1,500 $1,500 Upgraded 1,000 A Electrical Service,Incl.(2)service entrances at new&exist,buildings 1 LS $250,000 $250,000 Natural Gas Service Extension,incl.piping&building regulator 1 LS $25,000 $25,000 New 24"DIP Raw&Finished Water Buried Piping,incl.excavation,backfiil&fittings 70 ii $750 $52,500 New 10"DIP Cleaning Wastewater Buried Piping,Incl.excavation,bacMIl&fittings 150 if $250 $40,000 Pipe Penetrations to Exist.Inlet Tower,Clearwell&Backwash Basins(18"&24") 3 ea $25,000 $75,000 Demolition Debris Disposal-concrete,asphalt&misc. 100 T $50 $5,000 $904,700 New Building&Existing Building Modifications: Existing Building Wall Removal&Repair for Raw Water Piping to Membrane Filters 48 at $250 $12,000 Concrete Slab for Raw Water Piping&Chase,20'long 3.3 cy $400 $1,333 Enclosed Insulated Pipe Chase to New Membrane Filter Building 120 sf $120 $14,400 Excavation for New Membrane Filter Building,incl.backfill 510 ry $10 $5,005 Concrete Foundation Walls for New CAC/Filter Building,incl.footings 124 cy $550 $68,444 Wastewater Sump Concrete Wells 37.0 cy $550 $20,370 Wastewater Sump Concrete Suspended Slab 19.2 cy $750 $14,410 Concrete Slabs(on grade)for New CACIFIlter Building&Wastewater Sump 178 cy $400 $71,111 New Insulated Metal Building Shell 4,800 sf $100 $480,000 Interior Partition Walls,incl.FRP paneling where req'd. 1,605 sf $35 $56,175 Rolling Steel Overhead Doors,10'x 12'.installed 3 ea $7,500 $22,500 Metal Mandoors,incl.frame,installed 8 leaf $1,500 $12,000 Aluminum Hatches to Wastewater Sump,installed 2 ea $4,500 $9,000 Building Plumbing 4,800 sf $18 $85,601 New 250 MBH Gas-fired Air Handling Units,Installed 4 es $9,000 $35,000 Natural Gas Piping wl Valves(interior) 330 If $35.00 $11,550 New 4000 cfm Power Wall Ventilators,installed 4 ea $3,200 $12,800 Power Wall Louvers wl Dampers,installed 4 ea $5,500 $22.000 Chemical Storage Area Ventilators w/Make-up Air 2 ea $7,500 $15,000 HVAC Equipment Controls 1 LS $3,000 $3,000 Building Electrical,incl.lighting 4,800 sf $24 $114,135 $1,086,927 Treatment Units&Equipment: 2.0 mgd Membrane Filter Units w/pumps,air,plumbing,modules,&controls,delivered 4 as $475,000 $1,900,000 Membrane Filter Skid Installation 4 ea $10,000 $40,000 Feed Water&Reverse Flow Pump Setting 6 ea $3,500 $21,000 Air Compressor installation,incl.receiver&drier 2 ea $4,000 $8,000 Clean-in-place Equipment Installation 1 LS $12,000 $12,000 Sodium Hydroxide Storage Tank,installed 2,314 gel $7.50 $17,357 Sodium Hypochlorite Storage Tank,installed 1,157 gal $7,50 $8.679 Chemical Tank Mixers,installed 2 ea $5,500 $11,000 Chemical Transfer Pumps,Installed 2 ea $3,500 $7,000 Cleaning Delivery Piping,incl,valves,installed 320 if $65 $27,200 Motor Control Center,incl.installation&wiring 1 LS $60,000 $60,000 $2,112,236 Backwash Water Handling Improvements: 0.5 mgd 60um Rotary Drum Microstralners,delivered 4 as $30,000 $120,000 Concrete Modifications in Exist.Backwash Basins for Microstrsiner Installation 4 ea $10,000 $40,000 Rotary Drum Microstrainer Instellallon 4 ea $7,500 $30,000 Insulated Microslrainer Covers,installed 4 as $5,000 $20,000 Tubular Natural Gas Infrared Heaters in Microslrainer Covers,Installed 4 ea $7,500 $30,000 Wiring&Local Controls for Microstralners 4 as $3,500 $14,000 3.0 hp Screen Washwater ANSI Booster Pumps,installed 2 ea $8,000 $16,000 Screen Washwater 2"Gaiv.Steel Piping wl Heat Tracing,installed 800 If $45 $38,000 3"PVC Screen Rinse Drain Piping,Installed 640 if $20 $12,800 20 hp Submersible Wastewater Pumps,wl slide rails,installed 2 as $26,000 $50,000 Float Switches&Controller for Wastewater Pumps 1 LS $4,501) $4,500 $373,300 Process Piping,Valves&Appurtenances: 24"Epoxied Steel Process Piping(Raw&Filtered Water),incl.fittings&supports 100 if $1,500 $150,000 Fabricated lnleUOutiet Expoxied Steel Piping Manifolds 50 If $3,500 $175,000 18"Epoxied Steel Process Piping(Wastewater),Incl.fittings&supports 80 If $1250 $100,000 12"Epoxied Steel Process Piping,[not.fittings&supports 280 If $500 $140,000 8"Black Steel Air Piping,incl.fittings,valves&supports 200 If $250 $50,000 24"Butterfly Valves,w/operators 3 ea $10,000 $30,000 18"Butterfly Valves,w/operators 4 ea $7,500 $30,000 17'Butterfly Valves,wl operators 8 ea $5,500 $44,000 Mi5c.Valves(4"to 8"),w/operators 20 as $1,250 $26,000 $744,000 Instrumentation&Centel: Central PLC,Ind.enclosure,Installation&CPU 1 ea $35,000 $35,000 Control interface-Central PLC to(4)Mfr`s.PLC's on Membrane Skids,Incl.I/C cable 4 ea $5,000 $20,000 Control interface-Central PLC to Existing Plant Control System,Incl.I/C cable 1 LS $20,000 $20,000 I/C Technician for Control Configuration&Operator Training,Incl.per dalm&travel 80 hr $200 $16,000 Raw Water Turbidimeter Station,w/sample line&I/C connection 1 ea $7,500 $7,500 Filter Effluent Turbidimeter Station,wl sample line&I/C connectlon 4 ea $6,500 $26.000 Filter Effluent Combined Turbfdimeter Station,w/sample line&I/C connection 1 as $6,500 $6.500 24'Raw&Finished Water Pinpellor Flowmelers,w/I/C connections 2 ea $18,000 $149,000 Miscellaneous: Membrane Pilot Testing,incl.rental apparatus,lab costs,engineering oversight&reports 9 wk $14,000 $128,000 $126,000 Subtotal-Construction Cost: $5,496,162 Construction Contingency(20%)' $1,099,232 Estimatod Construction Cost: $6,595,395 Engineering Design&Inspection(20%of construction) $1,319,079 Legal,Funding& Administration Costs(5%of construction) $329,770 MDEQ Plan Review Fee 1 LS 1 500 Subtotal-Estimated Capital Cost: $8,245,743 Plus Aitemative 1"Short Term"Upgrades to UgUng Plant(REQUIRED $2,553,250 Total Estimated Capital Cost: $1 o,79e,993 t'Thla is a'proprmn lover msx estimate,prepared veitl o d fhe boneft of final engineering dssgn.Achial wnabv llon msls mutd vary 2e%or mom from emo n%sham.) 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---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------I--------------------------------------------I-----I---------------------------I----------------------------------------------------------------------------------------1-1-1 CAPITAL COST ESTIMATE Hyalite/Sourdough WTP Disinfection Alternative--Hvoochlorinatlon revised May 24,2006 Assumptions: • Disinfection CT of 24 Required forHypochbrfnation to Free Chloffne Residual at pH 8.5&15 deg C;Assumed LT2ES WTR Bid Class of'l'. • Disinfection CT Based on Detention Time in New Clearwell Only; Detention in Finished Water Transmissfon Main to Sourdough Tank Excluded. • SO'by 85'by 15'S WD ClearweN Under Mein Treatment Building(750,000 gal nominal)for CT Only;Add'f.Clearwall Volume for Backwash EXCLUDED. • New Disinfection System and Clearwell Constructed in Conjunction with New WTP per Alternative 3 or 4. • Costs for Building Floorspece,Plumbing,HVAC,and Electrical Excluded;Assumed Similar for Both Disinfection Alternatives. • Costs Shown are Estimated in Year 2006 Dollars; Adjust in Future Years fur Annual inflation as Required. Item quantity units unit cost total cost subtotals New Plant Clearwell: Excavation for New Plant Clearwell,Intl,backlill 5,100 cy $10 $51,000 Concrete Slab for New Plant Clearwell 377 cy $400 $150,733 Concrete Walls for New Plant Clearwell,Incl.baffles 451 cy S 550 $248,100 Suspended Concrete Slab Above New Plant Clearwell 209 cy $750 $156,77E $006,612 Disinfection Equipment&Controls: Sodium Hypochlohte Storage Tank,installed 2,979 gal $7.50 $22,339 Peristaltic Chemical Feed Pumps 3 ea $3,500 $10,500 PVC Chemical Delivery Piping,Incl.valves,installed 120 If $E5 $10,200 Chlorine Residual Analyzer,Installed 1 ea $5.500 $5,500 Chlorine Gas Detector,installed 1 oa $3,500 $3,500 Control Interface-Feed Pumps&Instruments to SCADA,Incl.I/C cable 1 LS $5,000 $5,000 I!C Technicians for Control Configuration&Operator Training,Ind,per deim&travel 6 hr $200 $1,200 $58,239 Subtotal—Construction Cost: $664,851 Construction Contingency(20%)" $132,970 Estimated Construction Cost: $797,821 Engineering Design&Inspection(20%of construction) S 159,564 Legal,Funding& Administration Costs(5%of construction) $39,691 Total Estimated Capital Cast: $997,276 NOTE: Costs Shown are NOT ADDITIVE with WTP Alternative Costs Shown Elsewhere; Costs Shown are for Purposes of Disinfection Alternative Comparison Only. ['This is a program levor cost aslimata,prepared without the benefit of Mal anglnaerrtg design.AeLual canstrucdorn mats could vary 20%ormore from amounts shawnl CAPII&COST ESTIMATE tivslltelSatrrdaunh WTP t3i3lnfectl0n Alternative--QV Dfslnfgg;tlon with Hvpachlorinstlon for Vlret Reduction&Residual revised May 24,2006 Assumptions: • Disinfection CT of 12 Required for 4.0log Viral Inactivation with Hypochlorination to Free Chlorine Residual at pH 5.0 to 9.0& 15 deg C;Assuming UV Disinfection and LT2ESKr R Bin Class of'V. • Disinfection CT Based on Detention Time in New Clearwell Only; Detention In Finished Water Transmission Main to Sourdough Tank Excluded. • 40'by 85'by 15'SWD Clearwall Under Main Tmatmant Building(375,000 gal nominal)for CT Only;Addl.Clearwell Volume for Backwash EXCLUDED. • New Disinfection System and Clearwell Constructed in Conjunction with New WTP per Alismailve 3 or 4. • Costs for Building Roumpace,PlumWng,HVAC,and Electrical Excluded;Assumed Similar for Both Disinfection Alternatives. • Costs Shown are Estimated in Year 2006 Dollars; Adjust in Future Years for Annual lnlfatlon as Required. Item quantity units unit cost total cost suhtotais New Plant Clearwell: Excavation for New Plant Clearwell,incl.beckfill 2,700 cy $10 $27,000 Concrete Slab for New Plant Clearwell 200 cy $400 $79,8D0 Concrete Walls for New Plant Clearwell,Incl.baffles 337 cy $550 $185,517 Suspended Concrete Slab Above New Plant Clearwell 105 cy $750 $78,389 $370,705 Disinfection Equipment&Controls: 22 mgd UV Reactor,Ind.controls,delivered 3 ea $125,950 $377,850 UV Reactor Installation,Ind.mechanics]&elec.connections 3 ea $20,000 $60'oo0 24"Epoxied Steel Process Piping(Reactor lydOut),Incl.fittings&supports 60 If $1,500 $90,000 Fabricated InlettOutiet Expoxled Steel Piping Manifolds 30 If $3,500 $105,000 24"Butterfly Valves,wl operators 8 ea $10,000 $60,000 Sodium Hypochlorife Storage Tank,Installed 2,979 gal $7.50 $22,339 Peristaltic Chemical Feed Pumps 3 ea $3,500 $10,5D0 PVC Chemical Delivery Piping,ind.valves,Installed 120 if $85 $10,2D0 Chlorine Residual Analyzer,installed 1 ea $6,500 $5,500 Chlorine Gas Detector,installed 1 as $3,500 $3,5D0 Control Interfacs-UV&Hypo Feed Equipment to SCADA,Incl.UC cable 2 LS $5,000 $10,000 IIC Technicians for Control Configuration&Operator Training,incl.per delm 8 travel 10 hr $200 $2,000 $756,889 Subtotal-Construction Cost $1,127,595 Construction Contingency(20%) $225,519 Estimated Construction Cost: $1,353,114 Engineering Design&Inspection(20%of construction) $270,623 Legal,Funding& Administration Costs(5%of construdbn) $07,650 Total Estimated Capital Cost: $1,691,392 NOTE: Canis Shown are NOT ADDITIVE with WTP Alternative Costa Shown Elsewhere; Costs Shown are for Purposes of Disinfection Alternative Comparison Only. r This is a paogmm iererra t estlmara,prepared Mthwt the bwelh oriinal anglneadng design.AcUA mnslrucgan msts maid vary 20%or mare ham amounts shown.] . . ....... .. .. . . . ... . . .. 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------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------�----------I-----I------I-----------1-1--1---I---I-----11---I Annual Operating and Annual Equivalent Cost Summary••H alltelSourdou h Raw Water Stara go Alternatives ESTIMATED ANNUAL COSTS revised May 24.2006 Assumptions: > Storage Reservoir Localed Abave Elevation 5240. > Gravity Flow from Nyaifte 8 Sourdough Raw Water Transmission Mains to Reservoir > Gravity Flow from Reservoir to New YYTP Inlet Tower. > 40-year Life of Raw Water Storage Facility > Sludge Removal Every 16 Years;Requiring 80 hours of Operator Time&Skid-steer Loader Operation.with 5-mile Round Trip Haul at Sf/r/mi. > Costs Shown are Estimated in Year 2005 Doliars;Adjust Futum Years for Annual inflation as Required, Raw Water Storage Reservolr No Actlon Alternative 1 Alternative 2 ESTIMATED TOTAL PROJECT COST Raw Water Storage Reservoir $6,198,039 $0 TOTAL PROJECT COST(Present Worth): $6,198,039 $0 ESTIMATED ANNUAL 0&M COST vantl cost Quantr cost Operating Labor-Reservoir Site Maintenance,person-hours($35.001hr with benefits) 240 $8,400 nla $0 Replacement Materials&Installation(2.5%of equipment capital cost) 2.50% $1,315 nla $0 Misc Contracted Services&Repairs(ind geomembrane mpairs) LS $5 000 n/a $0 Electrical Power,kWhr($10.08ikWhr) 4,380 $350 nia $0 Annual Equivalent Cast of Sludge RemovallOisposal En 10 Years(3,000 T,1=6%) $21,300 $1,616 nla $D TOTAL ANNUAL O&M COST: $16.661 $D ANNUAL EQUVALENT COST ANALYSIS Assumed Useful Life,years 40 40 Annual Equivalent of Capital Cast(i=6.0%) $411,931 $0 Annual 0&M Cast $16,681 $0 TOTAL ANNUAL EQUIVALENT COST; $428,613 $0 i'ihls lL a'p0eram Ikrvel'COSI9sItmslB.prepAred lnNdll Ns carafa dTiranl arguwerirq Gesgn.Acura!concwukn mats mug vary 2e94 or mae Iran emounta srown.l CAPITAL COST ESTIMATE HyalitelScurdouph Raw Water Storage Altornative revised May 24.2006 Assumptions: > 60-mifllon gallon Lined Earthen Reservoir itor'Off-Gne'Storage,Capable of impounding Hyalite and/or Sourdough Raw Water. > 20-acre Reservoir Silo Available for Purchase at$50,000/ac. > Reservoir Site Above Elevation 5240 to Allow Gravity Feed to K-TP. >Assumed 1.0-mile Piping Distance from Hyalite 8 Sourdough Raw Water Mains to Reservoir,'24'Piping Required from Exist.WTP Vault To Reservoir 8 Back to New WTP. > Easements Available without Cost for 24'Piping To&From Reservoir. > Nominal(dike centedina)Rssarvoir Dimensions of1,200'by500'by15'SWD. > 30-mil Reinforced Polypropylene Geomembrane Reservoir Liner,with 12"Sacrifical Sand Overlay. > 110V Singfe Phase Electrical Power Available Adjacent Selected Ske > Reserver Site Fenced with B'Chafnfink with Signs; Silo also Seeded&Landscaped. > Costs Shown are Estimated in Year 2006 Dollars;Adjust Future Years for Annual Inflation as Required. item _775antifty 1 units unit cost total cost subtotals Site Acquisition&Siterwork: Reservoir Siting Study,incl.abstracting&public Invaivement 200 hr $120 $24,000 Geotechnical Investigation at Silo,ind.borings&soil lasts t LS S 12,000 S 12,000 Land Acquisition 20 tic S 50.000 S 1,000,000 Legal&Abstracting Work for Land Purchase&Pipeline Easement Acquisition 160 hr $150 S 24.000 $1,060,000 Raw Water Storage Reservoir Construction: Topsoil Stripping 20 ac $1,200 $24.000 Excavation&Embankment 82.500 as $3.80 S 313,500 Concrete InletfOullel Structures.Installed 2 ea $8,000 S 16,000 30-mil RPP Geomembrane,installed 600,000 at $0.80 $480.000 Sacrificial Send 12'Layer Atop Geomembrane,installed 15.200 Cy $12 S 1a2,400 Fir„sh Grading&Seeding 6.2 as $1.000 $6,226 Dike Top Gravel 4,533 Sy $7.50 $34,000 S 1,056,126 Instrumentation&Control: Pressure(level)Transmitter.installed 1 as $4,500 $4,500 Remote Telemetry Unit,installed 2 so $20,000 $40,000 Electrical Power Service to Site,110V,incl.service entrance&bmaker panel 1 LS $6,500 $6.500 UC technician for Control Interface with Plant SCADA System,ind.per deim&travel 8 hr $200 S"(100 P $52,600 Piping: 24'DIP Undefground Piping To&From Reservoir,ind,valves,fillings&excavation 10,560 If S lag $1,900,80D 24'Connection to Existing Raw Water Transmission Mains,ind.Fated.Steel Connection Manifold 1 LS $35,000 $55.000 Existing Raw Water Transmission Main Vault Modificatlons for Piping Connection 1 LS $7,5DO $7,500 S 1,963,300 Subtotal--Construction Cost: $4,132.026 Construction Contingency(20%) S 826,405 Estimated Construction Cost: $4,958,431 Engineering Design&Inspection(20%of construction) $991,686 Legal,Furling&Administration Costs(5%of construction) $247,922 Total Estimated Capital Cost $6,198.039 I'7h:a,s a';mgmm leuar cost mt—la.,e?and w hwL the E mfit of fill engm—ng desgn.Actual rm tmmlm rosn mud vary 20%or mare from am wis sha n.I ............................ m gH : gum . nl�pii 1 Ell j --------------------------- ------------------- ---------- ---------- MI II Ii i i ----------- His 1111111 --------------- ------------------------------------------ Annual Operating and Annual Equivalent Cost Summary--Sourdough Raw Water Intake Upgrades ESTIMATED ANNUAL COSTS revised May 24,2006 Assumptions: > Propane Tank Leased from LPG Vendor. > Costs Shown are Estimated in Year 2006 Dollars; Adjust Future Years for Annuat Inflation as Required. Raw Water Storage Reservoir Alternative 1 ESTIMATED TOTAL PROJECT COST Sourdough Raw Water Intake Improvements $185,739 TOTAL PROJECT COST(Present Worth): $185,739 ESTIMATED ANNUAL O&M COST quantity cost Operating Labor-Additional Equipment($35.00/hr with benefits) 104 $3,640 Replacement Materials&Installation(2.5%of equipment capital cost) 2.50% $1,848 Misc.Contracted Services&Repairs LS $2,500 1.000 gal Propane Tank Lease($200/yr from LPG vendor) 1 $200 Propane($1.40/gal delivered),gallons 1,000 $1,400 TOTAL ANNUAL O&M COST: $9,588 ANNUAL EQUVALENT COST ANALYSIS Assumed Useful Life,years 40 Annual Equivalent of Capital Cost(i=6.0%) $12,344 Annual O&M Cost $9.588 TOTAL ANNUAL EQUIVALENT COST: $21,932 I"This is a'program level'cast estimate,prepared without the benefit of final engineering design. ACtuel Conskuttion costs could vary 20%oT more from amounts shown.) CAPITAL COST ESTIMATE Sourdough Raw Water Intake Improvements revised May 24,2006 Assumptions: > New Intake and Screening Fackly Retained in Service > I ICV220V Electrical Power Unavailable of Site:24 VOC Power Provided with Saflery Packs wf Solar Chanling. > 1,000 gal Propane Tank and Service Provided of Site for Building Heating; Tank Leased from LPG Vendor. >LPG Underground Piping,Tank Placement and Connection,and Building Gas Regulator by LPG Vendor with Charges to Owner. > New 50 MEH Radiant LPG Heeters Suspended Above Screens w/Millivolt(non4me-power)Controls. > New 24 VDC Telerrrefry Transceiver Added at Intake Site to Transmit Flow Measurements&Bldg.Low Ternp.Alarm to WTP(companion transceiver at piano. > Costs Shown are Estimated in Year 2006 Dollars;Adjust Future Years for Annual Inflation as Requlmd. Item quantity units unitcost total cost subtotals Utility Sorvica and Building Honting: Propane Tank Placement,1,000 gal,ind.regulator&underground line to building by LPG vendor 1 LS $800 $800 Millivolt-controlled 50 MBH Radiant LPG Suspended Heaters,installed wl thermostat&Controls 4 as $2,200 S B,600 $9,600 Relocate Existing Flow Monitoring Manhole: Excavation for Removal of Existing Parshall Flume Manhole.inG.backfil 296 cy $10 $2,963 Excavation for Relocated Manhole,incl.backi9l 296 ea $10 $2,963 Remove&Reset Existing Manhole 1 LS S 6,000 $8.000 Site Finish Grading&Seeding 1 ac $1,200 $1,200 New&Replacement 24'DIP Piping,incl.fittings&manhole connections 40 If $850 $34,000 $49,126 Instrumentation&Control: 24 VDC Uitrasonic Level Transmitter for Parshall Flume,installed 1 ea $5,500 $5.500 24 VDC Telemetry RTU at Parshall Fiume 1 as $23.000 $=00 110V Telemetry RTU at Plant 1 ea $20,000 $20,000 24 VDC Battery Power Supply with Solar Panels for Recharge 1 LS $15,000 $15,000 IlC technician for Control Enterface with Plant SCADA System,Incl.per deim&travel S hr $200 S 1,600 $65,100 Subtotal--Construction Cost: $123.826 Construction Contingency(20%) $24,765 Estimated Construction Coat: $148,591 Engineering Design&Inspection(20%of construction) $29,718 Legal,Funding&Administration Costs(51/6of construction) $7,430 Total Estimated Capital Cost: $186,739 I-TN.'.a'pmeram loos,cost w-w.pmpamd without V.Nrarrt of firm enF7n—N deem.Acwl conawCian costs wukf vary 2C%amour fmm amounts srwn.l ........................................................................................................................................................................................................................................................................................."I'll................................................................................................................................ . . . ........ . 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P� a� ��p NM tA�V O1��' 1•1 N1t)Ml ftlmNmN Ssb N NQ< O > $ag N s 5 C i7 y c c 3 o m G N f`ry N N V tp N T,LL N 1'N f•7 N N- ry Q 2000-2004 USAGE SUMMARY APPENDIX B.l City of Bozeman 2000-2004 Water Usage Summary Month 2000 2001 2002 2003 2004 Avg for 5-YearPeriod WTP Metered Unaccounted WTP Metered Unaccounted WTP Metered Unaccounted WTP Metered Unaccounted WTP Metered Unaccounted WTP Metered Unaccounted January 111,380,211 87,236,972 24,143,239 111,481,063 131,462,069 -19,981,006 113.090,138 89,171,582 23.918,556 114,365,191 91,992,719 22,372,472 117,644,294 103,215.883 14,428,411 113,592.179 100,615,845 12,976,334 February 108,390,135 91,118,644 17,271,491 103,718,186 76,427,707 27.290,481 104,193.217 78.323,643 25,869,574 110,252,090 87,774,086 22,477,104 111,704,806 89.508,312 22.196,494 107,651,687 84,630,658 23.021,029 March 107,054,336 94,376,483 12,677,853 110,067,678 79,785,165 30,282,513 112.459.192 74,757,251 37.701.941 121,488,563 87,628,850 33.859,713 118,685,509 86,069,397 32,616,112 113.951,056 84,523,429 29.427,627 April 116,086,055 104,700.229 11,385,826 113,658.105 98,901,801 14,756,304 113,694,656 99.782,529 13,912,127 119,894,048 98,955,866 20,938,182 135,724,839 134,099,412 1.625,427 119,811,541 107,287,967 12,523,573 May 136,313,826 117,083,220 19,230.606 171.049,714 152,228,060 18,821,654 127,445,103 102,367,769 25,077,334 140,851,770 128,946,200 11,905,570 141,912.048 113,835,561 28.076,487 143.514.492 122,892,162 20,622,330 June 163,637,679 170.425,344 -6,787,665 179,938,208 181,036,345 -1,098,137 172,161,647 115,114,300 57,047,347 202,812,523 167,723,874 35,088.649 173,536,864 152,202,328 21,334.536 178,417,384 157,300,438 21,116.946 July 275.102,509 243.483,252 31,619,257 238,956.249 213,133,415 25,822,834 247,839,854 275,472,257 -27,632,403 302,449,417 304,076.503 -1,627,086 255,011,224 241,800,513 13,210,711 263,871.851 255,593,188 8,278,663 August 217.196,603 204,340,711 12,855,892 249,408,986 236,019,830 13,389,156 214.539,840 194,291.727 20,248,113 262,368.859 223,423,238 38.945,621 222,311,592 202,503.137 19,808,455 233.165,176 212,115,729 21.049,447 September 138,985,570 112,770,775 26,214,795 165,891,412 127,963,618 37,927,794 150.837,997 149,461,118 1,376,879 176,883,713 144,410.577 32,473,136 152,599,443 135.653,763 16,945,680 157.039.627 134,051,970 22.987,657 October 112,483,004 102,317,625 10,165,379 116,581,970 107.998,589 8,583,381 120,425,585 98.080,975 22,344.610 131,844,937 114,936,968 16,907,969 121.572.205 106,739,225 14,832,980 120,581.540 106,014,677 14,566,864 November 108.020.286 97.452,932 10,567,354 107,359,321 86,251,334 21,107,987 111.968,785 84,456,200 27,512,585 113,733,910 92,108,293 21.625,617 108.850,476 105,837.862 3.012.614 109,986.556 93,221,324 16.765.231 December 106,115.197 82,123.630 23.991,567 107,188,491 86,539,174 20,649,317 107.711,136 85.115,562 22,595,574 109,945,404 80,921,384 29,024,020 106,266.105 89,699,762 16.566,343 107,445,267 84,879,903 22,565,364 Total 1,700,765,411 1,507,429,816 193.335,595 1,775,299,385 1,577,747,105 197,552,280 1,696,367,150 1,446,394,914 249,972,236 1,906,890,425 1,622,399,458 283,990,967 1,765,819.406 1,561,165,156 204,654,250 1,769,028,355 1,543,127,290 225,901,066 Notes: All units=Gallons WTP effluent Flows were obtained on a daily basis. Monthly flows presented above are the sum of daily flows from the 11th of one month to the 10th of the preceeding month(example:flows from January 1ltti to February 10th are labeled as January and so on for each preceeding month.) Monthly metered usage was obtained for each month in the five-year period(2000-2004). Months are shifted in order to account for City practice of reading meters around the tenth day of each month(example:meter data labeled January per City of Bozeman has been labeled the preceeding month,i.e.December of the previous year The City Shop Fill Station sold 2,179,988 gallons of water in 2004.This value was divided by 12 and added to every monthly metered value. The data shown above reflects this addlion. Unaccounted is equal to the WTP column minus the Metered column. City of Bozeman Population 27,509 28,282 29,126 30,225 31,564 Yearly 2000 2001 2002 2003 2004 Average Yearly for 5-Year Period WTP Metered Unaccounted WTP Metered Unaccounted WTP Metered Unaccounted WTP Metered Unaccounted WTP Metered Unaccounted WTP Metered Unaccounted Peak Month(gal.)' 275,102.509 243,483,252 31,619,257 249,408,986 236,019,830 37,927,794 247,639,654 275,472,257 57,047,347 302,449,417 304,076,503 38,945,621 255,011,224 241,800,513 32,616,112 265,962,398 260,170,471 39,631,226 Avg.Month(gal.), 141,730,451 125,619,151 16.111,300 147,941,615 131,478,925 16,462,690 141,363,929 120,532,909 20,831,020 158,907,535 135,241,622 23,665,914 147,151,617 130,097,096 17,054,521 147,419,030 128,593,941 18.825,089 Avg-Day(gpd)' 4,659,631 4,129,945 529,687 4,863,834 4,322,595 541,239 4,647,581 3,962,726 684,855 5,224,357 4,446,300 Max.Day(gpd)" 778,057 4,837,861 4,277,165 560,697 4,846,653 4,227,746 618,907 10,606,578 9,780,301 - - 10,100,521 11,181,448 9,672,699 10,268,309 Max.Day Factor$ 2.276 - - 2.011 - - 2.173 2.140 1.999 2.120 Avg.Day Use Per Capita(gpcd)` 169.4 150.1 19.3 172.0 152.8 19.1 159.6 136.1 23.5 172.8 147.1 25.7 153.3 135.5 17.8 165.4 144.3 21.1 Winter 77Jan.1-June 7 1 Sept.15-Dec 31 Jan.1-June 101 Oct 5-Dec.1 Jan.1-July 10 1 Oct. 1 •Dec.1 Jan.1-June 301 Oct.15-Dec.1 Jan 1 -July 2 f Sept.15•Dec. 1 Average Winter for 5-Year Period WTP Metered Unaccounted WTP Metered Unaccounted WTP Metered Unaccounted WTP Metered Unaccounted WTP Metered Unaccounted WTP Metered I Unaccounted Total(gal.) 1,005,800,781 966,061,079 1,126,076,224 - - 1,063,022,166 - - 1,215,509,495 1,075,293,949 Avg,Day(gpd) 3,781,206 3,879,763 3,979,068 4,104,333 4,177,009 3.984,276 Max.Day(gpd) 6,782,500 7,759,864 8,758,489 8,231,198 7,207,339 7,747,878 Max.Day Factor 1.794 2.000 2.201 2.005 1.725 1.945 Avg.Day Use Per Capita(gpcd) 137.5 137.2 136.6 - 135.8 132.3 135.9 Summer June 8-Sept 14 June 1'I-Oct.4 July 11-Sept 30 July 1-Oct-14 July 3 Sept 14 Average Summer for 5-Year Period WTP Metered Unaccounted WTP Metered Unaccounted WTP Metered Unaccounted WTP Metered Unaccounted WTP Metered Unaccounted WTP Metered Unaccounted Total(gal.) 694,964,630 609,238,306 Av Da7,019,845570,296,9 66 843,868,259 693,734,406 _ g• y(gpd) 6,976,192 57,436,620 Max.Day(gpd) 10,606,578 _ - 6,954,767 - - 7,961,021 - _ - _ 7,436,620 i 7,269,689 9,780,301 10,100,521 11,181,448 9,672,699 10,268,309 Max.Day Factor 1.511 1.402 1.452 1.405 1.301 1.414 Avg.Day Use Per Capita(gpcd) 255.2 246.7 238.8 263.4 235.6 247.9 The peak month is equal to the highest occurring month for each year 2The average month is equal to the total usage for each year divided by 12 months per year 3The average day is equal to the total usage for each year divided by 365 days per year "The maximum day is equal to the maximum occurring usage day for each year from the WTP data. 5fhe maximum day factor is equal to the max.day(gpd)divided by the average day(gpd). 6The average day use per capita is equal to the average day(gpd)divided by the population for the appropriate year 'The summer season is classified as the dates when flow from Hyalite Dam is 10 ac-ft or higher City of Bozeman 2003 Metered Water Usage Data The data presented below is based on City of Bozeman water meter records for 2003. Data was in the form of water meter readings for every address in Bozeman orgainized by month. 2003 Summary: Month Usage(ft) Usage(gal.) City of Bozeman 2003 Water Usage Data December(02) 11,439,316 85,566,083 350,000,000 -. January 12.572,466 94,042,045 February 11,744,151 87,846,248 300,000,000 - March 11,730,863 87,746,854 c 250,000,000- - 0 April 13.295.083 99.447,220 t@ 200,000.000 May 17.285.447 129,295,142 y 150,000,000 - l7Seriesl June 22,644,106 169,377.912 M July 40,660,846 304,143,127 W 100,000,000 -- - August 29,879,217 223,496,542 50,000,000 September 19,453,814 145,514,528 0 October 15,521,395 116,100,034 November 12.316,928 92,130 `` ,620 etil o�a� �a� a�or PQo �a� ,J�a )J�� o°ate oe� open oar Total 207,104,314 1,549,14D,272 aGacc� �a Foy PJ OaQ�e� Ooti�oyec� Months are shifted in order to account for City practice of reading meters around the tenth day of each month(Le.meter data labeled January per City of Bozeman has been labeled the preceeding Month month,in this case December of 2002). Winter Usage Months: z December(2002) January February March April May June November Zone ft Gallons ft' Gallons ft Gallons ft Gallons ft Gallons ft Gallons Gallons ft Gallons ft Total 5,928,165 44,342,674 6.232,837 46,621.621 5,838,370 43,671,008 5,843,487 43,700.283 6,275,809 46,943,051 9,060,278 67,770,879 13,632,285 101,969492 5884,512 44,016,150 Average Per Unit' 872 6,520 938 7.019 873 6,528 871 6,517 942 7,050 1,314 9,832 1,997 14,938 862 6,445 Total 3,205,505 23,977,177 3,141,749 23.500,283 3,002,111 22,455.790 3,062,154 22,904,912 3,399,530 25,428,484 4,387,533 32,818,747 4,537,518 33.940.635 2,705,980 20,240,730 Average Per Unit' 2,919 21,837 2,851 21,325 2,747 20.545 2,769 20.710 3,071 22,971 3,956 29,593 1 4,055 30,331 2,440 18,251 Total 958,305 7,168,121 984,535 7,364,322 928,035 6,941,702 894,955 6,694,263 1.275.710 9,542,311 1,604,650^ 12,002,782 1,373,760 10,275,725 1.357,390 10,153.277 Average Per Unit' 119,788 896,015 123,067 920,540 116,004 867,713 111,869 836,783 159,464 1,192,789 200,581 1,500,348 171,720 1,284,466 169,674 1,269,160 �ily lrny.,trnn �,..•• Total 28,982 216,784 35,907 267,835 28,112 210,277 25,577 191,315 70,427 526,793 142,112 1,062,997 363,747 2,720.826 29,947 224,002 Total 1,318,359 9,861,325 2,177,538 16,287,984 1.947,523 14.567.472 1,904,690 14,247,081 2,273,607 17,006,580 2,090,874 15,639,738 2.736,796 20.471.234 2,339,099 17,496,461 Total 11,439,316 85,566,083 12,572,466 94,042,045 11,744,151 87,846,248 11,730,863 87,746,854 13,295,083 99,447,220 17,285,447 129,295,142 22,644,106 169,377,912 12,316,928 92,130,620 Summer"Usage Months: July August September October ZoneZ ft Gallons ft Gallonst11,144.401 Gallons ft Gallons #Meter Reading Entries Month _ tiaszymro,,l Residential Commercial - - n- Total 26,194,741 195,936,663 18,472,700 138,175,796 83,360,119 7,959,505 59,537,097 December(02) 6,801 1,098 Average Per Unit' 3,764 28,152 2,639 19,73925 12,153 1,162 8,693 January 6,642 1,102 IL „y February 6,690 1,093 Total 7,756,076 58,015,448 6,195,642 46,343,402 4,318,385 32,301,520 3,724,564 27.859,739 March 6,707 1,106 Average Per Unit' 6,981 52,219 5,542 41,452 3,873 28,970 3,343 25,009 April 6,659 1,107 iZ T F 8 ![.- :_x_ _ May 6,893 1,109 'Total 2,844,820 21,279,254 1,944,275 14,543,177 1,237,835 9,259,006 1,263,911 9,454,054 June 6,826 1,119 Average Per Unit' 355,603 2,659,907 243,034 1,817,897 154,729 1,157,376 157,989 1,181,757 July 6,960 1,111 August 7,000 1,118 Total 765,732 5,727,674 633,627 4,738,781 374.237 2,799,292 68,467 512,132 September 6,859 1,115 * -? October 6,849 1,114 Total 3,099,477 23,184,088 2,633,073 19,695,386 2,378,956 17,794.591 2,504,948 �18,7;37,011 November 6.830 1.109 Total 40,660,846 304,143,127 29,879,217 223,496,542 19,453,814 145,514,528 15,521,395034 Zones labeled residential,commercial,and MSU are shown on aerial photo in Appendix B;the zone labeled top 8 refers to the top eight users for each month;the city irrigation zone addresses are shown in Appendix D. 3Average usage per unit is the usage per month divided by the number of meter readings for the month. "Summer is classified as the dates when flow from Hyalite Dam is 10 acre-feet of higher;for 2003 the dates are July 1-Oct.14- City Irrigation(2003) The data presented below is based on City of Bozeman water meter records for all public parks and facilities in the year 2003. 2003 Address Name December(02) January February March April May June July August September October November Total HCF Gallons HCF Gallons HCF Gallons HCF Gallons HCF Gallons HCF Gallons HCF Gallons HCF Gallons HCF Gallons HCF Gallons HCF Gallons HCF Gallons (Gallons) 106 E.Mendenhall St. Parking Comm 0 0 0 0 0 0 0 0 0 0 0 0 92 6,882 19 1,384 17 1.234 14 1,010 7 524 0 0 11,033 24 N.Tracy Ave. Parking Comm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Buttonwood Ave. Cemetery-Irr. 0 0 0 0 0 0 0 0 0 D 1,960 145,608 20,290 1,517,692 45,855 3.429,954 40,190 3.006,212 21,260 1,590.248 3,415 255,442 0 0 9,946,156 40D N.Black Ave. Beall Park-Irr. 0 0 0 0 0 0 0 0 2,915 218,042 1,713 128,132 3,750 280,500 4,752 355,450 4,500 336,600 3,566 266.737 0 0 0 0 1,535,461 19th&Main St. Blvd-Irr 0 0 0 0 0 0 0 0 265 19,822 745 55,726 305 22,814 1,370 102,476 570 42,636 0 0 0 0 0 0 243,474 Bozeman Ponds Bathrooms 0 0 0 0 0 0 0 0 20 1,459 508 37.998 321 24,011 61 4,525 53 3,964 21 1,533 14 1.010 8 598 75,099 211 E.Mason St. Christie Fields 0 0 0 0 0 0 0 0 1,025 76,670 2.770 207,196 3,715 277,882 14,060 1,051,688 11,120 831.776 7,275 544,170 695 51,986 0 0 3,041,3BB 900 1/2 E.Main St. Lindley Bath 0 0 0 0 0 0 0 0 0 0 1.785 133,481 517 38,634 609 45,516 549 41,065 567 42.374 0 0 0 0 301.070 2100 W.Beall St. Kirk Park 0 0 0 0 0 0 0 0 102 7,592 557 41,664 182 13,614 346 25,BB1 74 5,535 57 4.264 0 0 0 0 98,549 610 N,5th Ave. Gardens Westlake 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 415 N.7th Ave. Blvd. 0 0 0 0 0 0 0 0 0 0 20 1,496 27 2,020 39 2,917 36 2,693 40 2,992 0 0 0 0 12,118 703 N.7th Ave. Blvd. 0 0 0 0 0 0 0 0 0 0 0 0 69 5,161 70 5,236 63 4,712 72 5,348 0 0 0 0 20,458 5 E.Mason St. Gardens Langhor 0 0 0 0 0 0 0 0 80 5,984 250 18.700 1,210 90,508 2.095 156,706 1,320 98,736 70 5,236 0 0 0 0 375,870 620 N.5th Ave. Gardens-BMX 0 0 0 0 0 0 0 0 0 0 0 0 30 2,207 552 41,252 39 2,917 1.443 107,936 101 7,517 37 2,768 164,697 814 N.Bozeman Ave. Blvd.-Irr Shops 0 0 0 0 0 0 0 0 0 0 0 0 820 61,336 0 0 95 7,106 95 7,106 0 0 0 0 75,548 Highland Blvd. Cemetery Build. 20 1,459 22 1.646 23 1,683 24 1.795 31 2,281 50 3,740 40 2,992 59 4,376 42 3,104 37 2.768 33 2,468 16 1,197 29,509 317 E.Lamme St. Creekside 0 0 0 0 0 0 0 0 3 1B7 59 4,376 436 32,613 498 37,213 358 26,741 10 711 0 0 0 0 101,840 900 E.Main St. Lindley-Fountain 0 0 0 0 0 0 0 0 0 0 0 0 3 224 36 2.693 1 75 1 75 0 0 0 0 3,067 320 E.Main St. Ot Park 0 0 0 0 0 0 0 0 0 0 0 0 127 9,500 94 6,994 162 12,118 136 10,173 18 1,346 0 0 40,130 325 S.Church Ave. Pavilion Bogert 450 33,660 1.130 84,524 360 26,928 105 7,854 160 11,968 150 11,220 285 21,318 520 38.896 350 26,180 300 22,440 120 8,976 505 37.774 331,73E 325 S.Church Ave. Pool Bogert 0 0 0 0 0 0 0 0 15 1,122 780 58.344 1,565 117,062 2,610 195,228 1.315 98,362 5 374 0 0 0 0 470,492 501 Haggerty Lane Rec Bldg 0 0 0 0 0 0 0 0 0 0 437 32,650 163 12,192 503 37,624 72 5,348 29 2,132 16 1,197 0 0 91,144 407 Michael Grove Ave. North Meadows-Irr. 0 0 0 0 0 0 0 0 D 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 City Shop Fill Station 2.429 181,666 2,429 181,666 2,429 181,666 2,429 181,666 2,429 181,666 2,429 181.666 2,429 181,666 2,429 181,666 2,429 181,666 2.429 181,666 2,429 181,666 2,429 181,666 2,179,988 Total Consumption Per Month: 2,898 216,784 3,581 267,835 2,811 210,277 2,55E 191,315 7,043 526,793 14,211 1,062,997 36,375 2.720,826 76,573 5,727,674 63,353 4,738,781 37,424 2,799,292 6,847 512,132 2,995 224,002 19,198;708 Notes: Months are shifted in order to account for City practice of reading meters around the tenth day of each month(example:irrigation data labeled January per City of Bozeman has been labeled the preceeding month,in this case December of 2002.) The City Shop Fill Station sold 2,179,988 gallons of water in 2004. This value was used as an estimate for 2003 as well. The total gallons sold for 2004 was evenly distributed among the months for 2003. MODEL RESULTS APPENDIX B.2 -- z F-o z� �a 00 Q aZ W Wit.. M �a C.:omi 2 o 0 W Q U ul xw n ¢ �� m E < V F- a Q w= r cn r c m m m m m m m m 16 0Q z z z° zz z ° FQ E z z —ccof m J o a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o a LU N v Q O O O O O O O O O O p 0 0 0 0 rClO O O O O O O O O O O O O O a p z n C Q m m W m �- r N N M M m m N to N n n n <r ifl W er to � M M to W m m m W>` n v �t n n to tD V v am cm to to n M M m m to to (0 (D N �' O) m 7 U7 Lo to L° OJ o Q x o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 o o W ZO (L b N O O o o O O O O O o O o 0 o to o O O O o O O o O O a W 0 0 0 0 L11 O a 0 to to to to M V In O m p m p to �O to.[o to O to O p o N O to 0 In 0 0 0 0 �—U ¢ Z M M N M I!) M In M M N V' M V M M M M M M N 0 O N r to M — a O Z = o _ �^ 0 to oz m V/ ¢ a o }Q E W X © o n n m m 0 n o m ,- tnmv tmmnOommT � (oN ^ ton mtmra umi coDrnrno`nirn ul ZOH OCD J cr Cn L W [— � wv OU cm in m EME w m co co N N N m O o{o 0 N o 0 o HQ F N '7 C' N N M M <} p Q ti• <J-l M M M N d' st to O M N N O N N N Nz Ill w m m c Q o °- � ^ IU-1 mco J Z Incc QW Qtm o 0 0 0 0 o a 0 0 0 a O tJ 0 0 cv O 0 p m to tfJ tD to W m m U to 0 <t er tD (D NNaN a 0 d' �' M n m m O p n N N m W r 3 Z O ca -d- MM w W n t0 to (D tD st m �t �Y N M r- DN (a � O M M M M M M M M .2 N <D (o N N N V N N W r N N N M M M P0J Q lL a I J m y+ O 1 Lu (i w U- W to w°Q v CL ¢ J� i US m LL l z pidm m rn cy c`r 1iNn m `a° 4 i ?4 0 N tw Z 2 iTi � r it � i U) O O O� O 0 0 O 0 M I r:i r m (D N N O to w W ti7 il-1 m 'It 0 N a� -0m T O U w Q. E > r ct t � w L wL_ =U °s 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 O w F 0 0 0 0 O O O O 0 0 0 0 0 0 0 {y. to Q L Cn cn (n U) z z V] Cn CIJ U) U] w (n (n UJ U3 V) V) fn V) V) a F _ /1 � ¢ <LU a -a m l m m w Ca.) > Q t� Q m > > u7 � m m m > > � m cQQ 0U) � a z Q p ¢ d m ' > > > [n Q > m m -c Jw �- 0 -C m 0 m Q� r s t Q Q Q r m A r Q > m 0 LL -,0 m U _ m 1 m U z zco o TY (urmcc) 0 3z [[�N U U 2 > �J o� ¢ z z z cn � o dt m u a al. a1 in 0 (nn in Q xs co Ks n m w 2 z m 3 m tail m m m m .m m n vl Mtn � � min � �SL WOF CCoa F � J U- ccr 'm U _O -� �'m m N U CS cn C m z 0 W E U C} ¢ C°� Z r LU, ii U U °� m 0=w o lil LL H=� � m m m I ° I cn6In o�� Lr wh U m Lu EEEEEEEEEEEEE ww 1Ia-Z a E E E� E E E E E�E E E E E E E m E E E E E E E E E E E E E E E E m E E E m E E m E m E E >o E E m w~ m J OU (� UUUUUC? UUCJC0UC� � UUUUUUUUQccUUmUcrUU ¢ MI' Lu QaQ poa) U w�W Uz n � �03 F C2 � r t� W 0 r- N M d' to W n w CA N n n lL LL LL LL tl 07/91 z FO z� OQ OU ¢O U m W CD _ XX F Q MEz E wa m W x W N Q fr F to U F c� Q uj (D W= �F d O o 0 �� C i olo o L o Q 10� o� 0cno ❑� 4 W C 1 N 0 �"- N 0CD < W N r r 2a m Q z ¢ Z0 c rnaoiNN Wp � oz Uj Fri, Ir O a t� U V } U ¢ u; comco zw n. m m m m ZZ o m a °~ CD fl- cn W U) z� W w ¢ u: rnao 26 ? O~ cc CO Jz � cal m cm N � fA v} ti JZ 2 o CC n UN m � ti I 1 2Q a U IIC ° Q � �1 Cr_ 4� 3: � =W W II n- O n W m m II N LL Ul m R QQ CD Q W _ z� a U) U r r o ¢ Ir o o' wa 6 W (n U) 4(- o E O❑ r m o.a �r1 > m Q U m a > W O o � ¢ 4 W a� Q � rn �W m� fn U U Ow c ° o o m u� �w mom_ u, I Cf) _ m L �� vma _r 11 U. N m Q m b m �'�W I O W N U m -0 w al m Ctj `'7 tQ W Q LU nW F- F E n O m Z�W m ¢ m F} � O 0cc o m`m _0 �jW Ewii U 3 3 m u~ia(n E mt E -�mul w� U -J ul O 7 Cl) 'n cn - C LU I pwr- E m o Z � LL O m LL I QQW E L Z i W�W UZ a; 2 =O� o 07/91 2005 AVERAGE DAY - EXISTING SYSTEM STEADY STATE Scenario: 2005 Average Day - Existing System Steady State Label Elevation Base Flow Pressure Calculated Zone (ft) (gpm) (psi) Hydraulic Grade (ft) 11-1 4846 2.79 118 5119 S J-2 4846 2.78 118 5119 S J-3 4898 0.01 97 5121 S J-4 4806 1.12 138 5124 S J-5 4730 0.01 125 5018 N J-6 4732 0.01 124 5018 N J-7 4886 3.89 103 5123 S J-8 4898 0.27 96 5120 S J-9 4724 0.01 108 4973 NW J-10 4724 0.01 108 4973 NW J-11 4762 20.71 154 5117 S J-12 4762 1.85 154 5117 S J-13 4907 0.01 94 5123 S J-14 4978 2.49 64 5125 S J-15 4815 4.88 132 5120 S J-16 4748 0.79 97 4972 NW J-17 4860 2.78 112 5119 S J-18 4860 2.78 112 5119 S J-19 4970 2.49 67 5125 S J-20 4770 2.37 153 5124 S J-21 4820 1.67 130 5120 S J-22 4772 2.37 152 5124 S J-23 4773 2.37 152 5124 S J-24 4817 3.43 132 5122 S J-25 4974 2.49 65 5125 S J-26 4816 2.37 133 5124 S J-27 4830 3.89 127 5123 S J-28 4964 2.49 70 5125 S J-29 4823 0.01 130 5122 S J-30 4833 3.89 125 5121 S J-31 4874 3.89 108 5123 S J-32 4814 1.67 132 5119 S J-33 4790 1.12 143 5121 S J-34 4862 3.89 113 5122 S J-35 4798 1.67 139 5119 S J-36 4798 1.67 139 5119 S J-37 4838 0.01 123 5123 S J-38 4674 0.39 130 4973 NW J-39 4798 1.12 141 5124 S J-40 4806 1.12 136 5121 S J-41 4900 0.01 96 5121 S J-42 4968 0.84 68 5125 S J-43 4843 3.89 120 5121 S J-44 4793 1.12 143 5124 S J-45 4878 3.89 106 5123 S J-46 4802 2.37 139 5124 S J-47 4884 3.89 103 5122 S J-48 4960 2.49 71 5125 S J-49 4824 3.89 128 5121 S J-50 4891 0.01 101 5123 S 11/15/06 City of Bozeman Water Model 1 Scenario: 2005 Average Day - Existing System Steady State 7LabeITlevation Base Flow Pressure Calculated Zone (ft) (gpm) (psi) Hydraulic Grade (ft) J-51 4896 3.89 98 5123 S J-52 4780 2.97 147 5119 S J-53 4884 3.89 104 5124 S J-54 4994 2.49 57 5125 S J-55 4788 1.12 145 5122 S J-56 4748 2.71 118 5020 N J-57 4788 1.67 143 5119 S J-58 4788 1.67 143 5119 S J-59 4900 3.89 96 5123 S J-60 4788 1.12 145 5124 S J-61 4920 2.49 88 5124 S J-62 4777 4.88 148 5120 S J-63 4795 2.97 141 5120 S J-64 4838 1.28 122 5120 S J-65 4761 1.85 155 5120 S J-66 4761 1.85 155 5119 S J-67 4838 1.28 122 5120 S J-68 4838 1.28 122 5120 S J-69 5070 2.44 23 5124 Hilltop Tank J-70 4757 1.85 157 5120 S J-71 4762 1.85 152 5113 S J-72 4958 2.49 72 5125 S J-73 4910 2.49 93 5125 S J-74 4782 1.67 81 4969 NW J-75 5068 2.44 24 5124 Hilltop Tank J-76 4854 2.4 117 5124 S J-77 4672 1.91 130 4974 NW J-78 4672 1.91 130 4974 NW J-79 4740 0.01 121 5019 N J-80 4780 2.97 147 5119 S J-81 4842 2.15 120 5120 S J-82 4788 2.97 143 5120 S J-83 4792 1.67 142 5119 S J-84 4792 1.67 142 5119 S J-85 4808 1.67 135 5119 S J-86 4837 1.67 122 5119 S J-87 4736 2.71 122 5017 N J-88 4784 2.97 145 5119 S J-89 4952 0.01 75 5125 S J-90 4952 0.01 75 5125 S J-91 4738 0.01 121 5018 N J-92 5018 2.44 46 5124 S J-93 4679 1.91 127 4974 NW J-94 4784 1.12 146 5122 S J-95 4726 0.92 107 4973 NW J-96 4806 1.67 136 5119 S J-97 4739 0.01 121 5019 N J-98 4858 2.4 115 5124 S J-99 4636 0.01 147 4975 NW J-100 4836 1.67 123 5119 S 11/15/06 City of Bozeman Water Model 2 Scenario: 2005 Average Day - Existing System Steady State Label Elevation Base Flow Pressure Calculated Zone (ft) (gpm) (psi) Hydraulic Grade (ft) J-101 4866 2.49 112 5124 S J-102 4634 0.01 148 4975 NW J-103 4818 3.89 131 5120 S J-104 4818 3.89 131 5120 S J-105 4632 0.01 148 4975 NW J-106 4774 2.97 149 5119 S J-107 4634 0.01 148 4975 NW J-108 4790 1.67 142 5119 S J-109 4708 0.01 115 4973 NW J-110 4834 3.39 125 5124 S J-111 4713 0.01 113 4973 NW J-112 4706 2.71 135 5018 N J-113 4754 1.32 158 5119 S J-114 4718 0.01 111 4973 NW J-115 4698 0.01 119 4974 NW J-116 4676 0.01 129 4973 NW J-117 4758 2.97 93 4973 NW J-118 4978 2.49 64 5125 S J-119 4760 0.01 92 4973 NW J-120 4830 1.67 125 5119 S J-121 4802 1.12 139 5123 S J-122 4768 0.01 89 4973 NW J-123 4772 2.97 87 4973 NW J-124 4758 0.01 93 4973 NW J-125 5022 2.44 44 5124 Hilltop Tank J-126 5022 2.44 44 5124 Hilltop Tank J-127 4782 0.01 82 4972 NW J-128 4842 0.01 120 5119 S J-129 4838 0.01 122 5119 S J-130 4756 2.97 94 4973 NW J-131 4986 2.49 60 5125 S J-132 4986 2.49 60 5125 S J-133 4752 2.71 114 5016 N J-134 4752 2.71 114 5015 N J-135 4940 0.01 80 5125 S J-136 4806 1.67 136 5119 S J-137 4925 0.01 86 5125 S J-138 4904 2.49 95 5125 S J-139 4915 0.01 91 5125 S J-140 4926 2.49 86 5125 S J-141 4946 0.01 77 5125 S J-142 4848 1.28 118 5120 S J-143 4806 0.01 136 5119 S J-144 4888 2.49 102 5124 S J-145 4782 0.01 82 4972 NW J-146 4712 0.84 132 5018 N J-147 4784 0.01 80 4969 NW J-148 5020 2.44 45 5124 S J-149 4784 1.12 147 5124 S J-150 4784 1.12 147 5124 S 11/15/06 City of Bozeman Water Model 3 Scenario: 2005 Average Day - Existing System Steady State Label Elevation Base Flow Pressure Calculated Zone (ft) (gpm) (psi) Hydraulic Grade (ft) J-151 4784 0.01 145 5119 S J-152 4996 2.49 56 5125 S J-153 4784 0.01 80 4969 NW J-154 4792 1.3 142 5119 S J-155 4790 0.01 142 5119 S J-156 4844 3.89 120 5122 S J-157 4790 0.01 79 4973 NW J-158 4734 2.71 122 5017 N J-159 4790 0.01 142 5119 S J-160 4836 1.67 123 5119 S J-161 4790 0.01 79 4973 NW J-162 4780 2.97 147 5120 S J-163 4786 0.01 144 5119 S J-164 4834 1.67 123 5119 S J-165 4786 0.01 81 4973 NW J-166 4762 2.97 154 5119 S J-167 4756 0.01 157 5119 S J-168 4978 0.84 64 5125 S J-169 4756 0.01 94 4973 NW J-170 5012 2.44 48 5124 S J-171 4900 0.27 95 5120 S J-172 4756 0.01 157 5119 S J-173 4756 0.01 94 4973 NW J-174 4806 1.67 136 5120 S J-175 4740 0.01 156 5101 S J-176 4708 0.84 134 5018 N J-177 4740 0.01 123 5024 N J-178 4806 2.78 136 5120 S J-179 4782 2.97 83 4973 NW J-180 4782 2.97 83 4973 NW J-181 4972 0.84 66 5125 S J-182 4738 0.01 124 5024 N J-183 5020 2.44 45 5124 Hilltop Tank J-184 4738 0.01 102 4973 NW J-185 4700 0.01 138 5019 N J-186 4882 0.7 105 5124 S J-187 4700 0.01 86 4898 N2 J-188 4772 2.97 87 4973 NW J-189 4690 0.01 143 5020 N J-190 4738 0.01 102 4973 NW J-191 4690 0.01 90 4898 N2 J-192 4744 0.53 119 5018 N J-193 4682 0.01 146 5019 N J-194 4682 0.01 128 4978 NW J-195 4739 0.55 101 4973 NW J-196 4816 2.68 133 5123 S J-197 4989 0.01 16 5026 Lyman Tank J-198 4814 3.43 133 5122 S J-199 4894 0.01 100 5125 S J-200 4762 0.79 91 4972 NW 11/15/06 City of Bozeman Water Model 4 Scenario: 2005 Average Day - Existing System Steady State Label Elevation Base Flow Pressure Calculated Zone (ft) (gpm) (psi) Hydraulic Grade (fit) J-201 4774 2.97 149 5119 S J-202 4774 2.97 149 5119 S J-203 4830 1.32 125 5119 S J-204 4722 0.84 128 5018 N J-205 4846 0.01 118 5119 S J-206 4902 3.89 95 5122 S J-207 5002 0.01 53 5124 S J-208 4998 2.49 55 5125 S J-209 4736 0.01 124 5023 N J-210 4782 2.97 146 5120 S J-211 4781 0 148 5123 S J-212 4836 0 123 5121 S J-213 4740 0.01 101 4973 NW J-214 4740 0.01 101 4973 NW J-215 4772 0 150 5120 S J-216 4752 0.79 95 4972 NW J-217 4956 2.49 73 5125 S J-218 4956 2.49 73 5125 S J-220 4828 3.89 127 5122 S J-221 4785 0 146 5121 S J-222 4808 1.67 135 5120 S J-224 4776 2.37 149 5120 S J-227 4820 3.89 131 5123 S J-228 4820 3.89 131 5123 S J-229 4831 0 125 5120 S J-230 4822 1.67 129 5120 S J-231 4831 0 125 5120 S J-232 4832 1.67 124 5119 S J-233 4977 0 62 5120 Zone J-234 4822 2.78 129 5121 S J-235 5021 0 45 5124 Zone J-236 4802 1.12 138 5120 S J-237 4892 2.49 101 5124 S J-238 5022 0 44 5124 Zone J-240 4810 3.43 136 5123 S J-242 4800 1.12 139 5121 S J-243 5041 0 36 5125 S J-244 4920 0 87 5120 S J-245 4806 2.97 136 5121 S J-246 4806 2.97 136 5121 S J-248 4746 0.79 98 4972 NW J-250 4780 2.78 147 5120 S J-256 4800 2.97 139 5120 S J-257 4686 2.41 124 4973 NW J-258 4686 2.41 124 4973 NW J-260 4786 1.12 145 5121 S J-261 4838 0 124 5124 S J-262 4652 0 139 4974 NW J-264 4764 0.69 110 5018 N J-266 4784 1.12 146 5122 S 11/15/06 City of Bozeman Water Model 5 Scenario: 2005 Average Day - Existing System Steady State Label Elevation Base Flow Pressure Calculated Zone (ft) Wpm) (psi) Hydraulic Grade (ft) J-268 4940 2.49 80 5125 S J-270 4742 2.71 119 5017 N J-272 4842 1.67 120 5119 S J-274 4800 1.12 140 5122. S J-275 5138 0 33 5215 WTP J-276 4838 0.7 123 5123 S J-279 4974 1.95 65 5125 S J-281 4942 1.95 79 5125 S J-283 4910 3.04 93 5124 S J-285 4790 1.12 144 5124 S J-286 4816 2.78 132 5120 S J-289 4782 1.12 148 5124 S J-290 4868 0.01 109 5120 S J-293 4728 0.84 125 5018 N J-294 4790 1.67 143 5120 S J-297 4834 1.67 123 5119 S J-299 4762 2.97 91 4973 NW J-301 5042 0.84 36 5125 S J-302 5019 0 46 5124 S J-303 4972 0.84 66 5125 S J-305 4836 3.89 123 5120 S J-307 4868 3.89 109 5121 S J-309 4800 2.97 138 5120 S J-312 4880 0.01 104 5121 S J-313 4882 0.01 103 5121 S J-314 4818 3.04 132 5123 S J-315 4820 3.89 131 5123 S J-317 4976 2.49 64 5125 S J-319 4832 1.67 124 5119 S J-320 4846 2.78 118 5119 S J-323 4718 0.01 110 4973 NW J-324 4786 1.67 144 5119 S J-325 4784 1.67 145 5119 S J-326 5217 0 4 5226 WTP J-327 4976 1.34 64 5124 S J-329 4798 1.67 139 5119 S J-331 4810 3.43 136 5123 S J-332 4782 1.12 148 5124 S J-337 4800 0.7 140 5123 S J-338 4766 2.37 154 5122 S J-339 4766 2.37 154 5122 S J-341 4808 1.67 135 5120 S J-343 4964 1.34 69 5124 S J-344 4834 3.89 125 5124 S J-346 4816 1.67 131 5119 S J-349 4796 2.97 140 5120 S J-350 4792 2.78 142 5120 S J-352 4800 1.12 140 5123 S J-354 4830 3.89 126 5120 S J-355 4738 1.32 124 5024 N 11/15/06 City of Bozeman Water Model 6 Scenario: 2005 Average Day - Existing System Steady State Label Elevation Base Flow Pressure Calculated zone (ft) (gpm) (psi) Hydraulic Grade (ft) J-357 4738 0.01 102 4973 NW J-359 4925 0 84 5120 S J-360 4878 2.49 107 5124 S J-361 4808 0.01 136 5122 S J-367 4778 2.37 148 5120 S J-368 4830 0.01 125 5119 S J-369 4828 0.01 126 5119 S J-370 5010 2.49 50 5125 S J-371 4976 0 64 5125 S J-372 4981 0 60 5120 S J-375 4838 1.28 122 5120 S J-377 4912 0.01 92 5124 S J-379 4820 0.01 129 5119 S J-381 4686 1.91 124 4973 NW J-385 4894 2.49 100 5124 S J-387 4754 0.01 95 4973 NW J-389 4806 3.43 137 5123 S J-391 4894 3.89 99 5123 S J-392 5096 0 13 5126 Sourdough Tank J-393 4764 2.37 155 5122 S J-395 4682 2.41 126 4974 NW J-397 4826 1.67 127 5119 S J-399 4984 0.84 61 5125 S J-400 5056 2.44 29 5124 Hilltop Tank J-403 4818 3.43 132 5122 S J-405 4862 2.15 112 5120 S J-407 4824 3.89 129 5123 S J-411 4820 3.89 130 5121 S J-414 4882 0.01 103 5121 S J-415 5004 2.49 52 5125 S J-416 5004 2.49 52 5125 S J-420 4760 2.97 92 4973 NW J-422 4964 2.49 70 5125 S J-424 4844 3.89 120 5122 S J-426 4790 1.67 143 5119 S J-427 4978 2.44 63 5124 S J-430 4736 2.71 121 5016 N J-431 4810 3.43 136 5123 S J-432 4810 3.43 136 5123 S J-434 4784 2.97 145 5119 S J-435 4834 3.89 125 5124 S J-437 4812 3.43 135 5123 S J-439 4978 2.49 64 5125 S J-440 4688 1.03 91 4898 N2 J-443 4706 0.41 135 5018 N J-445 4808 2.68 136 5122 S J-447 4760 2.31 92 4973 NW J-448 4810 2.68 136 5123 S J-449 4810 2.68 136 5123 S J-450 4880 0.01 104 5120 S 11/15/06 City of Bozeman Water Model 7 Scenario: 2005 Average Day - Existing System Steady State Label Elevation Base Flow Pressure Calculated Zone (ft) (gpm) (psi) Hydraulic Grade (ft) J-451 4880 0.01 104 5120 S J-453 4764 2.31 154 5119 S J-455 4762 0.62 91 4972 NW J-458 4814 2.17 132 5120 S J-459 4815 2.17 132 5120 S J-461 4836 3.89 123 5120 S J-463 4790 2.97 143 5120 S J-465 4682 2.41 126 4974 NW J-466 5018 2.44 46 5124 S J-467 5016 2.44 47 5124 S J-472 4816 1.67 131 5119 S J-473 4798 1.25 75 4972 NW J-474 4798 1.25 75 4972 NW J-477 4941 0 78 5120 S J-478 4750 0.01 97 4973 NW J-480 5106 0 46 5212 WTP J-482 4858 3.89 114 5122 S J-484 4840 20.71 121 5120 S J-485 4720 2.71 129 5019 N J-490 4784 2.78 145 5120 S J-492 5004 1.95 52 5125 S J-493 5076 0 58 5209 WTP J-495 4782 0.87 148 5124 S J-496 4782 0.87 148 5124 S J-498 4994 2.49 57 5125 S J-501 4830 3.89 126 5120 S J-503 4806 1.12 137 5124 S J-505 4984 2.49 61 5125 S J-507 4752 0.79 95 4972 NW J-508 4754 2.37 160 5125 S J-511 4836 1.67 123 5119 S J-512 4780 2.97 147 5120 S J-515 4764 2.97 91 4973 NW J-516 5006 0.84 52 5126 S J-519 4882 47.03 103 5121 S J-521 4820 0.48 131 5124 S J-522 5054 2.44 30 5124 Hilltop Tank J-526 4842 0.48 122 5124 S J-527 4844 0.48 121 5124 S J-528 4734 2.71 122 5017 N J-529 4734 2.71 122 5017 N J-531 4994 2.49 57 5125 S J-533 4790 1.12 144 5124 S J-535 4864 3.89 111 5120 S J-536 5006 0.01 51 5124 S J-537 5006 0.01 51 5124 S J-539 4906 0.01 93 5122 S J-542 4722 0.01 109 4973 NW J-543 4808 2.78 135 5120 S J-545 4786 1.12 145 5120 S 11/15/06 City of Bozeman Water Model 8 Scenario: 2005 Average Day - Existing System Steady State Label Elevation Base Flow Pressure Calculated Zone (ft) (gpm) (psi) Hydraulic Grade (ft) J-546 4786 1.12 145 5120 S J-547 4786 1.67 144 5119 S J-550 5054 2.44 30 5124 Hilltop Tank J-552 4858 2.4 115 5124 S J-553 4790 1.67 143 5119 S J-555 4994 2.49 57 5125 S J-556 4690 1.91 123 4973 NW J-557 4690 1.32 123 4973 NW J-558 4740 2.71 121 5020 N J-559 4740 2.71 121 5020 N J-561 4840 2.78 121 5119 S J-564 4758 0.79 93 4972 NW J-566 4782 3.46 146 5119 S J-569 4982 2.49 62 5125 S J-570 4840 0.48 123 5124 S J-571 4842 0.48 122 5124 S J-573 4788 2.97 80 4973 NW J-574 4992 0.84 58 5126 S J-575 4992 0.84 58 5126 S J-577 4712 0.01 113 4973 NW J-578 4712 0.01 113 4973 NW J-579 4784 0.87 147 5123 S J-580 4784 1.12 147 5123 S J-582 4734 2.71 124 5021 N J-583 4778 2.97 84 4973 NW J-586 4874 47.03 107 5121 S J-588 4980 0.84 63 5125 S J-591 5004 2.49 52 5125 S J-594 4758 0.79 93 4972 NW J-595 4720 0.01 110 4973 NW J-598 5038 0.84 38 5125 S J-599 4702 0.01 117 4973 NW J-602 4890 1.93 101 5124 S J-603 4686 2.41 124 4973 NW J-604 4686 2.41 124 4973 NW J-606 4800 1.12 140 5124 S J-609 5023 0 45 5126 Sourdough Tank J-610 4828 1.67 126 5119 S J-611 5096 0 13 5127 Sourdough Tank J-612 4976 0.84 65 5125 S J-613 4810 3.43 135 5123 S J-614 4810 3.43 135 5123 S J-616 4828 0.01 126 5119 S J-618 4812 3.43 135 5123 S J-621 4818 1.12 131 5121 S J-623 4844 2.78 119 5119 S J-624 4844 0.01 119 5119 S J-627 4800 1.25 138 5119 S J-629 4982 0 62 5125 S J-630 4848 2.15 118 5120 S 11/15/06 City of Bozeman Water Model 9 Scenario: 2005 Average Day - Existing System Steady State Label Elevation Base Flow Pressure Calculated Zone i (ft) (gprn) (psi) Hydraulic Grade (ft) J-631 5004 0 52 5125 S J-632 4858 3.89 113 5120 S J-633 5018 0 46 5125 S J-637 4664 1.31 135 4976 NW J-639 4972 0.84 66 5125 S J-641 5225 0 1 5226 WTP J-642 4744 2.71 119 5020 N J-643 4744 2.71 119 5020 N J-644 4690 0 123 4973 NW J-645 4836 3.89 123 5120 S J-649 4810 1.12 135 5121 S J-650 4746 0.01 98 4973 NW J-651 4746 0.01 98 4973 NW J-655 4832 3.89 126 5123 S J-657 4962 2.49 71 5125 S J-658 4816 3.43 133 5122 S J-659 4816 3.43 133 5122 S J-662 4744 0.01 99 4973 NW J-664 4708 0 135 5020 N J-665 4700 0 138 5018 N J-669 4807 4.23 137 5124 S J-671 4746 0.01 98 4973 NW J-673 4800 1.67 138 5119 S J-676 4836 1.9 123 5119 S J-677 4858 1.28 113 5120 S J-680 4778 2.97 148 5119 S J-682 4830 3.89 127 5123 S J-683 4734 1.46 104 4973 NW J-686 4926 14.77 84 5120 S J-689 4784 1.67 80 4969 NW J-693 5004 2.49 52 5125 S J-699 4780 1.12 149 5124 S J-700 4664 0.01 135 4976 NW J-702 4928 0.4 83 5120 S J-704 4864 0.01 111 5120 S J-708 4790 1.3 143 5119 S J-711 4920 0 87 5120 S J-712 4716 0.01 111 4973 NW J-713 4714 0.01 112 4973 NW J-714 4908 0 92 5120 S J-715 4798 0 140 5121 S J-716 4742 0.54 119 5018 N J-717 4726 0 107 4973 NW J-719 4900 0.01 96 5121 S J-720 4814 2.78 132 5120 S J-722 4788 2.97 143 5119 S J-723 4788 2.97 143 5119 S J-724 4810 3.43 136 5123 S J-725 4810 3.43 136 5123 S J-728 4892 2.49 101 5124 S 11/15/06 City of Bozeman Water Model 10 Scenario: 2005 Average Day - Existing System Steady State Label Elevation Base Flow Pressure Calculated Zone (ft) (gpm) (psi) Hydraulic Grade (ft) J-730 4784 2.97 145 5119 S J-732 4800 20.71 139 5122 S f J-734 4910 0A1 91 5121 S J-735 4814 1.67 132 5119 S J-736 4814 1.67 132 5119 S J-737 4766 0.79 89 4972 NW J-740 5014 2.49 48 5125 S J-742 4906 0.01 93 5121 S J-744 4750 0.79 96 4972 NW J-747 4654 1.91 138 4974 NW J-749 4864 3.89 112 5123 S J-750 4892 2.49 101 5124 S J-751 4892 2.49 101 5124 S J-752 4846 2.78 118 5119 S J-754 4894 1.95 100 5124 S J-755 4846 1.87 120 5124 S J-756 4846 1.87 120 5124 S J-758 4778 2.37 150 5124 S J-762 4782 2.97 146 5119 S J-763 4774 2.37 151 5124 S J-764 4774 2.37 151 5124 S J-765 4778 2.97 148 5119 S J-768 4784 1.12 146 5123 S J-770 4758 2.97 93 4973 NW J-772 4894 1.93 100 5124 S J-774 4816 2.78 132 5121 S J-779 5000 0.84 54 5126 S J-780 4644 1.32 144 4976 NW J-781 4646 0.01 143 4976 NW J-782 5014 2.49 48 5125 S J-784 4686 2.41 124 4973 NW J-785 4686 2.41 124 4973 NW J-786 4682 1.91 126 4974 NW J-788 4908 0.01 93 5122 S J-789 4908 0.01 92 5122 S J-791 4820 0.01 129 5119 S J-792 4832 3.89 125 5120 S J-794 4750 1.85 160 5120 S J-795 4750 1.85 160 5120 S J-797 4682 0.01 126 4973 NW J-800 4848 2.78 117 5119 S J-804 4754 0.79 94 4972 NW J-807 4834 4.23 125 5124 S J-809 4676 0.01 129 4973 NW J-810 4686 2.41 124 4973 NW J-811 4686 2.41 124 4973 NW J-813 4780 0.01 83 4972 NW J-814 4780 0.01 83 4972 NW J-816 4882 1.95 105 5124 S J-821 4832 1.3 124 5120 S 11/15/06 City of Bozeman Water Model 11 Scenario: 2005 Average Day - Existing System Steady State Label Elevation Base Flow Pressure Calculated Zone (ft) Wpm) (psi) Hydraulic Grade (ft) J-823 4722 0.84 128 5018 N J-825 4838 2.4 124 5124 S J-826 4680 1.91 127 4974 NW J-827 4680 1.91 127 4974 NW J-828 4920 2.49 89 5125 S J-829 4920 2.49 89 5125 S J-830 4720 0.92 110 4973 NW J-833 4802 2.78 138 5120 S J-835 4834 1.67 123 5119 S J-836 4632 0.01 148 4975 NW J-839 4832 1.67 124 5119 S J-842 4778 2.97 148 5119 S J-844 4776 0.01 85 4972 NW J-845 4894 1.93 100 5124 S J-846 4894 1.93 100 5124 S J-848 4682 1.91 126 4974 NW J-855 4806 1.67 136 5119 S J-857 5036 0.84 39 5125 S J-860 4814 3.43 133 5122 S J-861 4768 0.79 88 4972 NW J-862 4768 0.79 88 4972 NW J-867 4774 1.85 152 5124 S J-868 4788 0.87 145 5124 S J-869 4788 0.87 145 5124 S J-871 4788 1.12 144 5120 S J-872 4852 1.28 116 5120 S J-873 4852 1.28 116 5120 S J-875 4764 2.78 154 5119 S J-878 4826 0.01 127 5119 S J-880 4718 2.71 130 5019 N J-882 4882 47.03 103 5121 S J-884 4742 2.71 120 5020 N J-885 4842 2.15 120 5120 S J-886 4842 2.15 120 5120 S J-890 4964 0.84 70 5125 S J-892 4990 0.84 59 5126 S J-893 4788 2.78 144 5120 S J-895 4930 1.34 84 5124 S J-896 4930 1.34 84 5124 S J-899 4660 2.41 136 4974 NW J-900 4660 2.41 136 4974 NW J-901 4860 3.89 114 5124 S J-906 4770 2.97 151 5119 S J-908 4760 2.97 92 4973 NW J-912 4686 2.41 124 4974 NW J-914 4934 0.31 80 5120 S J-915 4934 0.31 80 5120 S J-918 4718 2.12 130 5018 N J-919 4780 2.31 147 5119 S J-921 4754 2.37 158 5120 S 11/15/06 City of Bozeman Water Model 12 Scenario: 2005 Average Day - Existing System Steady State Label Elevation Base Flow Pressure Calculated Zone (ft) (gpm) (psi) Hydraulic Grade (ft) J-923 4764 2.97 91 4973 NW J-925 4810 3.43 136 5124 S J-926 4810 3.43 136 5124 S J-927 4784 1.67 145 5119 S J-928 4784 1.67 145 5119 S J-931 4806 1.12 137 5124 S J-932 4824 3.39 130 5124 S J-935 4792 1.67 142 5119 S J-939 4768 2.97 152 5119 S J-943 4836 1.67 123 5119 S J-945 4716 0.84 131 5018 N J-948 4880 0.01 104 5121 S J-950 4814 3.43 134 5124 S J-951 4814 3.43 134 5124 S J-953 4908 1.93 94 5124 S J-956 4778 1.12 150 5124 S J-957 4826 2.78 127 5120 S J-960 4914 0.01 90 5122 S J-963 4780 0.01 83 4972 NW J-965 4834 2.78 124 5119 S J-970 4960 2.49 71 5125 S J-972 4820 2.78 130 5120 S J-974 4838 3.39 124 5124 S J-976 4756 2.97 94 4973 NW J-977 4816 20.71 133 5123 S J-979 4758 2.97 93 4973 NW J-980 4758 2.97 93 4973 NW J-984 4860 3.89 114 5124 S J-985 4684 0.01 125 4973 NW J-986 4824 1 128 5120 S J-987 4824 1 128 5120 S J-989 4878 0.01 105 5121 S J-990 4848 2.02 118 5120 S J-991 4800 1.3 138 5119 S J-992 4800 1.3 138 5119 S i J-994 4982 1.95 62 5125 S J-998 4758 1.85 159 5125 S J-999 4758 1.85 159 5125 S J-1002 4738 0.01 102 4973 NW J-1004 4720 2.12 128 5017 N J-1006 4788 1.67 143 5119 S J-1011 4814 1.67 132 5119 S J-1014 4792 1.67 142 5119 S J-1019 4804 1.12 138 5122 S J-1020 4690 0.01 123 4973 NW J-1027 4810 1.12 135 5121 S J-1029 4942 0.4 77 5120 S J-1032 4858 0.48 115 5124 S J-1034 4826 1.67 127 5119 S J-1037 4790 1.67 142 5119 S 11/15/06 City of Bozeman Water Model 13 Scenario: 2005 Average Day - Existing System Steady State Label Elevation Base Flow Pressure Calculated Zone (ft) (gpm) (psi) Hydraulic Grade (ft) J-1040 4786 2.97 81 4973 NW J-1042 4808 0.01 136 5123 S J-1043 4782 2.78 146 5120 S J-1044 4782 2.78 146 5120 S J-1046 4750 0.01 97 4973 NW J-1047 4750 0.01 97 4973 NW J-1048 4832 1.67 124 5119 S J-1049 5016 2.44 47 5124 S J-1050 5016 2.44 47 5124 S J-1052 4868 3.89 111 5124 S J-1054 4936 2.49 82 5125 S J-1061 5106 0.01 9 5127 Sourdough Tank J-1065 4720 2.12 129 5019 N J-1066 4810 2.68 136 5124 S J-1067 4810 3.43 136 5124 S J-1070 4818 2.78 131 5121 S J-1071 4842 1.28 120 5120 S J-1075 4708 0.84 134 5018 N J-1076 4708 0.84 134 5018 N J-1078 4812 3.43 134 5123 S J-1079 4822 1.67 129 5120 S J-1080 4822 1.67 129 5120 S J-1081 4664 1.91 134 4974 NW J-1082 4666 1.91 133 4974 NW J-1084 4810 3.43 136 5123 S J-1085 4820 1.67 129 5119 S J-1086 4820 1.67 129 5119 S J-1088 4818 0.01 130 5119 S J-1094 4770 2.97 151 5119 S J-1097 4718 0.22 110 4973 NW J-1098 4720 0.22 110 4973 NW J-1099 4824 3.89 129 5121 S J-1101 4886 2.49 103 5124 S J-1105 4788 2.97 143 5120 S J-1109 4818 2.78 131 5121 S J-1111 4680 2.41 127 4974 NW J-1115 4734 2.71 123 5019 N J-1117 4770 2.37 153 5124 S J-1120 4742 20.71 156 5102 S J-1121 4682 0.39 126 4973 NW J-1125 4864 2.78 111 5120 S J-1126 4864 2.78 111 5120 S J-1129 4874 0.01 107 5121 S J-1134 4802 2.68 139 5122 S J-1135 4832 2.17 124 5120 S J-1136 4832 2.17 124 5120 S J-1138 4716 7.29 131 5018 N J-1143 4798 0.87 140 5120 S J-1144 4798 0.87 140 5120 S J-1145 4810 2.68 136 5123 S 11/15/06 City of Bozeman Water Model 14 Scenario: 2005 Average Day - Existing System Steady State Label I Elevation Base Flow Pressure Calculated Zone (ft) (gpm) (psi) Hydraulic Grade (ft) J-1149 5010 1.95 50 5125 S J-1151 4686 0.31 124 4973 NW J-1153 4822 1.3 129 5119 S J-1154 4822 1.3 129 5119 S J-1156 4920 0.01 87 5121 S J-1160 4960 0.66 72 5125 S J-1162 4802 0.87 139 5123 S J-1166 4936 1.95 82 5125 S J-1168 4946 1.91 77 5124 S J-1170 4786 1.3 144 5119 S J-1173 4948 0.66 77 5125 S J-1175 4852 3.04 118 5124 S J-1176 4820 1.3 129 5119 S J-1178 4870 2.49 110 5124 S J-1183 4804 0.53 93 5018 N J-1185 4786 2.97 144 5120 S J-1186 4750 2.71 115 5016 N J-1187 4750 2.71 115 5016 N J-1191 4716 0.92 111 4973 NW J-1192 4786 1.67 144 5119 S J-1193 4786 1.67 144 5119 S J-1195 4820 3.89 130 5120 S J-1196 4820 3.89 130 5120 S J-1198 4800 2.97 138 5120 S J-1201 4754 2.37 159 5121 S J-1205 4852 3.89 118 5124 S J-1206 4694 1.32 121 4973 NW J-1209 4716 0.92 111 4973 NW J-1211 4760 1.32 155 5119 S J-1212 4782 2.97 146 5120 S J-1213 4782 2.97 146 5120 S J-1214 4770 2.37 153 5124 S J-1215 4770 2.37 153 5124 S J-1216 4768 2.97 152 5119 S J-1219 4798 1.25 139 5119 S J-1220 4798 1.25 139 5119 S J-1222 4744 0.01 99 4973 NW J-1224 4786 1.67 144 5119 S J-1226 4816 3.43 133 5123 S J-1232 5002 0.84 54 5126 S J-1233 5002 0.84 54 5126 S J-1237 4938 2.49 81 5125 S J-1239 4672 1.49 130 4974 NW J-1242 4762 0.62 91 4972 NW J-1244 4820 1.3 129 5119 S J-1246 4886 1.95 103 5124 S J-1247 4886 2.49 103 5124 S J-1249 4970 0.84 67 5125 S J-1251 4800 1.12 140 5124 S J-1254 4984 2.49 61 5125 S 11/15/06 City of Bozeman Water Model 15 Scenario: 2005 Average Day - Existing System Steady State Label Elevation Base Flovv Pressure Calculated Zone (ft) I (gpm) (psi) Hydraulic Grade (ft) J-1256 1 4826 1.9 127 5119 S J-1260 4770 1.12 153 5123 S J-1275 4814 2.37 134 5124 S J-1277 4830 3.89 126 5121 S J-1279 4796 1.12 142 5124 S J-1281 4878 0.01- 105 5121 S J-1284 4806 1.25 72 4972 NW J-1288 4862 2.78 111 5120 S J-1292 4842 2.15 120 5120 S J-1293 4842 2.15 120 5120 S J-1294 4754 2.37 160 5125 S J-1295 4754 2.37 160 5125 S J-1297 4834 3.89 125 5124 S J-1302 4824 3.89 128 5120 S J-1303 4824 3.89 128 5120 S J-1305 4920 0.27 87 5120 S J-1307 4786 1.12 146 5123 S J-1308 4662 1.88 135 4974 NW J-1311 4784 0.87 146 5121 S J-1314 4798 1.3 139 5119 S J-1315 5080 1.91 19 5124 Hilltop Tank J-1316 5080 1.91 19 5124 Hilltop Tank J-1318 4878 3.04 105 5121 S J-1319 4746 1.45 162 5120 S J-1320 4746 1.45 162 5120 S J-1324 4740 1.14 101 4973 NW J-1327 4966 1.95 69 5125 S J-1328 4926 1.05 86 5124 S J-1331 4792 1.67 142 5119 S J-1333 4794 1.67 141 5119 S J-1335 4840 0.48 123 5124 S J-1336 4840 0.48 123 5124 S J-1339 5038 2.44 37 5124 Hilltop Tank J-1345 5004 2.44 52 5124 S J-1347 4810 1.67 134 5119 S J-1348 4810 1.67 134 5119 S J-1350 4902 1.93 96 5124 S J-1351 4902 1.93 96 5124 S J-1352 4776 0.01 85 4972 NW J-1356 4936 2.49 82 5125 S J-1359 4748 0.79 97 4972 NW J-1360 4808 2.37 137 5124 S J-1362 4848 2.78 117 5119 S J-1365 4820 3.89 131 5123 S J-1368 4780 1.12 149 5124 S J-1370 4866 3.89 111 5123 S J-1372 4828 1.67 126 5119 S J-1375 4806 1.67 136 5119 S J-1378 4802 1.67 137 5119 S J-1379 4804 1.67 136 5119 S 11/15/06 City of Bozeman Water Model 16 Scenario: 2005 Average Day - Existing System Steady State Label Elevation Base Flow Pressure Calculated Zone (ft) (gpm) (psi) Hydraulic Gracie (ft) J-1381 4766 0.79 89 4972 NW J-1383 4830 1.67 125 5119 S J-1388 4888 0.01 100 5120 S J-1394 4820 3.89 131 5122 S J-1396 4820 3.89 131 5123 S J-1404 4726 1.32 107 4973 NW J-1406 4744 0.01 99 4973 NW J-1408 4802 2.97 138 5120 S J-1411 4844 2.17 119 5119 S J-1415 4982 0.66 62 5125 S J-1417 4764 0.62 90 4972 NW J-1421 4814 2.68 133 5122 S J-1422 4814 2.68 133 5122 S J-1424 4828 3.04 127 5121 S J-1425 4826 3.04 128 5121 S J-1426 4754 0.62 94 4972 NW J-1429 4816 1.3 131 5119 S J-1431 4726 0.66 126 5018 N J-1433 4788 2.31 143 5119 S J-1434 4788 2.97 143 5119 S J-1436 4758 2.37 159 5125 S J-1437 4822 0.7 130 5123 S J-1439 4882 0.01 103 5121 S J-1440 4784 1.12 147 5123 S J-1441 4836 3.89 123 5120 S J-1442 4836 3.89 123 5120 S J-1445 4790 1.67 142 5119 S J-1448 4844 2.78 119 5119 S J-1450 4812 3.43 135 5123 S J-1452 4790 2.78 143 5120 S J-1453 4954 0.84 74 5125 S J-1456 4872 0.01 108 5121 S J-1461 4760 2.31 92 4973 NW J-1462 4916 0.01 90 5124 S J-1466 4790 1.3 142 5119 S J-1472 4872 3.04 109 5124 S J-1473 4960 0.84 72 5125 S J-1476 4830 3.89 127 5123 S J-1483 4810 2.78 134 5120 S J-1484 4810 2.97 134 5120 S J-1485 4634 0.01 148 4975 NW J-1491 4782 1.12 148 5124 S J-1494 4830 3.89 126 5121 S J-1495 4830 3.89 126 5121 S J-1497 4732 0.84 124 5018 N J-1500 4830 3.89 126 5121 S J-1502 4820 4.23 131 5124 S J-1505 4838 3.89 123 5122 S J-1506 4816 1.67 131 5119 S J-1507 4746 0.79 98 4972 NW 11/15/06 City of Bozeman Water Model 17 Scenario: 2005 Average ®ay - Existing System Steady State Label Elevation Base Flow Pressure Calculated Zone (ft) (gpm) (psi) Hydraulic Grade (ft) J-1512 4764 2.97 91 4973 NW J-1518 4860 2.15 112 5120 S J-1521 4836 3.89 124 5124 S J-1522 4836 3.89 124 5124 S J-1523 4908 1.93 94 5124 S J-1525 4822 1.67 129 5119 S J-1526 4790 1.67 143 5119 S J-1528 4774 2.97 86 4973 NW J-1531 4840 1.44 121 5119 S J-1534 4820 2.78 130 5120 S J-1535 4764 2.97 154 5119 S J-1536 4764 2.97 91 4973 NW J-1539 4876 3.89 107 5122 S J-1540 4874 3.89 107 5122 S J-1542 4782 2.97 83 4973 NW J-1545 4978 1.95 64 5125 S J-1547 4788 2.31 143 5119 S J-1549 4998 1.91 54 5124 S J-1553 4820 3.89 131 5123 S J-1556 4946 2.49 77 5125 S J-1557 4814 3.43 133 5122 S J-1559 4762 2.97 91 4973 NW J-1561 4688 1.32 91 4898 N2 J-1563 4768 2.37 154 5124 S J-1565 4772 2.97 87 4973 NW J-1569 4860 2.15 112 5120 S J-1574 4752 0.01 96 4973 NW J-1576 4674 0.01 130 4973 NW J-1578 4962 2.49 71 5125 S J-1579 4770 0.69 107 5018 N J-1582 4746 2.71 119 5020 N J-1583 4800 1.67 138 5119 S J-1586 4768 2.97 89 4973 NW J-1588 4900 0.27 95 5120 S J-1590 4876 2.49 107 5124 S J-1592 4784 2.97 82 4973 NW J-1594 4878 2.29 105 5120 S J-1598 4780 2.37 149 5124 S J-1600 4826 1.67 127 5119 S J-1605 4980 0.84 63 5125 S J-1607 4952 0.66 75 5125 S J-1609 4836 1.3 123 5119 S J-1611 4812 1.3 133 5119 S J-1614 4742 2.71 120 5020 N J-1617 4976 0.84 65 5125 S J-1620 4878 2.49 107 5124 S J-1622 4966 0.84 69 5125 S J-1624 5008 2.49 51 5125 S J-1627 4844 2.78 119 5119 S J-1630 4784 2.97 82 1 4973 NW 11/15/06 City of Bozeman Water Model 18 Scenario: 2005 Average Day - Existing System Steady State Label Elevation Base Flow Pressure Calculated Zone (ft) (gpm) (psi) Hydraulic Grade (ft) J-1632 4814 1.67 132 5119 S J-1635 4832 3.89 125 5121 S J-1638 4810 1.67 134 5119 S J-1640 4776 2.97 85 4973 NW J-1642 4816 1.67 131 5119 S J-1645 4758 2.97 93 4973 NW J-1648 4756 2.97 94 4973 NW J-1650 4782 2.97 83 4973 NW J-1651 4960 2.49 71 5125 S J-1657 5032 0.84 40 5125 S J-1659 4800 1.67 138 5119 S J-1661 4726 3.75 107 4973 NW J-1664 4784 2.97 145 5120 S J-1666 4810 1.67 134 5119 S J-1668 4876 2.49 107 5124 S J-1670 4838 1.67 122 5119 S J-1672 4762 2.97 155 5119 S J-1673 4978 0.84 64 5125 S J-1676 4808 1.67 135 5119 S J-1681 4762 0.79 91 4972 NW J-1685 4726 1.46 107 4973 NW J-1687 4822 3.43 129 5121 S J-1690 4764 2.97 91 4973 NW J-1692 4828 1.28 126 5120 S J-1695 4814 1.67 132 5119 S J-1698 4810 3.43 136 5123 S J-1700 5014 2.49 48 5125 S J-1702 4672 1.91 130 4974 NW J-1704 4806 1.67 136 5119 S J-1708 4838 1.28 122 5120 S J-1713 4780 2.31 84 4973 NW J-1715 4860 1 112 5120 S J-1719 4906 1.52 93 5120 S J-1720 4906 1.52 93 5120 S J-1722 4798 1.67 139 5119 S J-1723 4798 1.67 139 5119 S J-1725 4700 3.22 138 5018 N J-1729 4798 2.97 139 5120 S J-1731 4996 2.49 56 5125 S J-1732 4800 1.67 138 5119 S J-1734 4758 0.69 113 5018 N J-1736 4670 1.91 131 4974 NW J-1737 4670 1.91 131 4974 NW J-1739 4934 0.01 82 5123 S J-1744 4900 0.27 95 5120 S J-1745 4708 2.71 134 5018 N J-1748 4766 2.97 153 5119 S J-1750 4816 3.43 133 5123 S J-1752 4814 1.67 132 5119 S J-1762 4858 3.89 114 5122 S 11/15/06 City of Bozeman Water Model 19 Scenario: 2005 Average Day - Existing System Steady State Label Elevation Base Flow Pressure Calculated Zone (ft) (gpm) (psi) Hydraulic Grade(ft1 J-1766 4800 1.67 138 5119 S J-1767 4828 1.32 126 5119 S J-1768 4828 1.32 126 5119 S J-1770 4914 0.27 89 5120 S J-1771 4914 0.27 89 5120 S J-1772 4816 1.3 131 5119 S J-1773 4814 1.3 132 5119 S J-1775 4760 0.62 92 4972 NW J-1778 4830 2.37 127 5124 S J-1785 4810 1.67 134 5119 S J-1790 4664 1.91 134 4974 NW J-1791 4752 0.01 96 4973 NW J-1792 4744 2.71 118 5016 N J-1793 4744 2.71 118 5016 N J-1795 4768 2.37 152 5120 S J-1800 4678 0.39 128 4973 NW J-1802 4858 3.89 115 5124 S J-1803 4792 1.12 144 5124 S J-1806 4800 1.12 140 5123 S J-1809 4838 1.67 122 5119 S J-1812 4866 2.49 112 5124 S J-1817 4730 0.84 125 5018 N J-1818 4730 0.84 125 5018 N J-1820 4792 1.67 142 5119 S J-1822 4758 2.97 156 5119 S J-1828 4908 0.27 92 5120 S J-1831 4706 0.84 135 5018 N J-1832 4888 2.49 102 5124 S J-1834 4770 1.12 153 5123 S J-1835 4760 0.62 92 4972 NW J-1838 4808 1.3 135 5120 S J-1840 4878 1.95 107 5124 S J-1842 4826 1.3 127 5119 S J-1844 4808 1.67 135 5119 S J-1845 4808 1.67 135 5119 S J-1847 4774 2.97 149 5119 S J-1850 4788 2.97 143 5119 S J-1852 4818 0.48 132 5124 S J-1856 4804 1.67 136 5119 S J-1857 4750 0.69 116 5018 N J-1862 4828 1.67 126 5119 S J-1863 4816 1.67 131 5119 S J-1867 4776 2.97 85 4973 NW J-1868 4830 1.9 125 5119 S J-1869 4830 1.9 125 5119 S J-1871 4828 1.28 126 5120 S J-1874 4830 1.3 125 5119 S J-1877 4876 3.04 106 5122 S J-1879 4790 2.17 143 5120 S J-1882 4988 1.95 59 5125 S 11/15/06 City of Bozeman Water Model 20 Scenario: 2005 Average Day - Existing System Steady State Label Elevation Base Flow Pressure Calculated Zone (ft) (gpm) (psi) Hydraulic Grade (ft) J-1885 4898 0.21 96 5120 S J-1887 4820 3.04 130 5120 S J-1888 4764 2.17 154 5119 S J-1890 4864 1.95 113 5124 S J-1893 4938 1.34 81 5125 S J-1895 4958 1.95 72 5125 S J-1899 4812 1.3 133 5119 S J-1901 4828 1.67 126 5119 S J-1908 4754 0.01 95 4973 NW J-1913 4890 2.49 101 5124 S J-1914 4802 1.67 137 5119 S J-1917 4760 0.79 92 4972 NW J-1921 4836 1.9 123 5119 S J-1925 4790 1.67 143 5119 S J-1927 4768 2.97 89 4973 NW J-1929 4838 1.28 122 5120 S J-1930 4882 0.7 105 5124 S J-1933 4940 2.49 80 5125 S J-1935 4830 1.67 125 5119 S J-1939 4870 2.29 108 5120 S J-1942 4756 2.97 157 5119 S J-1944 4754 0.69 114 5018 N J-1946 4842 1.44 120 5119 S J-1952 4782 2.97 83 4973 NW J-1955 4968 2.49 68 5125 S J-1961 4814 1.67 132 5119 S J-1963 4724 0.84 127 5018 N J-1966 4764 2.97 91 4973 NW J-1972 4786 2.31 81 4973 NW J-1974 4814 2.68 134 5123 S J-1975 4814 2.68 134 5123 S J-1981 4720 2.12 130 5020 N J-1984 4788 2.31 80 4973 NW J-1987 4746 0.62 98 4972 NW J-1989 4758 2.31 156 5119 S J-1991 4734 2.12 124 5020 N J-2000 4800 1.3 138 5119 S J-2006 4976 0.66 65 5125 S J-2007 4792 1.3 142 5119 S J-2009 4808 1.3 135 5120 S J-2011 4766 2.97 153 5119 S J-2015 4754 0.01 95 4973 NW J-2016 4814 1.25 132 5119 S J-2018 4858 2.49 115 5124 S J-2020 4782 2.37 146 5120 S J-2021 4772 2.97 87 4973 NW J-2024 4806 3.43 137 5123 S J-2027 4806 1.67 136 5119 S J-2029 4808 1.25 71 4972 NW J-2030 4764 1.85 154 5119 S 11/15/06 City of Bozeman Water Model 21 Scenario: 2005 Average Day - Existing System Steady State Label Elevation Base Flow Pressure Calculated Zone (ft) (gpm) (psi) Hydraulic Grade (ft) J-2031 4764 1.85 154 5119 S J-2033 4742 1.46 100 4973 NW J-2034 4780 2.37 149 5124 S J-2035 4762 1.85 155 5120 S J-2036 4762 1.85 155 5120 S J-2039 4792 1.3 142 5119 S J-2040 4860 3.89 114 5124 S J-2044 4774 2.97 149 5119 S J-2046 4814 1.67 132 5119 S J-2050 4918 0.27 87 5120 S J-2052 4712 2.71 132 5018 N J-2057 4868 0.01 110 5121 S J-2060 4756 0.79 94 4972 NW J-2065 4824 3.89 128 5120 S J-2066 4800 1.67 138 5119 S J-2070 4822 3.89 129 5121 S J-2072 4798 2.97 139 5120 S J-2074 4778 2.97 148 5119 S J-2079 4860 2.78 112 5119 S J-2080 4860 2.17 112 5119 S J-2082 4788 2.31 80 4973 NW J-2086 4824 3.04 129 5121 S J-2087 4842 2.17 120 5119 S J-2090 4690 2.41 123 4973 NW J-2091 4690 2.41 123 4973 NW J-2094 4826 1.67 127 5119 S J-2096 4760 2.97 155 5119 S J-2099 5040 2.44 36 5124 Hilltop Tank J-2104 4868 3.89 109 5121 S J-2107 4868 0.01 109 5120 S J-2109 4842 3.89 122 5123 S J-2111 4718 3.75 111 4973 NW J-2113 4804 3.43 138 5122 S J-2114 4770 2.97 151 5119 S J-2119 4696 0.01 120 4973 NW J-2121 4826 1.9 127 5119 S J-2122 4826 1.9 127 5119 S J-2123 4770 2.37 153 5124 S J-2127 4794 1.67 141 5119 S J-2129 4820 0.7 131 5124 S J-2130 4820 1.32 131 5124 S J-2132 4800 1.67 138 5119 S J-2135 4828 1.28 126 5120 S J-2138 4782 2.97 146 5119 S J-2140 5024 1.91 43 5124 S J-2141 4880 3.04 105 5123 S J-2151 4650 1.49 140 4974 NW J-2153 4726 2.92 107 4973 NW J-2155 4956 1.95 73 5125 S J-2159 4978 1.95 64 5125 S 11/15/06 City of Bozeman Water Model 22 Scenario: 2005 Average Day - Existing System Steady State Label Elevation Base Flow Pressure Calculated Zone (ft) (gpm) (psi) Hydraulic Grade (ft) J-2160 4978 1.95 64 5,125 S J-2162 4798 1.3 139 5119 S J-2164 4682 1.49 126 4974 NW J-2166 4802 0.87 138 5122 S J-2168 4836 3.04 123 5120 S J-2170 4977 2.49 64 5125 S J-2171 4886 3.89 103 5123 S J-2174 4766 2.37 154 5122 S J-2175 4874 2.29 106 5120 S J-2176 4874 2.29 106 5120 S J-2178 4808 1.67 135 5119 S J-2179 4828 3.89 127 5122 S J-2182 4938 0.01 79 5121 S J-2191 4774 1.12 151 5124 S J-2193 4660 1.91 136 4974 NW J-2196 4790 1.67 142 5119 S J-2205 5034 2.44 39 5124 S J-2208 5004 2.49 52 5125 S J-2211 4782 0.87 148 5124 S J-2213 5030 1.91 41 5124 S J-2214 4882 3.04 105 5124 S J-2215 4882 3.04 105 5124 S J-2216 4958 1.95 72 5125 S J-2219 5014 1.91 47 5124 S J-2220 4818 2.31 131 5121 S J-2222 4818 2.68 132 5123 S J-2223 4818 2.68 132 5123 S J-2226 4890 1.95 101 5124 S J-2230 4844 2.17 119 5119 S J-2235 4830 2.65 127 5124 S J-2236 4832 3.39 126 5124 S J-2239 5032 2.44 40 5124 S J-2241 4804 0.53 93 5018 N J-2244 4752 0.79 95 4972 NW J-2245 4752 0.79 95 4972 NW J-2248 4718 2.71 130 5019 N J-2250 4852 3.89 117 5122 S J-2251 4720 0.01 110 4973 NW J-2253 4774 2.97 86 4973 NW J-2255 4676 1.91 129 4974 NW J-2256 4842 1.44 120 5119 S J-2258 4774 2.97 149 5119 S J-2261 4770 20.71 151 5119 S J-2263 4686 0.01 124 4973 NW J-2266 4788 1.3 143 5119 S J-2270 4764 2.31 154 5119 S J-2272 4818 3.89 131 5121 S J-2274 4694 1.32 88 4898 N2 J-2276 4998 2.49 55 5125 S J-2282 4676 2.41 129 4974 NW 11/15/06 City of Bozeman Water Model 23 Scenario: 2005 Average Day - Existing System Steady State Label Elevation Base Flow Pressure Calculated Zone (ft) (gpm) (psi) Hydraulic Grade (ft) J-2283 4934 0.4 80 5120 S J-2285 4746 0.01 98 4973 NW J-2287 4908 47.03 93 5122 S J-2291 4926 0.01 85 5122 S J-2294 4702 2.71 137 5018 N J-2297 4720 0.01 110 4973 NW J-2298 4708 3.75 115 4973 NW J-2301 4918 2.49 89 5125 S J-2303 4690 0.01 123 4973 NW J-2304 5042 0.66 36 5125 S J-2305 4832 1.3 124 5119 S J-2310 4986 1.91 60 5124 S J-2311 4918 2.49 89 5125 S J-2313 4922 1.34 87 5124 S J-2314 4922 20.71 87 5124 S J-2319 4824 1.28 128 5120 S J-2321 4862 3.89 112 5120 S J-2327 4756 2.37 160 5125 S J-2328 4884 2.49 104 5124 S J-2337 4800 1.67 138 5119 S J-2340 4842 1.67 120 5119 S J-2341 4894 2.49 100 5124 S J-2343 4866 2.29 110 5120 S J-2345 4838 1.67 122 5119 S J-2346 4812 3.43 135 5123 S J-2347 4842 2.17 120 5120 S J-2348 4842 2.17 120 5120 S J-2350 4844 2.17 119 5119 S J-2354 4860 3.04 114 5124 S J-2355 5018 2.44 46 5124 S J-2356 5018 2.44 46 5124 S J-2357 4772 2.37 152 5124 S J-2361 4802 3.43 139 5123 S J-2364 4900 0.01 96 5121 S J-2368 4834 1.67 123 5119 S J-2371 4820 2.78 130 5120 S J-2372 4918 0.27 87 5120 S J-2375 4816 3.43 133 5123 S J-2376 4816 3.43 133 5123 S J-2378 4862 2.15 112 5120 S J-2380 4756 2.97 157 5119 S J-2381 4802 1.12 139 5122 S J-2382 4926 0.01 85 5124 S J-2383 4926 0.01 85 5124 S J-2384 4816 3.43 133 5123 S J-2387 4898 0.27 96 5120 S J-2391 4746 0.79 98 4972 NW J-2398 4900 1.93 97 5124 S J-2409 4724 2.71 128 5020 N J-2417 4762 2.97 154 5119 S 11/15/06 City of Bozeman Water Model 24 Scenario: 2005 Average Day - Existing System Steady State Label Elevation Base Flow Pressure Calculated Zone (ft) (gpm) (psi) Hydraulic Grade (ft) J-2430 4844 1.13 119 5,119 S J-2431 4718 2.12 130 5018 N J-2432 4720 2.12 129 5018 N J-2438 4746 0.79 98 4972 NW J-2439 4636 0.01 147 4975 NW J-2443 4822 1.67 129 5119 S J-2447 4816 1.67 131 5119 S J-2451 4754 0.79 94 4972 NW J-2457 4730 2.71 125 5020 N I J-2459 4926 47.03 84 5121 S J-2460 4814 3.43 134 5123 S J-2461 4814 3.43 134 5123 S J-2465 4818 0.01 130 5119 S J-2472 4740 2.71 121 5019 N J-2473 4740 2.71 121 5019 N J-2474 4926 1.34 86 5124 S J-2475 4924 1.05 86 5124 S J-2477 5096 0.01 13 5127 Sourdough Tank J-2478 4860 2.17 112 5119 S J-2484 4718 0.01 110 4973 NW J-2488 4820 2.78 130 5120 S J-2491 4744 1.46 99 4973 NW J-2492 4744 1.46 99 4973 NW J-2496 4814 1.67 132 5119 S J-2497 4724 2.71 128 5020 N J-2499 4908 0.27 92 5120 S J-2500 4874 0.48 108 5124 S J-2504 4754 0.69 114 5018 N J-2509 4824 1.67 128 5119 S J-2511 4900 1.93 97 5124 S J-2514 5038 0.84 38 5125 S J-2516 4716 0.01 111 4973 NW J-2522 4748 0.79 97 4972 NW J-2525 4754 1.46 158 5119 S J-2527 4718 0.01 110 4973 NW J-2529 4830 3.39 127 5124 S J-2532 4820 0.01 129 5119 S J-2533 4762 2.97 154 5119 S J-2535 4976 2.44 64 5124 S J-2537 4774 1.12 150 5120 S J-2538 4816 2.78 131 5120 S J-2542 4848 1.68 118 5120 S J-2545 4836 1.49 123 5119 S J-2547 4784 2.31 145 5120 S J-2548 4782 1.12 148 5124 S J-2557 4770 1.12 153 5123 S J-2560 4818 0.01 130 5119 S J-2561 4818 0.01 130 5119 S J-2563 4862 3.89 112 5121 S J-2565 4920 0.01 88 5122 S 11/15/06 City of Bozeman Water Model 25 Scenario: 2005 Average Day - Existing System Steady State Label Elevation Base Flow Pressure Calculated Zone (ft) (gpm) (psi) Hydraulic Grade (ft) J-2577 4736 2.71 121 5016 N J-2580 4812 3.43 135 5123 S J-2587 4774 1.12 151 5123 S J-2600 4810 2.97 134 5120 S J-2602 4918 0.27 87 5120 S J-2604 4934 0.4 80 5120 S J-2606 4720 0.01 110 4973 NW J-2610 4942 1.95 79 5125 S J-2611 4782 2.17 146 5120 S J-2612 4812 2.68 135 5123 S J-2613 4758 0.62 93 4972 NW J-2614 4846 2.15 118 5120 S J-2619 4714 0.01 112 4973 NW J-2622 4800 1.12 140 5124 S J-2623 4800 1.12 140 5124 S J-2625 4810 3.43 136 5124 S J-2627 4760 1.32 155 5119 S J-2631 4830 3.89 126 5121 S J-2639 4800 1.67 138 5119 S J-2642 4810 1.25 134 5119 S J-2644 5066 2.44 25 5124 Hilltop Tank J-2645 5066 2.44 25 5124 Hilltop Tank J-2653 4688 3.75 124 4974 NW J-2657 4920 0.27 87 5120 S J-2658 4936 0.31 80 5120 S J-2659 4812 0.98 133 5119 S J-2662 4714 0.01 112 4973 NW J-2663 4780 2.78 147 5120 S J-2665 4674 1.91 130 4974 NW J-2666 4674 1.91 130 4974 NW J-2672 4824 1.67 128 5119 S J-2673 4736 2.71 123 5019 N J-2674 4736 2.71 123 5019 N J-2675 4738 2.71 122 5020 N J-2676 4738 2.71 122 5020 N J-2677 4918 1.34 89 5124 S J-2678 4806 1.67 136 5119 S J-2686 4972 1.34 66 5124 S J-2687 4970 1.34 67 5124 S J-2688 4934 2.49 83 5125 S J-2689 4934 1.95 83 5125 S J-2691 5082 1.91 18 5124 Hilltop Tank J-2694 4798 0.87 141 5123 S J-2700 4890 2.49 101 5124 S J-2707 4796 1.25 140 5119 S J-2708 4942 2.44 79 5124 S J-2709 4938 2.44 80 5124 S J-2710 4782 0.01 82 4972 NW J-2711 4782 1.67 82 4972 NW J-2712 4836 3.89 123 5121 S 11/15/06 City of Bozeman Water Model 26 Scenario: 2005 Average ®ay - Existing System Steady State Label Elevation Base Flow Pressure Calculated Zone (ft) (gpm) (psi) Hydraulic Grade (ft) J-2713 4836 3.89 123 5,121 S J-2715 4746 0.01 98 4973 NW J-2719 4782 0.01 146 5119 S J-2720 4784 0.01 145 5119 S J-2721 4790 1.67 143 5119 S J-2722 4748 1.85 161 5120 S J-2723 4748 1.45 161 5120 S J-2725 4814 2.17 132 5120 S J-2726 4814 2.17 132 5120 S J-2727 4758 2.31 93 4973 NW J-2730 4744 1.32 118 5016 N J-2732 4780 1.67 82 4969 NW J-2734 4828 1.28 126 5120 S J-2736 4642 3.36 144 4974 NW J-2739 5022 0.84 45 5126 S J-2741 4742 0.01 100 4973 NW J-2744 4706 2.71 135 5018 N J-2752 4750 0.01 97 4973 NW J-2755 4988 2.44 59 5124 S J-2757 4950 0.84 76 5125 S J-2759 4716 2.71 131 5018 N J-2760 4716 2.71 131 5018 N J-2763 4958 2.44 72 5124 S J-2769 4760 2.97 155 5119 S J-2770 4760 2.97 155 5119 S J-2771 4780 2.78 147 5120 S J-2772 4760 1.32 155 5119 S J-2773 4836 1.28 123 5120 S J-2777 4756 0.79 94 4972 NW J-2778 4756 0.79 94 4972 NW J-2780 4722 0.01 109 4973 NW J-2787 4886 0.01 103 5123 S J-2789 4918 1.05 89 5124 S J-2791 4910 1.05 92 5124 S J-2792 4912 1.34 92 5124 S J-2796 4762 2.37 155 5120 S J-2798 4758 0.01 160 5127 PUMP J-2803 4836 0.48 124 5124 S J-2807 4886 2.49 103 5124 S J-2808 4826 1.9 127 5119 S J-2815 4716 2.71 131 5018 N J-2820 4926 1.34 86 5124 S J-2822 4796 1.25 76 4972 NW J-2824 5012 2.49 49 5125 S J-2831 4830 3.89 126 5120 S J-2834 4754 2.37 160 5125 S J-2837 4938 0.01 79 5121 S J-2838 4824 1.3 128 5119 S J-2841 4872 3.04 109 5124 S J-2844 4686 1.88 124 4973 NW 11/15/06 City of Bozeman Water Model 27 Scenario: 2005 Average ®ay - Existing System Steady State Label Elevation Base Flow Pressure Calculated Zone (ft) (gpm) (psi) Hydraulic Grade (ft) J-2853 4896 0.21 97 5120 S J-2856 4686 1.03 92 4898 N2 J-2858 4714 0.01 112 4973 NW J-2861 4690 1.88 123 4973 NW J-2862 4690 1.88 123 4973 NW J-2868 5022 1.91 44 5124 S J-2869 4854 2.17 115 5119 S J-2872 4744 0.01 99 4973 NW J-2875 4762 1.85 155 5120 S J-2877 4842 1.32 120 5119 S J-2880 4884 2.49 104 5124 S J-2883 4808 1.67 135 5119 S J-2887 4698 3.75 119 4974 NW J-2888 4698 3.75 119 4974 NW J-2889 4980 2.49 63 5125 S J-2892 4752 1.46 159 5119 S J-2895 4660 2.41 136 4974 NW J-2896 4726 1.46 107 4973 NW J-2902 4868 2.29 109 5120 S J-2903 4828 1.28 126 5120 S J-2904 4980 2.49 63 5125 S J-2909 4772 1.12 150 5120 S J-2910 4774 1.12 150 5120 S J-2911 4800 1.67 138 5119 S J-2912 4872 2.29 107 5120 S J-2913 4872 2.29 107 5120 S J-2914 4878 2.49 107 5124 S J-2917 4770 2.97 151 5119 S J-2918 4816 1.67 131 5119 S J-2919 4718 0.01 110 4973 NW J-2920 4718 0.01 110 4973 NW J-2921 4722 0.01 109 4973 NW J-2929 4821 3.3 131 5124 S J-2931 4716 0.01 111 4973 NW J-2933 4978 1.95 64 5125 S J-2934 4978 1.95 64 5125 S J-2936 4950 1.91 75 5124 S J-2938 4736 1.14 103 4973 NW J-2940 4714 0.01 112 4973 NW J-2942 4970 0.66 67 5125 S J-2946 4914 0.21 89 5120 S J-2947 4914 0.27 89 5120 S J-2948 4864 2.29 111 5120 S J-2951 4760 2.97 155 5119 S J-2954 4944 2.49 78 5125 S J-2955 4820 0.01 129 5119 S J-2956 4820 0.01 129 5119 S J-2957 4884 2.49 104 5124 S J-2964 4864 2.78 111 5120 S J-2966 4790 2.97 143 5120 S 11/15/06 City of Bozeman Water Model 28 Scenario: 2005 Average ®ay - Existing System Steady State Label Elevation Base Flow Pressure Calculated Zone (ft) (gpm) (psi) Hydraulic Grade (ft) J-2970 5004 2.49 52 5125 S J-2971 4862 2.78 111 5120 S J-2973 4932 1.34 83 5124 S J-2974 4934 1.34 82 5124 S J-2975 4788 1.3 143 5119 S J-2979 4812 0.01 133 5119 S J-2980 4812 0.01 133 5119 S J-2983 4734 2.12 122 5017 N J-2984 4812 1.3 133 5119 S J-2985 4888 1.95 102 5124 S J-2987 4908 0.21 92 5120 S J-2989 4790 1.3 143 5119 S J-2990 4800 3.3 140 5124 S J-2992 4722 0.01 109 4973 NW J-2999 4812 1.3 133 5119 S J-3000 4938 0.31 79 5120 S J-3008 4808 1.67 135 5119 S J-3011 4836 1.28 123 5120 S J-3013 5034 0.84 39 5125 S J-3014 5036 0.84 39 5125 S J-3015 4770 2.37 153 5124 S J-3018 4942 2.49 79 5125 S J-3024 4724 0.84 127 5018 N J-3025 4806 1.25 136 5119 S J-3027 4722 0.01 109 4973 NW J-3030 4766 2.97 153 5119 S J-3031 4766 2.97 153 5119 S J-3035 4812 1.67 133 5119 S J-3038 4788 2.97 143 5120 S J-3039 4788 2.31 143 5120 S J-3042 4722 2.12 128 5017 N J-3044 4820 1.3 130 5120 S J-3046 4726 2.12 126 5017 N J-3049 4742 0.54 120 5018 N J-3050 4678 1.49 128 4974 NW J-3052 4754 1.14 158 5119 S J-3062 4788 1.03 144 5120 S J-3063 4788 2.31 144 5120 S J-3064 4770 2.31 151 5119 S J-3074 4744 1.14 99 4973 NW J-3078 4762 2.97 91 4973 NW J-3079 4824 1.67 128 5119 S J-3080 4824 1.67 128 5119 S J-3082 4994 2.49 57 5125 S J-3085 4782 2.97 146 5119 S J-3086 4958 0.84 72 5125 S J-3089 4814 1.67 132 5119 S J-3094 4778 1.67 83 4969 NW J-3097 4988 2.44 59 5124 S J-3099 4842 1.44 120 5119 S 11/15/06 City of Bozeman Water Model 29 Scenario: 2005 Average ®ay a Existing System Steady State Label Elevation Base Flow Pressure Calculated Zone (ft) (gpm) (psi) Hydraulic Grade (ft) J-31 W 4760 0.79 92 4972 NW J-3105 4748 1.46 160 5119 S J-3108 4792 1.67 142 5119 S J-3109 4644 2.62 143 4974 NW J-3116 4810 3.3 136 5124 S J-3121 4762 1.85 156 5122 S J-3123 4872 3.04 109 5124 S J-3126 4844 1.44 119 5119 S J-3130 4760 2.97 92 4973 NW J-3131 4964 0.84 70 5125 S J-3133 4976 2.49 64 5125 S J-3135 4762 2.97 91 4973 NW J-3139 4936 2.44 81 5124 S J-3141 4716 2.71 131 5018 N J-3142 4886 0.01 101 5120 S J-3143 4758 2.97 156 5119 S J-3145 4752 1.85 159 5120 S J-3147 4770 2.97 151 5119 S J-3152 4756 0.79 94 4972 NW J-3153 4788 2.97 143 5119 S J-3154 4790 1.67 142 5119 S J-3160 4806 1.67 136 5119 S J-3163 4770 2.97 151 5119 S J-3165 4684 1.32 93 4898 N2 J-3166 4976 2.44 64 5124 S J-3169 5000 2.44 54 5124 S J-3174 4998 2.49 55 5125 S J-3175 4810 1.67 134 5119 S J-3179 4720 0.01 110 4973 NW J-3181 5080 0.01 56 5209 WTP J-3182 5074 0.01 58 5209 WTP J-3185 5002 2.49 53 5125 S J-3186 4930 1.34 84 5124 S J-3187 4926 1.34 86 5124 S J-3189 4808 1.67 135 5119 S J-3193 4824 1.67 128 5119 S J-3196 4738 2.71 120 5016 N J-3198 4892 0.01 99 5121 S J-3200 5004 2.49 52 5125 S J-3201 4952 0.84 75 5125 S J-3202 4880 0.01 104 5121 S J-3204 4746 0.79 98 4972 NW J-3206 4880 0.01 104 5121 S J-3207 4836 1.28 123 5120 S J-3208 4808 1.67 135 5119 S J-3209 4806 1.67 136 5119 S J-3210 4880 0.01 104 5121 S J-3211 4758 16.19 160 5127 S J-3214 4814 1.67 132 5119 S J-3217 4786 2.97 144 5119 S 11/15/06 City of Bozeman Water Model 30 Scenario: 2005 Average Day - Existing System Steady State Label Elevation Base Flow Pressure Calculated Zone (ft) (gpm) (psi) Hydraulic Grade (ft) J-3219 4774 2.97 149 5119 S J-3221 4956 2.49 73 5125 S J-3222 4702 0.01 117 4973 NW J-3224 4766 1.45 152 5117 S J-3226 4698 2.51 138 5018 N J-3229 4770 2.31 151 5119 S J-3235 4786 1.67 144 5119 S J-3237 4796 1.67 140 5119 S J-3238 4796 1.67 140 5119 S J-3241 4844 2.78 119 5120 S J-3243 4760 2.97 155 5119 S J-3244 4762 2.97 154 5119 S J-3246 4830 3.89 125 5120 S J-3247 4840 1.67 121 5119 S J-3248 4840 1.67 121 5119 S J-3251 4862 2.15 112 5120 S J-3256 4720 0.01 110 4973 NW J-3260 4764 0.69 110 5018 N J-3263 4776 2.37 151 5124 S J-3265 4758 0.69 113 5018 N J-3270 4922 1.34 87 5124 S J-3271 5002 2.44 53 5124 S J-3279 4980 2.49 63 5125 S J-3280 4812 1.67 133 5119 S J-3282 4812 1.67 133 5119 S J-3284 4780 1.67 82 4969 NW J-3285 4780 1.67 82 4969 NW J-3286 4940 1.95 80 5125 S J-3287 4826 1.3 127 5119 S J-3288 4840 1.13 121 5119 S J-3293 4844 1.44 119 5119 S J-3296 4822 1.67 129 5119 S J-3297 4708 2.71 134 5018 N J-3298 4756 1.46 157 5119 S J-3301 4932 1.34 83 5124 S J-3302 4796 1.25 76 4972 NW J-3307 4750 0.79 96 4972 NW J-3310 4768 2.97 152 5119 S J-3314 4776 2.97 149 5119 S J-3316 4772 2.97 150 5119 S J-3319 4824 1.9 128 5119 S J-3320 4938 1.71 81 5125 S J-3321 4812 1.67 133 5119 S J-3322 5056 2.44 29 5124 Hilltop Tank J-3324 4772 1.12 152 5123 S J-3325 4760 2.97 155 5119 S J-3326 4762 2.97 154 5119 S J-3328 4746 0.79 98 4972 NW J-3335 4780 2.97 147 5119 S J-3336 4676 0.01 129 4973 NW 11/15/06 City of Bozeman Water Model 31 Scenario: 2005 Average Day - Existing System Steady State Label Elevation Base Flow Pressure Calculated Zone (ft) (gpm) (psi) Hydraulic Grade (ft) J-3338 4818 1.67 130 5119 S J-3341 4986 0.66 60 5125 S J-3342 4724 2.12 127 5017 N J-3345 4824 2.17 128 5120 S J-3346 4894 1.95 100 5124 S J-3352 4834 1.67 123 5119 S J-3353 4838 3.89 124 5124 S J-3355 4758 1.46 156 5119 S J-3357 4990 2.49 58 5125 S J-3359 4686 1.91 124 4973 NW J-3361 4850 1.44 117 5119 S J-3362 4824 1.67 128 5120 S J-3364 4872 2.29 107 5120 S J-3374 4852 3.89 117 5123 S J-3377 4850 2.78 116 5119 S J-3379 4788 2.97 80 4973 NW J-3380 4824 1.67 128 5119 S J-3381 4824 1.67 128 5119 S J-3384 4986 2.49 60 5125 S J-3392 4796 1.67 140 5119 S J-3394 4750 0.69 116 5018 N J-3395 4802 1.25 137 5119 S J-3400 4806 1.67 136 5119 S J-3401 4806 1.67 136 5119 S J-3405 4896 3.89 98 5123 S J-3406 4816 1.67 131 5119 S J-3407 4816 1.3 131 5119 S J-3411 4716 1.03 111 4973 NW J-3413 4712 0.01 113 4973 NW J-3414 4710 0.01 114 4973 NW J-3416 4746 2.12 119 5020 N J-3418 4978 0.66 64 5125 S J-3419 4758 2.31 93 4973 NW J-3421 4764 2.17 154 5119 S J-3422 4740 2.12 121 5020 N J-3424 4812 2.17 133 5120 S J-3425 4812 2.17 133 5120 S J-3426 4758 1.32 156 5119 S J-3428 4808 1.25 135 5119 S J-3430 4802 2.97 138 5120 S J-3431 4804 2.97 137 5120 S J-3437 4964 2.49 70 5125 S J-3440 4908 0.27 92 5120 S J-3444 4842 2.78 120 5120 S J-3446 4778 2.97 84 4973 NW J-3447 4806 1.25 136 5119 S J-3448 4898 0.01 97 5121 S J-3449 4892 0.01 99 5121 S J-3451 4768 2.37 154 5124 S J-3452 4790 1.67 142 5119 S 11/15/06 City of Bozeman Water Model 32 Scenario: 2005 Average ®ay - Existing System Steady State Label Elevation Base Flow Pressure Calculated Zone (ft) (gpm) (psi) Hydraulic Grade (ft) J-3454 4798 0.98 75 4972 1 NW J-3455 4796 0.98 76 4972 NW J-3458 4824 3.04 129 5122 S J-3463 4712 0.01 113 4973 NW J-3464 4722 2.71 129 5019 N J-3469 5020 0.84 46 5126 S J-3472 4828 1.28 126 5120 S J-3473 4724 2.71 127 5017 N J-3474 4804 1.25 136 5119 S J-3475 5092 0.01 15 5127 Sourdough Tank J-3476 4866 2.29 110 5120 S J-3479 4772 0.69 106 5018 N J-3481 4762 2.37 156 5122 S J-3482 4762 2.37 156 5122 S J-3483 4802 1.25 74 4972 NW J-3487 4814 1.67 132 5119 S J-3488 4814 1.67 132 5119 S J-3492 4848 1.28 118 5120 S J-3493 4838 1.67 122 5119 S J-3494 4692 1.91 122 4973 NW J-3498 4818 0.48 132 5124 S J-3499 4682 1.91 126 4974 NW J-3500 4786 1.12 146 5124 S J-3508 4756 2.97 94 4973 NW J-3510 4792 1.67 142 5119 S J-3511 4722 0.01 109 4973 NW J-3517 4824 1.67 128 5119 S J-3518 4824 1.67 128 5119 S J-3519 4984 2.49 61 5125 S J-3524 4992 2.49 58 5125 S J-3526 4876 2.49 107 5124 S J-3527 4726 0.84 126 5018 N J-3531 4914 0.27 89 5120 S J-3533 4698 0.01 119 4973 NW J-3536 4874 3.89 107 5122 S J-3553 4708 0.01 115 4973 NW J-3554 4796 1.67 140 5119 S J-3555 4796 1.67 140 5119 S J-3559 4942 2.49 79 5125 S J-3560 4804 1.25 73 4972 NW J-3561 4782 2.97 146 5119 S J-3567 5046 1.91 34 5124 Hilltop Tank J-3568 5050 1.91 32 5124 Hilltop Tank J-3571 4800 2.31 139 5120 S J-3572 4820 3.04 131 5123 S J-3573 4764 2.97 154 5119 S J-3576 4924 0.01 86 5122 S J-3577 4924 0.01 86 5122 S J-3578 4858 2.78 113 5119 S J-3581 4744 1.46 99 4973 NW 11/15/06 City of Bozeman Water Model 33 Scenario: 2005 Average Day - Existing System Steady State Label Elevation Base Flow Pressure Calculated Zone (ft) (gpm) (psi) Hydraulic Grade (ft) J-3582 4938 0.4 79 5120 S J-3584 4852 2.78 116 5119 S J-3585 4764 2.97 154 5119 S J-3586 4720 2.71 129 5018 N J-3588 4726 0.84 126 5018 N J-3592 5114 0.01 41 5209 WTP J-3593 4758 2.97 93 4973 NW J-3594 4688 3.75 124 4974 NW J-3597 4762 2.97 91 4973 NW J-3598 4762 2.97 91 4973 NW J-3602 4756 2.97 94 4973 NW J-3605 4984 0.84 61 5125 S J-3608 4782 2.97 83 4973 NW J-3613 4716 0.92 111 4973 NW J-3615 4682 0.39 126 4973 NW J-3616 4916 1.34 90 5124 S J-3617 4678 0.31 128 4973 NW J-3621 4854 3.04 116 5122 S J-3626 4836 1 123 5120 S J-3627 4824 1.3 128 5119 S J-3630 1 4772 0.55 152 5124 S J-3633 4954 0.66 74 5125 S J-3634 4672 0.31 130 4973 NW J-3637 4982 1.95 62 5125 S J-3640 4902 1.52 94 5120 S J-3641 4832 1 124 5120 S J-3642 4738 2.12 122 5020 N J-3643 4984 1.95 61 5125 S J-3650 5002 1.91 53 5124 S J-3652 4810 0.98 134 5119 S J-3653 4958 1.91 72 5124 S J-3654 4746 1.14 161 5119 S J-3655 4814 1.3 132 5119 S J-3656 4786 0.87 146 5124 S J-3667 4730 2.12 125 5020 N J-3673 4774 2.97 86 4973 NW J-3681 4688 0.01 124 4973 NW J-3682 4950 0.84 76 5125 S J-3686 4702 0.01 117 4973 NW J-3688 4714 2.71 131 5018 N J-3690 4866 0.48 111 5124 S J-3692 4786 2.97 81 4973 NW J-3701 4750 0.79 96 4972 NW J-3707 4998 2.49 55 5125 S J-3713 4800 2.78 138 5120 S J-3714 4892 2.49 101 5124 S J-3715 4878 2.29 105 5120 S J-3717 4844 3.89 121 5124 S J-3718 4822 3.04 129 5120 S J-3721 4760 0.62 92 4972 NW 11/15/06 City of Bozeman Water Model 34 Scenario: 2005 Average Day - Existing System Steady State Label Elevation Base Flow Pressure Calculated Zone (ft) (gpm) (psi) Hydraulic Grade (ft) J-3726 4724 0.01 108 4973 NIN J-3727 4972 0.01 66 5125 S J-3731 4870 0.01 110 5123 S J-3734 4704 0.01 117 4973 NW J-3738 4778 2.97 84 4973 NW J-3739 4762 2.97 91 4973 NW J-3746 4846 2.15 118 5120 S J-3747 4908 2.49 94 5125 S J-3754 4706 0.84 135 5018 N J-3755 4804 2.97 137 5120 S J-3758 4840 3.89 123 5124 S J-3760 4896 1.93 99 5124 S J-3762 4828 0.48 128 5124 S J-3764 4782 1.12 148 5124 S J-3765 4756 1.85 160 5125 S J-3768 4800 0.98 138 5119 S J-3781 4838 3.04 124 5123 S J-3782 4772 0.54 106 5018 N J-3783 4846 1 118 5120 S J-3785 4838 3.04 123 5123 S J-3791 4826 2.17 127 5120 S J-3793 4682 1.03 93 4898 N2 J-3794 4904 1.95 95 5125 S J-3797 4828 1.3 126 5119 S J-3799 4864 36.67 111 5120 S J-3800 4800 0.87 139 5122 S J-3802 4802 1.12 138 5121 S J-3805 4858 1.28 113 5120 S J-3808 4764 2.97 91 4973 NW J-3810 4807 4.23 137 5124 S J-3811 4809 4.23 136 5124 S J-3813 4786 2.97 144 5120 S J-3815 4738 1.46 102 4973 NW J-3821 4744 2.71 117 5016 N J-3826 4800 1.12 140 5123 S J-3830 4856 2.15 114 5120 S J-3831 4828 3.39 128 5124 S J-3838 4762 2.97 155 5119 S J-3841 4740 2.71 121 5019 N J-3842 4776 2.31 85 4973 NW J-3844 4914 0.01 90 5122 S J-3845 4804 1.3 136 5119 S J-3847 4788 2.31 144 5120 S J-3854 4834 3.89 125 5123 S J-3855 5042 0.84 36 5125 S J-3859 4978 2.44 63 5124 S J-3873 4838 3.89 124 5124 S J-3878 4940 0.4 78 5120 S J-3882 4714 2.71 132 5018 N J-3885 4922 14.77 86 5120 S 11/15/06 City of Bozeman Water Model 35 Scenario: 2005 Average Day - Existing System Steady State Label Elevation I Base Flow Pressure Calculated Zone (ft) (gpm) (psi) Hydraulic Grade (ft) J-3891 4756 2.71 113 5016 N J-3896 4831 4.23 127 5124 S J-3900 4786 2.97 81 4973 NW J-3902 4778 2.97 84 4973 NW J-3907 4774 2.97 86 4973 NW J-3910 4762 2.97 154 5119 S J-3911 4732 1.46 104 4973 NW J-3912 4896 2.49 99 5125 S J-3913 4820 2.37 131 5124 S J-3915 4784 2.97 82 4973 NW J-3918 4680 0.01 127 4973 NW J-3919 4954 2.49 74 5125 S J-3920 4948 2.49 77 5125 S J-3921 4802 1.25 137 5119 S J-3922 4692 0.39 122 4973 NW J-3925 4852 2.78 116 5120 S J-3926 4708 0.01 115 4973 NW J-3928 4780 2.97 84 4973 NW J-3929 4646 3.36 142 4974 NW J-3933 4772 1.12 151 5122 S J-3934 4874 0.7 108 5123 S J-3935 4874 0.01 108 5123 S J-3937 4990 0.66 59 5126 S J-3942 4990 0.01 58 5124 S J-3949 4706 0.01 116 4973 NW J-3966 4784 2.78 145 5120 S J-3969 4858 3.89 115 5124 S J-3975 4804 2.78 137 5120 S J-3980 4807 4.23 137 5124 S J-3981 4838 2.4 124 5124 S J-3982 4860 3.89 112 5120 S J-3999 4734 8.03 123 5018 N J-4015 4848 2.15 118 5120 S J-4020 4736 2.71 123 5019 N J-4021 4730 2.71 126 5020 N J-4022 4732 2.71 125 5020 N J-4026 4960 0.84 72 5125 S J-4031 5008 2.49 51 5125 S J-4036 4840 3.89 121 5120 S J-4038 4828 2.78 126 5120 S J-4039 4676 0.39 129 4974 NW J-4048 4852 3.89 118 5124 S J-4052 4708 3.75 115 4973 NW J-4053 4890 1.93 101 5124 S J-4054 4886 3.89 103 5124 S J-4058 4824 3.89 129 5122 S J-4059 4998 0.84 55 5126 S J-4070 4982 2.44 61 5124 S J-4075 4820 1.67 129 5119 S J-4076 4774 2.37 152 5124 S 11/15/06 City of Bozeman Water Model 36 Scenario: 2005 Average Day - Existing System Steady State Label Elevation Base Flow Pressure Calculated Zone (f#) (gpm) (psi) Hydraulic Grade (ft) J-4078 4830 3.89 126 5122 S J-4086 4824 1.9 128 5119 S J-4087 4832 1.47 124 5120 S J-4089 4838 3.89 123 5123 S J-4093 4818 3.89 132 5123 S J-4097 4808 1.67 135 5120 S J-4099 4862 3.89 112 5120 S J-4100 4958 2.49 72 5125 S J-4103 4826 3.39 129 5124 S J-4105 4800 1.12 140 5124 S J-4106 4858 3.89 113 5120 S J-4107 4718 2.71 130 5020 N J-4109 4626 1.06 151 4975 NW J-4111 4940 1.34 80 5124 S J-4112 4706 2.71 135 5018 N J-4114 4824 3.89 130 5123 S J-4127 4772 2.97 150 5120 S J-4129 4726 2.71 126 5018 N J-4134 4804 3.39 138 5124 S J-4136 4806 2.78 136 5120 S J-4138 4730 0.84 125 5018 N J-4153 4876 3.04 106 5122 S J-4155 4726 0.72 107 4973 NW J-4161 4892 0.01 99 5122 S J-4174 4808 1.67 135 5120 S J-4176 4846 3.89 120 5123 S J-4181 4772 2.37 152 5124 S J-4187 4772 1.12 152 5123 S J-4198 4834 3.89 125 5122 S J-4199 4838 3.89 123 5122 S J-4207 4810 2.97 134 5120 S J-4208 4754 2.37 159 5121 S J-4215 4834 3,89 125 5122 S J-4241 4756 4.28 157 5119 S J-4249 4808 4.23 137 5124 S J-4257 4826 1.67 127 5119 S J-4258 4776 1.12 151 5124 S J-4261 4920 2.49 89 5125 S J-4274 4804 2.97 137 5120 S J-4298 4630 8.9 149 4975 NW J-4325 4828 3.89 126 5120 S J-4333 4758 1.32 156 5119 S J-4334 4794 1.12 143 5124 S J-4335 4900 2.49 97 5125 S J-4338 4986 2.49 60 5125 S J-4340 4920 0.01 87 5122 S J-4345 5010 2.49 50 5125 S J-4346 4774 1.12 151 5122 S J-4362 4598 0.01 119 4973 NW J-4375 4884 1.34 104 5124 S 1/15/06 City of Bozeman Water Model �; Scenario: 2005 Average Day - Existing System Steady State Label Elevation Base Flow Pressure Calculated Zone (ft) (gpm) (psi) Hydraulic Grade (ft) J-4376 4830 3.89 125 5120 S J-4378 5016 2.44 47 5124 S J-4380 4634 1.06 148 4975 NW J-4384 4764 0.79 90 4972 NW J-4391 4815 4.23 134 5124 S J-4393 4838 4.23 124 5124 S J-4398 4740 2.71 119 5016 N J-4407 4788 1.12 145 5124 S J-4409 4760 2.37 159 5127 S J-4424 4716 3.75 111 4973 NW J-4426 4666 1.91 133 4974 NW J-4439 4852 2.15 116 5120 S J-4440 4712 2.71 133 5019 N J-4447 4706 2.71 135 5018 N J-4449 4840 3.89 122 5121 S J-4450 4818 2.78 130 5120 S I J-4455 4720 2.71 129 5018 N J-6287 4758 0.01 111 5015 PUMP J-6288 4758 0.01 109 5010 PUMP J-6289 4758 0.01 160 5127 PUMP J-6290 4758 0.01 108 5008 PUMP J-6291 4758 0.01 108 5008 PUMP J-6292 4758 0.01 108 5008 PUMP J-6293 4758 0.01 160 5127 PUMP J-6294 4758 0.01 160 5127 PUMP J-6295 4758 0.01 160 5127 PUMP J-6296 4758 0.01 109 5010 PUMP J-6297 4790 1.67 142 5119 S J-6298 5112 0.01 6 5127 Sourdough Tank J-6299 5112 0.01 6 5127 Sourdough Tank J-6300 5112 0.01 6 5127 Sourdough Tank J-6301 5196 0.01 12 5223 WTP J-6302 5221 0.01 0 5222 WTP J-6303 5176 0.01 18 5217 WTP J-6304 5142 0.01 31 5213 WTP J-6305 4991 0.01 58 5125 S J-6306 4934 0.01 83 5125 S J-6307 4926 0.01 84 5120 S J-6308 4885 0.01 103 5123 S J-6309 4995 0.01 56 5124 S J-6310 4846 0.01 120 5123 S J-6311 5020 0.01 46 5126 S J-6312 5021 0.01 46 5126 S J-6313 4991 0.01 58 5125 S J-6314 4990 0.01 58 5125 S J-6315 4977 0.01 64 5125 S J-6316 4978 0.01 64 5125 S J-6317 4978 0.01 64 5125 S J-6318 4920 0.01 89 5125 S J-6319 4920 0.01 89 5125 S 11/15/06 City of Bozeman Water Model 38 Scenario: 2005 Average Day - Existing System Steady State Label Elevation Base Flow Pressure Calculated Zone (ft) (gpm) (psi) Hydraulic Grade (ft) J-6320 4920 0.01 87 5120 S J-6321 4920 0.01 87 5120 S J-6322 4879 0.01 105 5123 S J-6323 4999 0.01 54 5124 S J-6324 4977 0.01 63 5124 S J-6325 4859 0.01 114 5124 S J-6326 4849 0.01 119 5124 S J-6327 4838 0.01 123 5123 S J-6328 4854 0.01 115 5120 S J-6329 4842 0.01 120 5120 S J-6330 4841 0.01 121 5120 S J-6331 4846 0.01 118 5120 S J-6332 4831 0.01 125 5119 S J-6333 4824 0.01 128 5119 S J-6334 4841 0.01 120 5119 S J-6335 4839 0.01 121 5119 S J-6336 4798 0.01 139 5119 S J-6337 4792 0.01 142 5119 S J-6338 4803 0.01 137 5119 S J-6339 4806 0.01 136 5119 S J-6340 4803 0.01 137 5119 S J-6341 4798 0.01 139 5119 S J-6342 4798 0.01 139 5120 S J-6343 4796 0.01 140 5120 S J-6344 4803 0.01 138 5122 S J-6345 4800 0.01 140 5122 S J-6346 4789 1.12 145 5124 S J-6347 4792 0.01 144 5124 S J-6348 4764 0.01 155 5122 S J-6349 4756 0.01 158 5121 S J-6350 4788 0.01 143 5119 S J-6351 4784 0.01 145 5119 S J-6352 4771 0.01 87 4973 NW J-6353 4764 0.01 91 4973 NW J-6354 4725 0.01 107 4973 NW J-6355 4725 0.01 107 4973 NW J-6356 4757 0.01 159 5124 S J-6357 4754 0.01 160 5123 S J-6358 4732 0.01 123 5017 N J-6359 4724 0.01 127 5017 N J-6360 4717 0.01 130 5018 N J-6361 4720 0.01 129 5019 N J-6362 4741 0.01 120 5019 N J-6363 4738 0.01 122 5019 N J-6364 4742 0.01 120 5020 N J-6365 4737 0.01 123 5020 N J-6366 4725 0.01 127 5018 N J-6367 4721 0.01 129 5018 N J-6368 4708 0.01 134 5018 N J-6369 4703 0.01 136 5018 N 11/15/06 City of Bozeman Water Model 39 Scenario: 2005 Average ®ay - Existing System Steady State Label Elevation Base Flow Pressu Calculated Zone (ft) (gprn) (psi)re Hydraulic Grade (ft) J-6370 4635 0.01 147 4975 NW J-6371 4633 0.01 148 4975 NW J-6372 4672 0.01 130 4974 NW J-6373 4673 0.01 130 4974 NW J-6374 4705 0.01 116 4974 NW J-6375 4701 0.01 118 4974 NW J-6376 4715 0.01 112 4973 NW J-6377 4714 0.01 112 4973 NW J-6378 4778 0.01 84 4972 NW J-6379 4777 0.01 85 4972 NW J-6380 4760 0.01 92 4972 NW J-6381 4755 0.01 94 4972 NW J-6382 4788 0.01 145 5124 S J-6383 4952 0.01 75 5125 S J-6384 4952 0.01 75 5125 S J-6385 4852 3.89 118 5124 S J-6386 4938 0.01 79 5121 S J-6388 4800 1.67 138 5119 S J-6389 4808 1.25 135 5119 S J-6390 4682 0.01 126 4973 NW J-6391 4852 2.78 116 5119 S J-6392 4774 2.97 149 5119 S J-6393 4776 2.97 149 5119 S J-6395 4726 3.75 107 4973 NW J-6396 4746 1.85 162 5120 S J-6397 4746 1.85 162 5120 S J-6398 4836 3.89 123 5120 S J-6399 4952 0.84 75 5125 S J-6400 4810 3.43 136 5123 S J-6401 4816 3.43 133 5123 S J-6402 5012 2.44 48 5124 S J-6403 4884 2.49 104 5124 S J-6404 4904 2.49 95 5125 S J-6405 4908 2.49 94 5125 S J-6407 4772 20.71 150 5119 S J-6408 4958 2.49 72 5125 S J-8820 4718 0.01 110 4973 NW J-8821 4722 0.01 109 4973 NW J-8822 4682 1.91 126 4974 NW J-8823 4764 2.97 154 5119 S J-8824 4768 2.97 152 5119 S J-8825 4772 2.97 150 5119 S J-8828 4788 2.97 143 5119 S J-8829 4764 1.32 153 5117 S J-8835 4904 0.01 94 5122 S J-8837 4904 0.01 94 5122 S J-8841 4958 2.49 72 5125 S J-8844 4958 2.49 72 5125 S J-8846 4868 3.89 111 5124 S J-8847 4890 2.49 101 5124 S 11/15/06 City of Bozeman Water Model 40 Scenario: 2005 Average Day - Existing System Steady State Label Elevation Base Flow Pressure Calculated Zone (ft) (gpm) (psi) Hydraulic Grade (ft) J-8848 4920 2.49 89 5125 S J-8849 4894 1.93 100 5124 S J-8850 4770 2.37 153 5124 S J-8852 4908 1.34 93 5124 S 11/15/06 City of Bozeman Water Model 41 2005 MAX. DAY NO IMPROVEMENTS FIRE FLOW ANALYSIS Scenario-2005 Max.Day no Improvements Fire Flow Analysis Label Needed Available Calculated Calculated Minimum Elevation Pressure Satisfies Fire Flow Fire Flow Residual Pressure Minimum Zone Zone Junction (ft) (psi) Fire Flow gpm) (gpm) (psi) Pressure(psi) Constraints? J-5 1500 3590 25 20 J-2241 4730 122 TRUE J-7 3500 1763 20 33 J-2304 4886 97 FALSE .l-8 2750 3933 47 20 J-372 4898 83 TRUE J-12 3000 5682 22 20 J-3224 4762 139 TRUE J-14 2000 2278 20 32 J-2304 4978 61 TRUE J-15 2250 4991 60 20 J-372 4815 119 TRUE J-16 1500 3413 21 20 J-3701 4748 97 TRUE J-22 5000 6752 41 20 J-372 4772 143 TRUE J-28 2000 5304 20 27 J-2304 4964 67 TRUE J-29 3500 2904 20 32 J-2304 4823 119 FALSE J-31 3500 2533 20 32 J-2304 4874 102 FALSE J-36 1500 4746 60 20 J-372 4798 126 TRUE J-38 2750 8255 20 21 J-3634 4674 123 TRUE J-39 5000 1204 20 33 J-2304 4798 131 FALSE J-43 3500 2060 20 33 J-2304 4843 109 FALSE J-44 5000 2135 20 33 J-2304 4793 134 FALSE J-53 3500 1121 20 33 J-2304 4884 99 FALSE J-63 2250 3053 20 32 J-2304 4795 128 TRUE J-65 3000 5958 56 20 J-372 4761 142 TRUE J-68 3500 4627 65 20 J-372 4838 109 TRUE J-73 2000 2962 20 31 J-2304 4910 90 TRUE J-76 3500 1271 20 33 J-2304 4854 110 FALSE J-83 1500 4634 80 20 J-372 4792 128 TRUE J-85 1500 4760 84 20 J-372 4808 121 TRUE J-87 5000 7797 38 20 J-2241 4736 119 TRUE J-93 2750 6278 20 27 J-848 4679 120 TRUE J-94 5000 4164 20 24 J-4346 4784 135 FALSE J-97 5000 5324 20 21 J-2473 4739 118 TRUE J-104 3500 3030 20 32 J-2304 4816 118 FALSE J-110 3500 6580 20 22 J-207 4834 122 TRUE J-112 5000 3695 21 20 J-3297 4706 132 FALSE J-114 3000 8773 20 20 J-2111 4718 104 TRUE J-116 2750 7623 22 20 J-3918 4676 122 TRUE J-124 2250 7879 20 27 J-119 4758 86 TRUE J-133 5000 7699 20 22 J-2241 4752 111 TRUE J-135 2000 2886 20 31 J-2304 4940 77 TRUE J-138 2000 5805 20 29 J-2304 4904 92 TRUE J-148 1500 5290 20 25 J-92 5020 44 TRUE J-150 5000 6513 60 20 J-372 4784 137 TRUE J-154 1500 4813 85 20 J-372 4792 128 TRUE J-156 3500 2943 20 32 J-2304 4844 111 FALSE J-160 1500 4087 20 23 J-372 4836 109 TRUE J-163 2250 4738 69 20 J-372 4786 131 TRUE J-173 3000 7932 20 45 J-3074 4756 87 TRUE J-174 1500 4906 89 20 J-372 4806 123 TRUE J-181 1500 3936 20 27 J-1622 4972 54 TRUE J-188 2250 7123 20 37 J-123 4772 80 TRUE J-192 1500 2691 27 20 J-2241 4744 116 TRUE J-195 3000 7933 20 27 J-184 4739 94 TRUE J-200 1500 3749 20 25 J-1835 4762 91 TRUE J-201 2250 4801 57 20 J-372 4774 136 TRUE J-205 3500 4553 39 20 J-372 4846 105 TRUE J-208 2000 4686 20 21 J-2304 4998 52 TRUE J-209 3000 6172 20 22 J-182 4736 122 TRUE J-211 5000 2241 20 33 J-2304 4781 138 FALSE J-220 3500 6408 41 20 J-372 4828 117 TRUE J-221 5000 3487 20 32 J-2304 4785 134 FALSE J-230 1500 4630 80 20 J-372 4822 116 TRUE J-236 5000 4251 20 27 J-372 4802 125 FALSE J-237 2000 5635 21 20 J-3346 4892 97 TRUE J-240 5000 7278 78 20 J-372 4810 127 TRUE J-243 1500 2453 20 20 J-3855 5041 34 TRUE J-246 2250 3752 20 1 30 J-372 4806 124 TRUE J-248 1500 3407 20 20 J-3328 4746 98 TRUE J-260 5000 3638 20 31 J-372 4786 132 FALSE J-272 1500 4552 24 20 J-372 4842 106 TRUE J-27G 3500 2717 26 20 J-3374 4838 115 FALSE 11/15/06 City of Bozeman Water Model 1 Scenario-2005 Max.Day no Improvements Fire Flow Analysis Label Needed Available Calculated Calculated Minimum Elevation Pressure Satisfies Fire Flow Fire Flow Residual Pressure Minimum Zone Zone Junction (ft) (psi) Fire Flow gpm) (gpm) (psi) Pressure(psi) Constraints? J-281 2000 8757 20 22 704-1 4942 76 TRUE J-283 3500 2094 20 32 J-2304 4910 88 FALSE J-286 2250 3664 20 30 7-372 4816 120 TRUE J-293 1500 4100 52 20 J-2241 4728 123 TRUE J-294 1500 4978 85 20 J-372 4790 129 TRUE J-301 1500 2687 20 20 J-2304 5042 34 TRUE J-302 2500 2693 20 25 J-633 5019 41 TRUE J-303 1500 4209 20 23 J-181 4972 64 TRUE J-307 3500 5258 65 20 J-372 4868 98 TRUE J-309 2250 .5175 72 20 J-372 4800 126 TRUE J-323 2250 6633 20 20 J-2992 4718 103 TRUE J-332 5000 680E 42 20 J-372 4782 138 TRUE J-341 1500 4827 82 20 J-372 4808 122 TRUE J-343 3500 5619 36 20 J-207 4964 66 TRUE J-352 5000 6353 63 20 J-372 4800 129 TRUE J-360 2000 1835 20 33 J-2304 4878 103 FALSE J-367 5000 2421 20 32 J-2304 4778 135 FALSE J-369 1500 4567 39 20 J-372 4828 112 TRUE J-370 2000 3985 20 20 J-2304 5010 47 TRUE J-389 5000 4042 20 32 J-2304 4806 128 FALSE J-393 5000 6240 22_ 20 J-372 4764 144 TRUE J-399 1500 4171 20 20 J-3341 4984 59 TRUE J-407 3500 7738 26 20 J-372 4B24 121 TRUE J-411 3500 3880 20 29 J-372 4820 119 TRUE J-420 2250 2246 79 68 J-157 4760 85 FALSE J-427 1500 3277 20 20 J-3859 4978 62 TRUE J-451 5000 3966 63 20 J-372 4880 91 FALSE J-453 2250 4040 22 20 J-939 4764 140 TRUE J-466 1500 10000 40 33 J-2304 5018 46 TRUE J-482. 3500 6098 69 20 J-372 4858 105 TRUE J-484 3500 4528 65 20 J-372 4840 108 TRUE J-49B 2000 5096 22 20 J-2304 4994 CA TRUE 3-503 6000 5106 20 28 J-372 4806 128 TRUE J-505 2000 5329 30 20 J-2304 49B4 58 TRUE J-507 1500 3700 20 21 J-3307 4752 95 TRUE J-511 1500 3776 20 26 J-372 4836 109 TRUE J-515 2250 7307 20 21 J-3078 4764 83 TRUE J-516 1500 4210 26 20 J-3855 5006 50 TRUE J-542 2250 6720 20 22 J-1098 4722 102 TRUE J-555 2000 5028 29 20 J-2304 4994 54 TRUE J-556 2750 9160 20 20 J-557 4690 116 TRUE J-566 2250 4840 77 20 J-372 4782 132 TRUE J-570 3500 4156 21 20 J-571 4840 119 TRUE J-574 1500 3823 20 20 J-575 4992 56 TRUE 225 J-577 0 6445 20 20 J-578 4712 106 TRUE J 5B2 5000 6209 23 20 J-56 4734 121 TRUE J-591 2000 3590 20 20 J-3200 5004 50 TRUE J-612 1500 4237 22 20 J-3341 4976 63 TRUE J-627 1500 4569 28 20 J-372 4800 124 TRUE J-645 3500 4969 35 20 J-372 4836 111 TRUE J-655 3500 3630 20 32 J-2304 4832 117 TRUE J-6B3 3000 9218 20 29 J-2153 4734 97 TRUE J-689 1500 3461 20 21 J-153 4784 80 TRUE J-702 3500 3680 26 20 J-1029 4928 70 TRUE J-723 2250 4735 79 20 J-372 4788 130 TRUE J-747 2750 8709 20 25 J-2151 4654 132 TRUE J-749 3500 7783 66 20 J-372 4864 105 TRUE J-762 2250 3965 2.0 24 J-3316 4782 132 TRUE J-765 2250 4872 86 20 J-372 4778 134 TRUE J-779 1500 3147 20 21 J-4059 5000 53 TRUE J-791 1500 4568 27 1 20 J-372 4820 116 TRUE J-792 3500 4932 68 20 J-372 4832 112 TRUE J-795 3000 5988 60 20 J-372 4750 147 TRUE J-797 2750 6844 20 23 J-809 4682 119 TRUE J-807 3500 2121 22 20 J-4393 4834 122 FALSE J-810 2750 7137 20 20 J-811 4686 117 TRUE J-823 1500 3972 41 20 J-2241 47l2 125 TRUE 11/15/06 City of Bozeman Water Model 2 Scenario-2005 Max.Day no Improvements Fire Flow Analysis Label Needed Available Calculated Calculated Minimum Elevation I Pressure Satisfies Fire Flow Fire Flow Residual Pressure Minimum Zone Zone Junction (ft) (psi) Fire Flow gpm) (gpm) (psi) Pressure(psi) Constraints? J-825 3500 2500 20 20 J-3981 4838 119 FALSE J-842 2250 5189 48 1 20 J-372 4778 134 TRUE J-884 5000 6375 20 20 J-3416 4742 117 TRUE J-896 3500 6449 21 20 J-207 4930 81 TRUE J-912 2750 7374 20 20 J-2862 4686 117 TRUE J-921 5000 5968 94 20 J-372 4754 145 TRUE J-925 5000 7136 25 20 J-372 4810 126 TRUE J-928 1500 4576 60 20 J-372 4784 131 TRUE J-931 5000 7030 34 20 J-372 4806 128 TRUE J-945 1500 5400 20 20 J-2241 4716 128 TRUE J-950 5000 2562 20 20 J-951 4814 126 FALSE J-956 5000 4129 20 21 J-4258 4778 140 FALSE J-972 3500 4807 77 20 J-372 4820 117 TRUE J-976 2250 2232 82 68 J-157 4756 87 FALSE J-977 5000 7155 36 20 J-372 4816 124 TRUE J-984 3500 10000 69 20 J-372 4860 109 TRUE J-986 3500 4658 79 20 J-372 4824 115 TRUE J-998 5000 5534 96 20 J-372 4758 149 TRUE J-1006 1500 4583 72 20 J-372 4788 130 TRUE J-1027 5000 5124 20 23 J-372 4810 123 TRUE J-1042 5000 4106 20 31 J-2304 4808 126 FALSE J-1065 5000 6827 20 24 J-2473 4720 126 TRUE J-1078 5000 6150 20 23 J-372 4812 125 TRUE J-1086 1500 4588 63 20 J-372 4820 116 TRUE .I-1109 2250 5213 20 22 J-372 4818 119 TRUE J-1111 2750 7129 20 22 J-2282 4680 120 TRUE J-1121 2750 7477 20 20 J-3615 4682 119 TRUE J-1168 1500 6123 26 20 J-1345 4946 76 TRUE J-1173 1500 8298 21 20 J-3682 4948 74 TRUE J-1176 1500 4578 62 20 J-372 4820 116 TRUE J-1187 5000 7239 23 20 J-3891 4750 112 TRUE J-1193 1500 4577 70 20 J-372 4786 130 TRUE J-1215 5000 6240 20 20 J-1214 4770 143 TRUE J-1226 5000 7104 39 20 J-372 4816 124 TRUE J-1232 1500 4936 20 20 J-1233 5002 53 TRUE J-1256 1500 4568 21 20 J-372 4826 113 TRUE J-1260 5000 6306 28 20 J-372 4770 142 TRUE J-1297 350o 4244 20 31 J-2304 4834 118 TRUE J-1303 3500 3424 22 20 J-4325 4824 115 FALSE J-1314 1500 4635 66 20 J-372 4798 125 TRUE J-1328 3500 6087 20 20 J-2820 4926 82 TRUE J-1348 1500 4572 55 20 J-372 4810 120 TRUE J-1356 2000 9123 20 21 J-2304 4936 79 TRUE J-1360 5000 2675 23 20 J-1275 4808 127 FALSE J-1362 1500 3874 20 20 J-800 4848 104 TRUE J-1365 3500 7115 70 20 J-372 4820 122 TRUE J-1368 5000 4711 23 20 J-4407 4780 139 FALSE J-1411 1500 2758 20 32 J-2304 4844 105 TRUE J-1417 1500 3975 20 21 J-4384 4764 90 TRUE J-1421 5000 4203 20 29 J-1557 4814 124 FALSE J-1426 1500 3765 20 23 J-2451 4754 94 TRUE J-1440 5000 6184 20 21 J-372 4784 136 TRUE J-1445 1500 4733 87 20 J-372 4790 129 TRUE J-1472 3500 10o00 48 24 J-372 4872 104 TRUE J-1473 1500 4582 20 20 J-4026 4960 70 TRUE J-1476 3500 1356 20 33 J-2304 4830 119 FALSE J-1502 3500 2342 28 20 J-4393 4820 128 FALSE J-1505 3500 3377 20 32 J-2304 4838 113 FALSE J-1512 2250 7122 20 31 J-923 4764 83 TRUE J-1522 3500 8685 73 20 J-372 4836 118 TRUE J-1539 3500 1522 20 33 J-2304 4876 99 FALSE J-1542 2250 5775 43 44 J-3928 4782 75 TRUE J-1549 1500 3495 20 33 J-2304 4998 53 TRUE J-1553 3500 7341 82 20 J-372 4820 123 TRUE J-1556 2000 2201 20 23 J-141 4946 75 TRUE J-1561 5000 4280 20 20 J-191 4688 91 FALSE J-1576 2750 7638 20 36 J-797 4674 123 TRUE 11/15/06 City of Bozeman Water Model 3 Scenario-2005 Max.Day no Improvements Fire Flow Analysis Label Needed Available Calculated Calculated Minimum Elevation Pressure Satisfies Fire Flow Fire Flow Residual Pressure Minimum Zone Zone Junction (ft) (psi) Fire Flow gpm) (gpm) (psi) Pressure(psi) I I Constraints? J-1583 1500 4625 68 20 J-372 4800 124 TRUE J-1590 2000 4650 20 31 J-2304 4876 104 TRUE J-1605 1500 3620 20 23 J-3418 4980 61 TRUE J-1635 3500 4801 20 25 J-372 4832 114 TRUE J-1638 1500 4574 40 20 J-372 4810 120 TRUE J-1640 2250 7936 20 29 J-3446 4776 78 TRUE J-1645 2250 8157 20 20 J-3593 4758 86 TRUE J-1650 2250 7436 20 29 J-1040 4782 75 TRUE J-1657 1500 2710 24 20 J-3855 5032 38 TRUE J-1659 1500 4573 58 20 J-372 4800 124 TRUE J-1672 2250 4956 34 20 J-372 4762 141 TRUE J-1673 1500 3644 20 25 J-3605 4978 62 TRUE J-1685 3000 6053 20 20 J-2896 4726 100 TRUE J-1687 5000 4990 20 25 J-372 4822 118 FALSE J-1700 2000 2603 20 22 J-4345 5014 46 TRUE J-1708 3500 4586 69 20 J-372 4838 109 TRUE J-1713 2250 6629 20 21 J-3738 4780 76 TRUE J-1715 3000 4444 67 20 J-372 4860 99 TRUE J-1719 3500 992 20 20 I J-1720 4905 80 FALSE J-1744 2750 3930 51 20 J-372 4900 82 TRUE J-1748 2250 4763 44 20 J-372 4766 139 TRUE J-1750 5000 2742 20 32 J-2304 4816 124 FALSE J-1773 1500 4571 61 20 J-372 4814 118 TRUE J-1778 5000 2899 20 27 J-3981 4830 122 FALSE J-1790 2750 9601 20 20 J-2862 4664 127 TRUE J-1795 5000 5721 51 20 J-372 4768 139 TRUE J-1802 2000 4076 20 32 J-2304 4858 112 TRUE J-1803 5000 6205 20 23 J-372 4792 134 TRUE J-1806 5000 6694 82 20 J-372 4800 130 TRUE J-1817 1500 4099 20 20 J-4138 4730 122 TRUE J-182.8 2750 3915 21 20 J-372 4908 79 TRUE J-1831 1 1500 4563 20 25 J-1075 4706 132 TRUE J-1832 2000 6635 20 29 1 J-2304 4888 99 TRUE J-1842 1500 4570 31 20 J-372 4826 113 TRUE J-1852 3500 4953 39 20 ( J-3690 4818 129 TRUE J-1856 1500 4578 34 20 J-372 4804 123 TRUE J-1868 1500 4568 34 20 J-372 4830 111 TRUE J-1877 3500 2828 20 32 J-2304 4876 98 FALSE J-1890 2000 877.5 76 20 J-536 4864 109 TRUE J-1895 2000 9167 28 20 J-2304 4958 70 TRUE J-1901 1500 4567 56 20 J-372 4828 112 TRUE J-1914 1500 4312 20 22 J-372 4802 124 TRUE J-1917 1500 4007 20 20 J-3101 4760 92 TRUE J-1930 2000 7901 20 28 J-2304 4882 102 TRUE J-1935 1500 3889 20 25 J-372 4830 111 TRUE J-1939 3000 4365 49 20 J-372 4870 95 TRUE J-1942 2250 5327 76 20 J-372 4756 143 TRUE J-1955 2000 4931 20 27 J-2304 4968 65 TRUE J-1961 1500 4609 66 20 J-372 4814 118 TRUE J-2007 1500 4575 58 20 J-372 4792 128 TRUE J-2011 2250 I 4716 21 20 J-3310 4766 139 TRUE J-2021 2250 7287 20 37 J-1565 4772 80 TRUE J-2029 1500 4395 20 26 J-3560 4808 71 TRUE J-2030 3000 5934 89 20 J-372 4764 140 TRUE J-2046 1500 4681 66 20 J-372 4814 119 TRUE J-2050 2750 3794 20 20 J-2602 4918 75 TRUE J-2052 5000 3283 23 20 J-4455 4712 129 FALSE J-2060 1500 3786 20 20 J-3152 4756 94 TRUE J-2065 3500 4804 82 20 J-372 4824 115 TRUE J-2086 3500 4146 20 29 J-372 4824 118 TRUE J-2087 1500 4564 53 20 J-372 4842 106 TRUE J-2094 1500 45569 1 41 20 J-372 4826 113 TRUE J-2096 2250 5693 44 20 J-372 4760 142 TRUE J-2119 2750 8323 21 20 J-3533 4696 113 TRUE J-2127 1500 457 226 20 J-372 4794 127 TRUE J-2140 1500 8334 20 20 J-2205 5024 43 TRUE J-2141 3500 9872 27 20 J-2291 4880 100 TRUE 11/15/06 City of Bozeman Water Model 4 Scenario-2005 Max. Day no Improvements Fire Flow Analysis Label Needed Available Calculated Calculated Minimum Elevation Pressure Satisfies Fire Flow Fire Flow Residual Pressure Minimum Zone Zone Junction (ft) (psi) Fire Flow gpm} (gpm) (psi) Pressure(psi) Constraints? J-2155 1 2000 8277 21 20 J-8841 4956 7D TRUE J-2162 1500 4580 23 20 J-372 4798 125 TRUE J-2171 3500 8354 31 20 J-2291 4886 96 TRUE J-2175 3000 4318 36 20 J-372 4874 93 TRUE J-2179 3500 4690 20 28 J-372 4828 117 TRUE J-2205 1500 6402 20 22 J-2239 5034 38 TRUE J-2219 1500 7476 20 30 J-2868 5014 47 TRUE J-2223 5000 5744 20 20 J-2222 4818 123 TRUE J-2241 1500 2371 20 22 J-1183 4804 90 TRUE J-2244 1500 3597 20 20 J-2245 4752 95 TRUE J-2248 5000 6689 25 20 J-884 4718 127 TRUE J-2250 3500 3116 20 32 J-2304 4852 108 FALSE J-2251 2250 6134 20 23 J-595 4720 102 TRUE J-2263 2750 8143 20 22 J-6390 4686 117 TRUE J-2274 5000 4341 20 24 J-440 4694 88 FALSE J-2283 3500 3532 23 20 J-1029 4934 68 TRUE J-2298 3000 8418 20 20 J-4052 4708 108 TRUE J-2310 1500 3324 20 33 J-2304 4986 59 TRUE J-2314 3500 6461 30 20 J-207 4922 84 TRUE J-2321 5000 4637 69 20 J-372 4862 99 FALSE J-2337 1500 4624 26 20 J-372 4800 124 TRUE J-2350 1500 4566 42 20 J-372 4844 105 TRUE J-236B 1500 4592 40 20 J-372 4834 110 TRUE J-2409 5000 2894 20 20 J-2497 4724 125 FALSE J-2417 2250 1210 20 33 J-2304 4762 140 FALSE J-2430 3500 4548 42 20 J-372 4844 106 TRUE J-2431 5000 6083 20 22 J-3882 4718 127 TRUE J-2443 1500 4615 76 20 J-372 4B22 115 TRUE J-2465 1500 4568 44 20 J-372 4B18 117 TRUE J-2488 3500 4726 82 20 J-372 4820 117 TRUE J-2500 3500 6075 20 24 J-207 4874 105 TRUE J-2533 2250 1649 20 21 J-2951 4762 141 FALSE J-2535 1500 3439 20 24 J-6324 4976 63 TRUE J-2538 2250 4914 69 20 J-372 4816 118 TRUE J-2547 2250 5067 75 20 J-372 4784 132 TRUE J-2577 5000 4061 2.0 20 J-430 4736 118 FALSE J-2622 5000 4347 20 31 J-2304 4B00 131 FALSE J-2631 3500 5356 61 20 J-372 4830 114 TRUE J-2642 1500 4569 58 20 J-372 4810 120 TRUE J-2673 5000 5573 20 20 J-2674 4736 119 TRUE .1-2675 5000 5194 20 20 J-2676 4736 119 TRUE J-2708 1500 1502 20 22 J-2709 4942 78 TRUE J-2713 3500 862 20 33 3-2304 4836 113 FALSE J-2721 1500 4850 83 20 J-372 4790 129 TRUE J-2723 3000 6013 43 20 J-372 4748 148 TRUE J-2736 3500 8394 20 20 J-3929 4642 138 TRUE J-2755 1500 3725 20 29 J-3097 4988 58 TRUE J-2796 5000 5804 54 20 J-372 4762 141 TRUE J-2815 5000 7462 23 20 J-2473 4716 128 TRUE J-2837 5000 1646 20 26 J-2182 4938 70 FALSE J-2877 1500 2542 20 32 J-2304 4B42 106 TRUE J-2892 3000 5693 71 20 J-372 4752 145 TRUE J-2903 3500 4638 43 20 J-372 4828 113 TRUE J-2909 5000 3805 21 20 J-2537 4772 137 FALSE J-2912 3000 3560 20 20 J-2913 4872 94 TRUE J-2938 3000 2566 21 20 J-3B15 4736 96 FALSE J-2940 2250 6199 20 20 .1-6376 4714 105 TRUE J-2946 2750 2285 20 20 J-2947 4914 76 FALSE J-2948 3000 4382 56 20 J-372 4864 98 TRUE J•2954 2000 4775 20 28 J-2304 4944 76 TRUE J-2955 1500 4568 46 20 J-372 4820 116 TRUE J-2970 2000 4800 24 20 J-2304 5004 50 TRUE J-2979 1500 4568 50 20 J-372 4812 119 TRUE J-2990 1 3500 3347 37 20 J-4393 4800 136 FALSE J-3000 F 3500 3224 20 20 J-3582 4938 66 FALSE 1-3030 2250 4747 20 20 J-3031 4766 139 TRUE J-3039 2250 5118 83 20 J-372 4788 130 TRUE 11/15/06 City of Bozeman Water Model 5 Scenario-2005 Max. Day no Improvements Fire Flow Analysis Label Needed Available Calculated Calculated Minimum Elevation Pressure Satisfies Fire Flow Fire Flow Residual Pressure Minimum Zone Zone Junction (ft) (psi) Fire Flow gpm) (gpm) (psi) Pressure(psi) I Constraints? J-3046 50n0 7555 33 20 J-2241 4726 123 TRUE J-3050 2750 8912 23 20 J-2862 4678 121 TRUE J-3052 2250 5759 91 20 J-372 4754 144 TRUE J-3080 1500 4600 72 20 J-372 4824 114 TRUE J-3097 1500 2923 20 33 J-2304 4988 58 TRUE J-3099 3500 4553 24 20 J-372 4842 106 TRUE J-3105 3000 5710 81 20 J-372 4748 147 TRUE J-3109 3500 8476 20 20 J-3929 4644 137 TRUE J-3131 1500 4708 21 20 I J-181 4964 66 TRUE J-3133 2000 7456 43 20 J-2304 4976 62 TRUE J-3141 5000 7644 24 20 J-4129 4716 128 TRUE J-3147 1 2250 1621 20 1 20 J-3316 4770 137 FALSE J-3160 1500 4748 �20 83 20 J-372 4806 122 TRUE J-3165 5000 4084 21 J-3793 4684 93 FALSE J-3187 350D 1314 20 33 J-2304 4926 83 FALSE J-3201 1500 10000 58 22 J-2304 4952 73 TRUE J-3209 1500 4512 20 211 J-372 4806 122 TRUE J-3214 1 1500 4571 62 20 J-372 4814 118 TRUE_ J-3219 2250 3381 20 30 J-372 4774 136 TRUE J-3222 2250 4927 20 20 J-3686 4702 110 TRUE J-3226 1500 2871 39 20 J-2241 4698 136 TRUE J-3237 1500 4745 67 20 J-372 4796 126 TRUE J-3263 9000 2938 22 20 J-1275 4776 141 FALSE J-3271 1500 2850 20 33 J-2304 5002 52 TRUE J-3280 1500 4576 42 20 J-372 4812 119 TRUE J-3288 3500 4556 28 20 J-372 4840 107 TRUE J-3296 1500 3892 20 25 J-372 4822 115 TRUE J-3324 5000 3131 20 20 J-4187 4772 141 FALSE J-3325 2250 5896 37 20 J-372 4760 141 TRUE J-3342 5000 5243 20 20 J-3473 4724 124 TRUE J-3379 2250 6002 29 3D J-161 4788 73 TRUE J-3381 1500 4599 71 20 J-372 4824 114 TRUE J-3400 1500 4734 B1 20 J-372 4806 122 TRUE J-3405 3500 6556 31 20 J-2291 4896 91 TRUE J-3406 1500 4601 33 20 J-372 4816 118 TRUE J-3430 2250 1296 21 20 J-3755 4802 125 FALSE J-3440 2750 1553 20 33 J-2304 4908 79 FALSE J-3444 3500 4537 57 20 J-372 4842 107 TRUE J-3451 5000 6740 54 20 J-372 476B 145 TRUE J-3454 1500 4536 20 21 J-3455 4798 75 TRUE J-3511 2250 6537 21 20 J-3726 4722 102 TRUE J-3531 2750 3926 34 i 20 J-372 4914 76 TRUE J-3553 2250 5097 20 20 F3926 4708 108 TRUE J-3554 1500 4225 20 20 J-3555 4796 126 TRUE J-3560 1500 4054 20 30 J-473 4804 73 TRUE J-3578 3500 4534 50 20 J-372 4858 100 TRUE J-3581 1 3000 9199 20 23 J-2492 4744 92 TRUE J-3616 3500 4544 20 32 J-2304 4916 87 TRUE J-3626 3500 4701 62 20 J-372 4836 110 TRUE J-3630 5000 627 20 33 J-2304 4772 142 FALSE J-3641 3500 4562 60 20 J-372 4832 111 TRUE J-3642 5000 4488 20 23 J-4022 4738 119 FALS E J-3673 2250 7096 20 33 J-3907 4774 79 TRUE J-3681 1 2750 7994 20 32 J-985 4688 117 TRUE J-3715 3000 4275 40 20 J-372 4878 92 TRUE J-3717 3500 10000 78 23 J-372 4844 116 TRUE J-3718 3500 4863 62 20 J-372 4822 116 TRUE J-3785 3500 5354 20 31 J-2304 4838 116 TRUE J-3800 5000 5957 64 20 J-372 4800 128 TRUE J-3808 2250 7697 20 27 J-3739 4764 83 TRUE J-3810 3500 2497 33 20 J-4393 4807 133 FALSE J-3826 5000 6557 64 20 J-372 4800 130------TRUE J-3B47 2250 5251 81 20 J-372 4788 131 TRUE J-3885 3500 1144 22 20 J-586 4922 73 FALSE J-3912 2000 6880 20 28 J-2304 4896 95 TRUE J-3925 3500 4497 27 20 1 J 372 4852 103 TRUE J-3929 3500 780B 20 38 1 1-2736 4646 137 TRUE 11/15/06 City of Bozeman Water Model 6 Scenario-2005 Max.Day no Improvements Fire Flow Analysis Label Needed Available Calculated Calculated Minimum Elevation Pressure Satisfies Fire Flow Fire Flow Residual Pressure Minimum Zone Zone Junction (ft) (psi) Fire Flow gpm) (gpm) (psi) Pressure(psi) Constraints? J-3933 5000 4037 20 31 J-372 4772 140 FALSE J-4036 3500 3923 20 26 J-372 4840 109 TRUE J-4038 3500 4623 62 20 J-372 4828 113 TRUE J-4048 1 2000 2147 20 33 J-2304 4852 115 TRUE J-4089 3500 2439 20 28 J-6327 4838 115 FALSE J-4100 2000 8918 20 20 J-2304 4958 70 TRUE J-4106 3500 4808 70 20 J-372 4858 101 TRUE J-4176 3500 3761 20 32 J-2304 4846 113 TRUE J-4208 5000 6109 95 20 J-372 4754 147 TRUE J-4298 1500 8366 20 24 J-107 4630 144 TRUE J-4338 2000 5387 20 21 J-2304 4986 58EFALSE J-4345 2000 1935 20 29 J-2304 5010 47 E J-4376 3500 2421 20 32 J-2304 4830 113 J-4426 2750 6341 20 60 J-157 4666 126J-6305 2000 2195 20 32 J-2304 4934 80 J-6309 1500 2938 20 29 J-6323 4995 55 TRUE J-6311 1500 3835 20 29 J-3855 5020 45 TRUE J-6313 2000 2800 20 28 J-2304 4991 55 TRUE J-6316 2000 7490 43 20 J-2304 4978 61 TRUE J-6318 2000 3081 20 31 J-2304 4920 86 TRUE J-6322 3500 2425 20 32 J-2304 4879 98 FALSE J-6325 3500 1471 20 33 J-2304 4859 110 FALSE J-6326 3500 1468 20 28 J-98 4849 114 FALSE J-6328 3500 3689 20 27 J-372 4854 103 TRUE J-6331 3500 4530 46 20 J-372 4846 105 TRUE J-6332 1500 4595 46 20 J-372 4831 111 TRUE J-6339 1500 4521 62 20 J-372 4806 122 TRUE J-6341 1500 4275 20 23 J-372 4798 126 TRUE J-6343 2250 5269 35 20 J-372 4796 127 TRUE J-6346 5000 1932 20 33 J-2304 4789 135 FALSE J-6348 5000 6174 41 20 J-372 4764 143 TRUE J-6357 5000 6340 94 20 J-372 4754 149 TRUE J-6358 5000 6050 20 31 J-6359 4732 120 TRUE J-6368 1500 3050 31 20 gJ-2613d 4708 131 TRUE J-6373 2750 9258 21 20 4673 123 TRUE J-6380 1500 3652 20 23 4760 92 TRUE J-6391 1500 4547 56 20 4852 102 TRUE J-6393 2250 4755 75 20 4776 135 TRUE J-6398 3500 4835 74 20 4836 110 TRUE J-6400 5000 6938 77 20 J-372 4810 126 TRUE J-6401 5000 7000 74 20 J-372 4816 124 TRUE J-6402 1500 6941 22 20 J-4378 5012 47 TRUE J-6407 2250 2167 20 20 J-3316 4772 136 FALSE J-8820 2250 5385 20 26 J-2484 4718 103 TRUE J-8828 2250 4826 85 20 J-372 4788 130 TRUE J-8835 5000 5455 24 20 J-960 4904 86 TRUE J 8647 2000 7681 20 28 J-2304 4890 98 TRUE J-8848 2000 2943 20 31 J-2304 4920 86 TRUE J-8850 5000 5080 20 20 1 J-3015 4770 144 TRUE 11/15/06 City of Bozeman Water Model 7 2005 MAX. DAY - WITH FIRE FLOW IMPROVMENTS FIRE FLOW ANALYSIS Scenario: 2005 Max Day-With Fire Flow Improvements Fire Flow Analysis Label Needed Available Calculated Calculated Minimum Elevation Pressure Satisfies Fire Flow Fire Flow Residual Pressure Minimum Zone Zone Junction (ft) (psi) Fire Flow gpm) (gpm) (psi) Pressure(psi) Constraints? J-5 1500 3662 24 20 J-2241 4730 122 TRUE_ J-7 3500 4697 20 30 J-2304 4886 98 TRUE J-8 2750 6306 34 20 J-372 4898 89 TRUE J-12 3000 6133 22 20 J-3224 4762 143 TRUE J-14 2000 2266 20 31 J-2304 4978 61 TRUE J-15 2250 7858 20 23 J-372 4815 124 TRUE J-16 1500 3452 21 20 J-3701 4748 97 TRUE J-22 5000 9738 20 22 J-23 4772 146 TRUE J-28 2000 5284 20 27 J-2304 4964 67 TRUE J-29 3500 8046 20 28 J-2304 4823 123 TRUE J-31 1 3500 6650 20 29 J-2304 4874 103 TRUE J-36 1 1500 7115 20 20 J-329 4798 130 TRUE J-38 2750 8710 20 21 J-3634 4674 123 TRUE J-39 5000 6503 20 30 J-2304 4798 134 TRUE J-43 3500 6305 20 29 J-2304 4843 113 TRUE J-44 5000 5801 20 30 J-2304 4793 137 TRUE J-53 3500 4725 20 29 J-2215 4884 99 TRUE J-63 2250 3213 20 32 J-2304 4795 132 TRUE J-65 3000 8206 20 28 J-372 4761 146 TRUE J-68 3500 7774 34 20 J-372 4838 114 TRUE J-73 2000 2952 20 31 3-2304 4910 90 TRUE J-76 3500 4569 35 20 J-13 4854 110 TRUE J-83 1500 7809 46 20 J-372 4792 133 TRUE J-B5 1500 8075 64 20 J-372 4808 226 TRUE J-87 5000 8173 37 20 J-2241 4736 119 TRUE J-93 2750 6352 20 28 J-848 4679 120 TRUE J-94 1 5000 8898 20 24 J-4346 4784 138 TRUE J-97 1 5000 5589 20 21 J-2473 4739 119 TRUE J-104 3500 6257 20 29 J-2304 4818 123 TRUE J-110 3500 8613 21 20 J-207 4834 221 TRUE J-112 5000 3741 21 20 J-3297 4706 133 FALSE J-114 3000 9450 20 20 J-2111 4718 104 TRUE .1-116 2750 7796 22 20 J-3918 4676 122 TRUE J-124 2250 8462 20 28 J-119 4758 86 TRUE J-133 5000 8051 20 22 J-134 4752 112 TRUE J-135 2000 2868 20 31 J-2304 4940 77 TRUE J-138 2000 5837 20 29 J-2304 4904 97_ TRUE J-148 1500 52B5 20 25 J-92 5020 44 TRUE J-150 5000 10000 53 23 J-372 4784 140 TRUE J-154 1500 8199 56 20 J-372 4792 133 TRUE J-156 3500 7459 20 28 J-2304 4844 114 TRUE J-160 1500 4440 20 31 J-2304 4836 114 TRUE J-163 2250 7662 20 22 J-372 4786 135 1 RUE J-173 3000 8382 20 46 J-3074 4756 87 TRUE J-174 1500 8338 75 20 J-372 4806 127 TRUE J-181 1 1500 3930 20 27 J-1622 4972 64 TRUE J-188 2250 7613 20 39 J-123 4772 80 TRUE J-192 1500 2741 26 20 J-2241 4744 116 TRUE J-195 3000 8339 20 28 J-184 4739 94 TRUE J-200 1500 1 3810 20 25 J-1835 4762 91 TRUE J-201 2250 6650 20 27 J-372 4774 140 TRUE J-205 3500 6015 20 29 J-372 4846 110 TRUE J-208 1 2000 4683 20 21 J-2304 4998 52 TRUE J-209 3000 6738 20 23 J-182 4736 123 TRUE J-211 5000 7578 20 29 J-2304 4781 141 TRUE J-220 3500 9835 20 23 3-372 4828 121 TRUE J-221 5000 9162 20 23 J-372 4785 138 TRUE J-230 1500 7806 64 20 J-372 4822 120 TRUE J-236 5000 8200 20 26 J-372 4802 130 TRUE J-237 2000 5638 21 20 J-3346 4892 97 TRUE J-240 5000 10000 69 25 J-372 4810 129 TRUE J-243 1500 2444 20 20 J-3655 5041 34 TRUE J-246 2250 7927 20 26 J-372 4806 12B TRUE J-248 1500 3445 20 20 J-3328 4746 98 TRUE J-260 5000 8318 20 26 J-372 4786 137 TRUE J-272 1500 5191 20 20 J-2340 4B42 111 TRUE J-276 3500 6751 26 20 J-3374 4838 117 TRUE J-281 2000 8849 20 22 J-2304 4942 76 TRUE 11/15/06 City of Bozeman Water Model 1 Scenario: 2005 Max Day-With Fire Flow Improvements Fire Flow Analysis Label Needed Available Calculated Calculated Minimum Elevation Pressure Satisfies Fire Flow Fire Flow Residual Pressure Minimum Zone Zone Junction (ft) (psi) Fire Flow gpm) (gpm) (psi) Pressure(psi) Constraints? J-283 3500 3990 20 31 2304 =4910 87 TRUE J-286 2250 6735 20 29 J-2304 4816 124 TRUE J-293 1500 4181 52 20 J-2241 4728 123 TRUE J-294 1500 8505 54 20 I J-372 4790 134 TRUE J-301 1500 2676 20 20 J-2304 5042 34 TRUE J-302 2500 2874 20 58 J-493 5019 42 TRUE J-303 1500 4202 20 23 J-181 4972 64 TRUE J-307 3500 8790 50 20 J-372 4868 102 TRUE J-309 2250 8865 30 20 J-372 4800 130 TRUE J-323 2250 6726 20 20 J-2992 4718 103 TRUE_ J-332 5000 9152 20 23 J-699 4782 141 TRUE_ J-341 1500 8203 59 20 J-372 4808 126 TRUE J-343 3500 6069 36 20 J-207 4964 66 TRUE J-352 5000 10000 21 22 J-372 4800 132 TRUE J-360 2000 7362 20 29 J-2304 4878 104 TRUE J-367 5000 6949 20 29 J-2304 4778 139 TRUE J-369 1500 5846 21 20 J-368 4828 117 TRUE J-370 2000 3979 20 20 J-2304 5010 47 TRUE J-389 5000 8885 20 27 J-372 4806 130 TRUE J-393 5000 7314 20 21 J-3121 4764 147 TRUE J-399 1500 4164 20 20 J-3341 4984 59 TRUE J-407 3500 8779 20 28 J-2304 4824 123 TRUE J-411 3500 8066 20 26 J-372 4820 123 TRUE J-420 2250 8270 20 27 J-447 4760 85 TRUE J-427 1500 3274 20 20 J-3859 4978 62 TRUE J-451 5000 6378 62 20 J-372 48BO 96 TRUE J-453 2250 4253 22 20 J-939 4764 145 TRUE J-466 1500 10000 40 33 J-2304 5013 46 TRUE J482 3500 9842 51 20 J-372 485B 107 TRUE J464 3500 7577 39 20 J-372 4840 113 TRUE J-498 2000 5118 22 20 J-2304 4994 54 TRUE J-503 5000 10000 51 25 J-372 4806 131 TRUE J-505 2000 5359 30 20 J-2304 4984 58 TRUE J-507 1500 3754 20 21 J-3307 4752 95 TRUE J-511 1500 4079 20 31 J-2304 4836 114 TRUE J-515 2250 7803 20 21 J-3078 4764 83 TRUE J-516 1500 4190 26 20 J-3855 5006 50 TRUE J-542 2250 6831 20 22 J-1098 4722 102 TRUE J-555 2000 5037 29 20 J-2304 4994 54 TRUE J-556 2750 9907 20 20 J-557 4690 116 TRUE J-566 2250 8254 27 20 J-372 4782 137 TRUE J-570 3500 4380 21 20 J-571 4840 119 TRUE J 574 1500 3818 20 20 J-575 4992 56 1-RUE J-577 2250 6527 20 20 J-578 4712 106 TRUE J-582 5000 6721 23 20 J-56 4734 122 TRUE J-591 2000 3587 20 20 J-3200 5004 50 TRUE J-612 1500 4230 22 20 J-3341 4976 63 TRUE J-627 1500 5220 20 22 J-2707 4800 129 TRUE J-645 3500 6128 20 29 J-2304 4836 115 TRUE J-655 3500 7908 20 28 J-2304 4832 120 TRUE J-683 3000 10000 22 31 J-2153 4734 97 TRUE J-689 1500 3650 20 21 J-153 4784 80 TRUE J-702 3500 7043 27 20 J-372 4928 77 TRUE J-723 2250 8031 40 20 J-372 4788 '134 TRUE J-747 2750 9234 20 26 J-2.151 1654 132 'TRUE J-749 3500 10000 63 25 J-372 4864 106 TRUE J-762 2250 4203 20 24 J-3316 4782 137 TRUE J-765 2250 8324 51 20 J-372 4778 139 TRUE J-779 1500 3144 20 21 J-4059 5000 53 TRUE J-791 1500 5257 20 20 J-2532 4820 120 TRUE J-792 3500 8295 39 20 J-372 4832 117 TRUE J-795 3000 8359 20 20 J-794 4750 151 'TRUE J-797 2750 6930 20 23 J-809 4682 119 TRUE J-807 3500 2149 22 20 J-4393 4834 121 FALSE I-810 2750 7241 20 20 J-811 4686 117 TRUE J-823 1500 4051 40 20 J-2241 4722 126 TRUE J-825 3500 4093 20 31 J-2304 4838 117 TRUE_ J-842 2250 6701 20 29 J-2304 4778 139 TRUE 11/15/06 City of Bozeman Water Model 2 Scenario: 2005 Max Day-With Fire Flow Improvements Fire Flow Analysis Label Needed Available Calculated Calculated Minimum Elevation Pressure Satisfies Fire Flow Fire Flow Residual Pressure Minimum Zone Zone Junction (ft) (psi) Fire Flow gpm) (gpm) (psi) Pressure(psi) Constraints? J-884 5000 6849 20 21 _ J-3422 4742 118 TRUE J-896 3500 7157 20 21 J-207 4930 81 1 RUE J-912 2750 7524 20 20 J-2862 4686 117 TRUE J-921 5000 9429 72 23 J-372 4754 150 TRUE J-925 5000 10000 28 26 J-372 4810 129 TRUE J-928 1500 6716 20 20 J-927 4784 136 TRUE J-931 5000 10000 51 25 J-372 4806 131 TRUE J-945 1500 5486 20 21 J-2241 4716 128 TRUE J-950 5000 6876 21 20 J-13 4814 128 TRUE J-956 5000 6028 20 30 J-2304 4778 143 TRUE J-972 3500 8117 55 20 J-372 4820 121 TRUE J-976 2250 9805 20 23 J-130 4756 87 TRUE J-977 5000 10000 37 25 J-372 4816 126 TRUE J-984 3500 10000 74 26 J-2304 4860 110 TRUE J-986 3500 7855 62 20 J-372 4824 120 TRUE J-998 5000 10000 73 23 J-372 4758 151 TRUE J-1006 1500 7692 24 20 J-372 4788 134 TRUE J-1027 5000 5701 20 30 J-2304 4810 127 TRUE J-1042 5000 8309 20 28 J-2304 4808 129 TRUE J-1065 5000 7227 20 25 J-2473 4720 127 TRUE J-1078 5000 7203 20 29 J-2304 4812 128 TRUE J-1086 1500 7698 23 20 J-3797 4820 121 TRUE J-1109 2250 6208 20 30 J-2304 4818 123 TRUE I-1111 2750 7230 20 22 J-2282 4680 120 TRUE J-1121 2750 7628 20 20 J-3615 4682 119 TRUE J-1169 1500 6117 26 20 J-1345 4946 76 TRUE J-1173 1500 8271 21 20 J-3682 4948 74 TRUE J-1176 1500 7681 21 20 J-372 4820 121 TRUE J-1187 5000 7519 23 20 J-3891 4750 113 TRUE J-1193 1500 7649 20 20 J-372 4786 135 TRUE J-1215 5000 9421 20 20 J-1214 4770 146 TRUE J-1226 5000 10000 53 25 J-372 4816 126 TRUE J-1232 1500 4930 20 20 J-1233 5002 53 TRUE J-1256 1500 4985 20 21 J-4086 4826 118 TRUE J-1260 5000 8733 20 27 J-372 4770 145 TRUE J-1297 3500 9170 20 27 J-2304 4834 119 TRUE J-1303 3500 3675 22 20 J-4325 4824 120 TRUE J-1314 1500 7585 20 21 J-3392 4798 130 TRUE J-1328 3500 6571 20 20 J-2820 4926 82 TRUE J-1348 1500 6800 1 20 25 J-372 4810 125 TRUE J-1356 2000 9265 20 21 J-2304 4936 79 TRUE J-1360 5000 5874 20 23 J-46 4808 130 TRUE J-1362 1500 4216 20 20 J-800 4848 108 TRUE J-1365 3500 10000 64 25 J-372 4820 125 TRUE J-1368 5000 4988 23 20 J-4407 4780 142 FALSE J-1411 1500 2937 20 32 J-2304 4844 110 TRUE J-1417 1 1500 4112 20 21 J-4384 4764 90 TRUE J-1421 5000 7677 20 28 J-1557 4814 127 TRUE J-1426 1500 3823 20 23 J-2451 4754 94 TRUE J-1440 5000 8215 20 28 J-2304 4784 139 TRUE J-1445 1500 8029 61 20 J-372 4790 134 TRUE J-1472 3500 10000 56 26 J-2304 4872 105 TRUE J-1473 1500 4574 20 20 J-4026 4960 70 TRUE J-1476 3500 9994 20 26 J-372 4830 121 TRUE J-1502 3500 2381 28 20 J-4393 4820 127 FALSE J-1505 3500 4017 20 31 J-2304 4838 116 TRUE J-1512 2250 7585 20 32 J-923 4764 83 TRUE J-1522 3500 10000 74 26 J-2304 4836 119 TRUE J-1539 3500 8121 20 28 J-2304 4876 101 TRUE J-1542 2250 7632 20 21 J-3928 4782 75 TRUE J-1549 1500 3493 20 33 J-2304 4998 53 TRUE J-1553 3500 10000 77 25 J-372 4820 125 TRUE J-1556 2000 2166 20 23 J-141 4946 74 TRUE J-1561 5000 4409 20 20 J-191 4686 91 FALSE J-1576 2750 7813 20 37 J-797 4674 123 TRUE J-1583 1500 7786 21 20 J-372 4800 129 TRUE J-1590 2000 4646 20 31 J-2304 4876 104 TRUE J-1605 1500 3615 20 23 J-3418 4980 61 TRUE 11/15/06 City of Bozeman Water Model 3 Scenario:2005 Max Day-With Fire Flow Improvements Fire Flow Analysis Label Needed Avallable Calculated Calculated Minimum Elevation Pressure Satisfies Fire Flow Fire Flow Residual Pressure Minimurn Zone Zone Junction (ft) (psi) Fire Flow gpm) (gpm) (psi) Pressure(psi) Constraints? J-1635 3500 6681 20 _ 29 J-2304 4032 118 TRUE J-1638 1500 5799 20 30 J-2304 4810 125 TRUE J-1640 2250 8617 20 30 J-3446 4776 78 TRUE J-1645 2250 8804 20 20 J-3593 4758 86 TRUE J-1650 2250 8034 20 31 J-1040 4782 75 TRUE J-1657 1500 2699 24 20 J-3855 5032 38 TRUE J-1659 1500 6829 20 25 J-372 4800 129 TRUE J-1672 2250 5696 20 30 J-2304 4762 146 TRUE J-1673 1500 3639 20 25 J-3605 4978 62 TRUE J-1685 3000 6139 20 20 J-2896 4726 100 TRUE J-1687 5000 5671 20 30 J-2304 4822 122 TRUE J-1700 2000 2597 20 22 J-4345 5014 45 TRUE J-1708 3500 7706 47 20 J-372 4838 114 TRUE J-1713 2250 7098 20 21 J-3738 4780 76 TRUE J-1715 3000 7360 59 20 J-372 4860 104 TRUE J-1719 3500 3805 20 20 J-1720 4906 86 TRUE J-1744 2750 6324 48 20 J-372 4900 88 TRUE J-1748 2250 5883 20 22 J-3838 4766 144 TRUE J-1750 5000 10000 53 25 J-372 4816 126 TRUE J-1773 1500 7479 20 20 J-511 4814 123 TRUE J-1778 5000 5348 20 30 J-2304 4830 121 TRUE J-1790 2750 10000 29 30 J-2862 4664 127 TRUE J-1795 5000 8862 20 24 J-372 4768 144 TRUE J-1802 2000 4073 20 31 J-2304 4858 112 TRUE J-1803 5000 7137 20 26 J-6347 4792 137 TRUE J-1806 5000 10000 69 23 J-372 4800 133 TRUE J-1817 1500 4151 20 20 J-4138 4730 122 TRUE J-1828 2750 4679 20 20 J-2499 4908 84 TRUE J-1831 1500 4614 20 25 J-1075 4706 133 TRUE J-1832 2000 6641 20 29 J-2304 4888 99 TRUE J-1842 1500 5421 20 30 J-2304 4826 118 TRUE J-1552 3500 5401 38 20 J-3690 4818 128 TRUE J-1856 1500 5470 20 30 J-2304 4804 127 TRUE J-1868 1500 5520 22 20 J-1921 4830 116 TRUE J-1877 3500 6201 20 29 J-2304 4876 101 TRUE J-1890 2000 9283 74 20 J-536 4864 109 TRUE 1-1895 2000 9234 28 20 J-2304 4958 70 TRUE J-1901 1500 7264 20 22 J-372 4828 117 TRUE J-1914 1500 4630 20 31 J-2304 4802 128 TRUE J-1917 1500 4167 20 20 J-3101 4760 92 TRUE J-1930 2000 7901 20 28 J-2304 4882 101 TRUE J-1935 1500 4199 20 31 J-2304 4830 116 TRUE J-1939 3000 7044 21 20 J-372 4870 100 TRUE J-1942 2250 1 8666 20 20 J-167 4756 148 TRUE J-1955 2000 4912 20 27 J-2304 4968 65 TRUE J-1961 1500 7749 25 20 J-372 4814 123 TRUE J-2007 1500 6684 20 25 J-372 4792 133 TRUE J-2011 2250 5006 21 20 J-3310 4766 144 TRUE J-2021 2250 7806 20 39 J-1927 4772 80 TRUE J-2029 1500 4741 20 27 J-3560 4808 71 TRUE J-2030 3000 9868 58 20 J-372 4764 144 TRUE J-2046 1500 7901 23 20 J-372 4814 124 TRUE J-2050 2750 4495 20 20 J-2602 4918 80 TRUE J-2052 5000 3326 23 20 J-4455 4712 130 FALSE J-2060 1500 3846 20 20 J-3152 4756 94 TRUE J-2065 3500 8070 71 20 J-372 4624 120 TRUE J-2086 3500 8397 20 26 J-372 4824 122 TRUE J-2087 1500 7317 20 20 J-3377 4842 i11 TRUE J-2094 1500 5961 20 20 J-4257 4826 118 TRUE J-2096 2250 7273 22 20 J-2270 4760 146 TRUE J-2119 2750 8907 21 20 J-3533 4696 113 TRUE J-2127 1500 5111 20 30 J-2304 4794 132 TRUE J-2140 1500 8322 20 20 J-2205 5024 43 TRUE J-2141 3500 10000 44 26 J-2304 4880 100 TRUE J-2155 2000 8283 21 20 J-8841 4956 70 TRUE J-2162 1500 5029 20 30 J-2304 4798 130 TRUE J-2171 3500 10000 34 26 J-2304 4886 97 TRUE J-2175 3000 5801 20 20 J-2176 4874 98 TRUE 11115/06 City of Bozernan Water Model 4 Scenario:2005 Max Day-With Fire Flow Improvements Fire Flow Analysis Label Needed Available Calculated Calculated Minimum Elevation Pressure Satisfies Fire Flow Fire Flow Residual Pressure Minimum Zone Zone Junction (ft) (psi) Fire Flow gpm) (gpm) (psi) Pressure(psi) Constraints? J-2179 3500 5218 20 30 J-2304 4828 120 TRUE J-220.5 1500 6394 20 22 J-2239 5034 38 TRUE J-2219 1500 7586 20 30 J-2868 5014 47 TRUE J-2223 5000 7038 20 20 J-2222 4818 126 TRUE J-2241 1500 2417 20 22 J-1183 4804 90 TRUE J-2244 1500 3645 20 20 J-2245 4752 95 TRUE J-2248 5000 7201 23 20 J-B84 4718 128 TRUE J-2250 3500 6170 20 29 J-2304 4852 111 TRUE J-22.51 2250 6202 20 23 J-595 4720 102 TRUE J-2263 2750 8598 20 23 J-6390 4686 117 TRUE J-2274 5000 4476 20 24 J-440 4694 88 FALSE J-2283 3500 6580 22 20 J-1029 4934 74 TRUE J-2298 3000 8927 20 20 J-4052 4708 10B TRUE J-2310 1500 3319 20 33 J-2304 4986 59 TRUE J-2314 3500 7485 30 20 J-207 4922 84 TRUE J-2321 5000 7777 61 20 J-372 4862 104 I TRUE J-2337 1500 5169 20 29 J-992 4800 129 TRUE J-2350 1500 6162 23 20 J-3377 4844 1110 TRUE J-2368 1500 5967 20 29 J-372 4834 115 TRUE J-2409 5000 2942 20 20 J-2497 4724 125 FALSE J-2417 2250 1246 20 33 J-2304 4762 145 FALSE J-2430 3500 6194 20 28 J-372 4844 110 TRUE J-2431 5000 6297 20 22 J-3882 4718 127 TRUE J-2443 1500 7769 55 20 J-372 4822 120 TRUE J-2465 1500 6131 20 28 J-372 4818 121 TRUE J-2488 3500 7982 69 20 J-372 4820 121 TRUE J-2500 3500 6934 20 26 J-207 4874 104 TRUE J-2533 2250 1703 20 22 J-2951 4762 145 FALSE J-2535 1500 3433 20 24 J-6324 4976 63 TRUE J-2538 2250 8339 31 20 J-372 4816 123 TRUE J-2547 2250 8661 24 20 J-372 4784 137 TRUE J-2577 5000 7863 21 20 J-3891 4736 119 TRUE J-2622 5000 10000 22 25 J-372 4800 133 TRUE J-2631 3500 8951 38 20 J-372 4830 118 TRUE J-2642 1500 6987 23 20 J-2877 4B10 125 TRUE J-2673 5000 5874 20 20 J-2674 4736 120 TRUE J-2675 5000 5506 20 20 J-2676 4738 120 TRUE J-2708 1500 1501 20 22 J-2709 4942 78 TRUE J-2713 3500 5758 20 26 J-212 4836 116 TRUE J-2721 1500 8262 48 20 J-372 4790 134 TRUE J-2723 3000 7340 20 20 J-2722 4748 153 TRUE J-2736 3500 8711 20 20 J-3929 4642 138 TRUE J-2755 1500 3723 20 29 J-3097 4988 58 TRUE J-2796 5000 8311 20 20 J-2875 4762 146 TRUE J-2815 5000 7997 21 20 J-2473 4716 128 TRUE J-2837 5000 7423 20 21 J-2182 4938 74 TRUE J-2877 1500 2697 20 32 J-2304 4842 111 TRUE J-2892 3000 8807 20 24 J-372 4752 150 TRUE J-2903 3500 6112 20 29 J-372 4828 118 TRUE J-2909 5000 6295 21 20 J-2910 4772 142 TRUE J-2912 3000 3916 20 20 J-2913 4872 99 TRUE J-2938 1 3000 2566 21 20 J-3815 4736 96 FALSE J-2940 2250 6268 20 20 J-6376 4714 105 TRUE_ J-2946 2750 4927 20 29 J-372 4914 82 TRUE J-2948 3000 7121 34 20 J-372 4864 103 TRUE J-2954 2000 4759 20 28 J-2304 4944 75 TRUE J-2955 1500 6129 24 2D J-1921 4820 120 TRUE J-2970 2000 4799 24 20 J-2304 5004 50 TRUE J-2979 1500 6299 23 20 J-1921 4812 124 TRUE J-2990 3500 3467 37 20 J-4393 4800 136 FALSE J-3000 3500 5090 20 20 J-3582 4938 73 TRUE J-3030 2250 5030 20 20 J-3031 4766 144 TRUE J-3039 2250 8769 47 20 J-372 4788 135 TRUE J-3046 5000 7961 33 20 J-2241 4726 124 TRUE J-3050 2750 9614 22 20 J-2862 4678 121 TRUE J-3052 2250 9650 53 20 J-372 4754 149 TRUE J-3080 1500 7734 46 20 J-372 4824 119 TRUE J-3097 1500 2921 20 33 J-2304 4988 58 TRUE 11/15/06 City of Bozeman Water Model 5 Scenario:2005 Max Day-With Fire Flow Improvements Fire Flow Analysis Label Needed Available Calculated Calculated Minimum Elevation Pressure Satisfies Fire Flow Fire Flow Residual Pressure Minimum Zone Zone Junction (ft) (psi) Fire Flow gpm) (gpm) (psi) Pressure(psi) Constraints? J-3099 3500 5121 21 20 .J-3126 4842 111 TRUE J-3105 3000 9608 24 20 J-372 4748 151 TRUE J-3109 3500 8821 20 20 J-3929 4644 137 TRUE J-3131 1500 4699 21 20 J-181 4964 68 TRUE .J-3133 2000 7550 39 20 3-2304 4976 62 TRUE J-3141 5000 8080 24 20 J-4129 4716 128 TRUE J-3147 2250 1676 20 20 J-3316 4770 142 FALSE J-3160 1500 8052 62 20 J-372 4806 127 TRUE J-3165 5000 4199 20 21 J-3793 4684 93 FALSE J-3187 3500 1313 20 33 J-2304 4926 82 FALSE J-3201 1500 10000 58 22 J-2304 4952 73 TRUE J-3209 1500 4869 20 30 J-2304 4806 127 TRUE J-3214 1500 7518 21 20 J-2877 4814 123 TRUE J-3219 2250 3548 20 31 J-2304 4774 140 TRUE J-322.2 2250 4958 20 20 J-3686 4702 110 TRUE J-3226 1500 2926 38 20 J-2.241 14698 136 TRUE J-3237 1500 7724 20 21 J-3238 4796 131 TRUE J-3263 5000 4935 20 31 J-2304 4776 144 FA-iSE J-3271 1500 2848 20 33 J-2304 5002 52 TRUE J-3280 1500 5895 20 29 J-372 4812 124 TRUE J-3288 3500 5259 22 20 J-3293 4840 112 TRUE J-3296 1500 4190 20 31 J-2304 4822 120 TRUE J-3324 5000 7586 20 20 J-4187 4772 144 TRUE J-3325 2250 6959 21 20 J-3326 4760 146 TRUE J-3342 5000 5304 20 20 J-3473 4724 124 TRUE J-3379 2250 6904 2.0 21 J-161 4788 73 TRUE J-3381 1500 7728 44 20 J-372 4824 119 TRUE J-3400 1500 8022 55 20 J-372 4806 127 TRUE J-3405 3500 8813 31 20 J-2291 4896 92 TRUE J-3406 1500 5479 20 20 J-3407 4816 122 TRUE J-3430 2250 7404 1 21 20 J-3755 4802 130 TRUE J-3440 2750 5492 20 25 J-372 4908 84 TRUE J-3444 3500 7191 27 20 J-3805 4842 112 TRUE J-3451 5000 10000 26 24 J-372 4768 147 TRUE J-3454 1500 4886 20 21 J-3455 4798 75 TRUE J-3511 2250 6628 21 20 J-3726 4722 102 TRUE J-3531 2750 6282 21 20 J-372 4914 82 TRUE J-3553 2250 5134 20 20 J-3926 4708 108 TRUE J-3554 1500 4523 20 20 J-3555 4796 131 TRUE J-3560 1500 4202 20 30 J-473 4804 73 TRUE J-3578 3500 7304 20 22 J-372 4858 105 TRUE J-3581 3000 10000 21 25 J-2492 4744 92 TRUE J-3616 3500 1 4717 20 31 J-2304 4916 87 TRUE J-3626 3500 7870 26 20 J-372 4836 115 TRUE J-3630 5000 8377 20 28 J-2304 4772 145 TRUE J-3641 3500 7602 20 20 J-4087 4832 116 TRUE J-3642 5000 4705 20 23 J-4022 4738 120 FALSE J-3673 2250 7591 20 34 J-3907 4774 79 TRUE J-3681 2750 8367 20 33 J-985 4688 117 TRUE J-3715 3000 6185 20 2.4 J-372 4878 97 TRUE J-3717 3500 10000 82 26 J-2304 4844 117 TRUE J-3718 3500 8150 29 20 J-372 4822 121 TRUE J-3785 3500 8569 20 28 J-2304 4838 118 TRUE J-3800 5000 9555 20 22 J-372 4800 131 TRUE_ J-3808 2250 8270 20 27 J-3739 4764 83 TRUE J-3810 3500 2545 33 20 J-4393 4807 133 FALSE 3-3826 5000 10000 42 23 J-372 4800 133 TRUE 3-3847 2250 9051 45 20 4788 135 TRUE J-3885 3500 4013 20 31 2--TM2-3044922 79 TRUEJ-3912 2000 6871 20 28 4896 90 TRUE J-3925 3500 5300 20 30 4852 107 TRUE J-3929 3500 8009 20 39 4646 137 TRUE J-3933 5000 6939 20 29 4772 144 TRUE J-4036 3500 4233 20 31 J4840 113 TRUE J-4038 3500 7787 22 20 J-372 4828 118 TRUE J-4048 2000 2145 20 33 J-2304 4852 115 TRUE J-4089 3500 6935 20 25 J-6327 4838 117 TRUE J-4100 2000 8930 20 20 J-2304 4958 69 TRUE 11/15/06 City of Bozeman Water Model 6 Scenario: 2005 Max Day-With Fire Flow Improvements Fire Flow Analysis Label Needed Available Calculated Calculated Minimum Elevation Pressure Satisfies Fire Flow Fire Flow Residual Pressure Minimum Zone Zone Junction (ft) (psi) Fire Flow gpm) (gpm) (psi) Pressure(psi) Constraints? J-4106 3500 8082 59 20 J-372 4858 106 TRUE J-4176 3500 3882 20 31 J-2304 4846 114 TRUE J-4208 5000 10000 67 21 J-372 4754 151 TRUE J-4298 1 1500 8653 20 25 J-107 4630 144 TRUE J-4338 1 2000 5386 20 21 J-2304 4986 58 TRUE J-4345 1 2006 1932 20 29 J-2304 5010 47 FALSE J-4376 3500 6107 20 30 J-2304 4830 117 TRUE J4426 2750 6411 20 60 J-157 4666 126 TRUE J-6306 2000 2177 20 32 J-2304 4934 79 TRUE J-6309 1500 2931 20 29 J-6323 4995 55 TRUE J-6311 1500 3831 20 29 J-3855 5020 45 TRUE J-6313 2000 2794 20 28 J-2304 4991 55 TRUE J-6316 2000 7597 43 20 J-2304 4978 61 TRUE J-6318 2000 3062 20 31 J-2304 4920 85 TRUE J-6322 3500 7392 20 28 J-2304 4879 100 TRUE J-6325 3500 4218 20 21 J-552 4859 108 TRUE J-6326 3500 3608 20 30 J-3981 4849 113 TRUE J-6328 3500 3977 20 31 J-2304 4B54 107 TRUE J-6331 3500 6430 20 26 J-372 4846 110 TRUE J-6332 1500 6352 20 27 J-372 4831 116 TRUE J-6339 1500 7303 20 23 J-372 4806 127 TRUE J-6341 1500 4567 20 31 J-2304 4798 130 TRUE J-6343 2250 6371 20 29 J-2304 4796 132 TRUE J-6346 5000 7838 20 23 J-60 4789 138 TRUE J-6348 5000 8192 20 28 J-372 4764 147 TRUE J-6357 5000 10000 65 22 J-372 4754 152 TRUE J-6358 5000 6236 20 32 J-6359 P4760 121 TRUE J-636B 1500 3108 30 20 J-2241 132 TRUE J-6373 2750 10000 21 20 J-848 123 TRUE J-5380 1500 3706 20 23 J-2613 92 TRUE J-6391 1500 7607 28 20 J-372 107 TRUE J-6393 2250 8075 20 20 J-372 140 TRUE J-6398 3500 8096 57 20 J-372 115 TRUE J-6400 5000 10000 72 25 J-372 4810 129 TRUE J-6401 5000 10000 70 25 J-372 4816 126 TRUE J-6402 1500 6933 22 20 J-4378 5012 47 TRUE J-6407 2250 2251 20 20 J-3316 4772 141 TRUE J-8820 2250 5430 20 26 J-2484 4718 103 TRUE J-8828 2250 8226 58 20 J-372 4788 135 TRUE J-8835 5000 6238 24 20 J-960 4904 88 TRUE J-8847 2000 7692 20 28 J-2304 4890 98 TRUE J-8848 2000 2924 20 31 J-2304 4920 85 TRUE J-8850 5000 5434 20 20 J-3015 4770 146 TRUE 11/15/06 City of Bozeman Water Model 7 COST ESTIMATES APPENDIX B.3 Age and Cost Inventory of Water Mains (GASB 34) Project: City of Bozeman Water Facility Plan Date: 12/12/2005 Current Value= replacement cost* remaining life(%) Replacement Cost: Estimated Cost for replacing existing mains with pipe similar in diameter with the addition of bends, valves, hydrants & services. Remaining Life: Percentage of life remaining in a water main before rehabilitation is needed. Remaining life is calculated under the assumption that an average life span of a pipe is 100 years. Installation Year Length Replacement Replacement % of Current & Diameters (ft) Cost/L.F. Cost Remaining Life Value 1880 4" 2,274 $153 $348,104 0% $0 6" 4,244 $162 $687,146 0% $0 10" 446 $190 $84,789 0% $0 1890 6" 4,101 $162 $663,993 0% $0 8" 821 $172 $141,376 0% $0 10" 362 $190 $68,820 0% $0 1900 4" 5,926 $153 $907,152 0% $0 6" 17,193 $162 $2,783,719 0% $0 8" 3,038 $172 $523,144 0% $0 10" 2,282 $190 $433,831 0% $0 1910 4" 3,657 $153 $559,814 5% $27,991 6" 26,712 $162 $4,324,940 5% $216,247 8" 4,250 $172 $731,850 5% $36,593 10" 2.440 $190 $463,868 5% $23,193 12" 3,771 $204 $768,681 5% $38,434 14" 4,468 $232 $1,037,738 5% $51,887 18" 12,843 $286 $3,667,832 5% $183,392 1920 4" 5,832 $153 $892,763 15% $133,914 6" 22,178 $162 $3,590,840 15% $538,626 8" 1,841 $172 $317,020 15% $47,553 10" 2,222 $190 $422,424 15% $63,364 12" 2,239 $204 $456,398 15% $68,460 14" 1,557 $232 $361,629 15% $54,244 16" 2,129 $251 $534,336 15% $80,150 18" 9,985 $286 $2,851,616 15% $427,742 1930 4" 6,878 $153 $1,052,884 25% $263,221 6" 10,093 $162 $1,634,158 25% $408,539 10" 452 $190 $85,930 25% $21,482 1940 4" 3,450 $153 $528,126 35%, $184,844 f 6" 14,202 $162 $2,299,446 35% $804,806 Age and Cost Inventory of Water Mains (GASB 34) Installation Year Length Replacement Replacement % of Current & Diameters (ft) Cost/L.F. Cost Remaining Life Value 1950 4" 2,597 $153 $397,549 45% $178,897 6" 10,733 $162 $1,737,780 45% $782,001 8" 3,036 $172 $522,799 45% $235,260 10" 9,609 $190 $1,826,767 45% $822,045 12" 1,521 $204 $310,041 45% $139,518 14" 11,263 $232 $2,615,944 45% $1,177,175 24" 14,606 $386 $5,634,411 45% $2,535,485 1960 6" 38,312 $162 $6,203,096 55% $3,411,703 8" 12,907 $172 $2,222,585 55% $1,222,422 10" 3,729 $190 $708,920 55% $389,906 12" 1,388 $204 $282,930 55% $155,611 14" 2,372 $232 $550,921 55% $303,006 1970 4" 1,883 $153 $288,250 65% $187,362 6" 49,227 $162 $7,970,344 65% $5,180,723 8" 36,021 $172 $6,202,816 65% $4,031,831 10" 20,358 $190 $3,870,259 65% $2,515,669 12" 20,284 $204 $4,134,691 65% $2,687,549 14" 6,539 $232 $1,518,748 65% $987,186 24" 1,832 $386 $706,712 65% $459,363 1980 4" 2,491 $153 $381,322 75% $285,992 6" 33,619 $162 $5,443,252 75% $4,082,439 8" 16,869 $172 $2,904,842 75% $2,178,631 10" 21,471 $190 $4,081,852 75% $3,061,389 12" 12,359 $204 $2,519,259 75% $1,889,444 14" 3,818 $232 $886,769 75% $665,077 18" 299 $286 $85,391 75% $64,044 20" 972 $327 $318,204 75% $238,653 24" 3,118 $386 $1,202,800 75% $902,100 30" 13,416 $496 $6,648,835 75% $4,986,627 1990 4" 3,255 $153 $498,275 85% $423,534 6" 73,219 $162 $11,854,888 85% $10,076,655 8" 102,799 $172 $17,701,988 85% $15,046,690 10" 37,800 $190 $7,186,158 85% $6,108,234 12" 46,601 $204 $9,499,148 85% $8,074,276 14" 4,456 $232 $1,034,951 85% $879,708 16" 4,200 $251 $1,054,116 85% $895,999 18" 813 $286 $232,185 85% $197,357 24" 2,926 $386 $1,128,734 85% $959,424 2000 4" 864 $153 $132,261 95% $125,648 6" 640 $162 $103,622 95% $98,441 8" 163,582 $172 $28,168,820 95% $26,760,379 10" 9,120 $190 $1,733,803 95% $1,647,113 12" 46,070 $204 $9,390,909 95% $8,921,363 14" 739 $232 $171,448 95% $162,876 24" 359 $386 $138,488 95% $131,563 30" 208 $496 $103,083 95% $97,929 SUM $130,038,978 Age and Cost Inventory of Water Mains (GASB 34) Below are the replacement costs for all storage tanks, PRV's and the Booster Station The PRV's and Booster Station are estimated to have a life span of 100 years. There are currently 14 PRV's in the Bozeman water system PRV's Replacement Year %of Current Current Value for Cost Installed Remaining Life Value 14 PRVS $35,000 1995 90% $31,500 $441,000 Booster Station Replacement Year %of Current Cost Installed Remaining Life Value $150,000 1957 52% $78,000 Concrete Storage Tanks are estimated to have a life span of 200 years. 4 MG Sourdough Tank (Concrete) Replacement Year %of 77Current Cost Installed Remaining Life Value $3,000,000 1957 76% $2,280,000 2 MG Hilltop Tank (Steel) Replacement Year %of Current Cost Installed Remaining Life Value $1,500,000 1985 f 80% $1,200,000 5.3 MG Lyman Reservoir(Concrete) Replacement Year %of Current Cost Installed Remaining Life Value $4,000,000 1 1889 420,1,, $1,680,000 J ) \ \ \ \ \ \ } WE e - LL _ ] 75 \ — < � \ \ � S \ 0 ; / \ / § } / 5 5 & \ 2 m < k e { rG � . \ � / ■ \ CL k j / f _ c : t \ o \ _ , }; }t !) ) ) ) 7 \\ )\ \\ ! � § g / Z 0 z I - - ( } & \ } 0 0 < E Alt { e / \2 & // cR ) 16 © - = m , k } -- \ // q § Q § aL ` { - - � \\ 3 \ \ 7 ) \ \ \ } \ .: ] CY \ 3t / - } } \ o ° 0 cl cl)\ }} k ) { j 7z IZ � & ® ) }k � �\ m < 0 � w c c o_ o O :/l C � M < O VI N 1•. 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(FT) 5.3 MC Storage Tank Q'I'l UNIT COST COST 166 34 Tank Cost 5,300,000 GAL, $0.50 $2,650,000.00 Excavation 52,966 C.Y. $2.50 $132,414.23 Base Fill 2,013 C.Y. $20.00 $40,253.09 Crushed Rock 2,336 C.Y. $28.00 565,394.86 Backfill 14,081 C.Y_ $4.00 $56,325.00 Drainage System 5,300,000 GAL. $0.05 $265,000.00 Pipework 1 LS $75,000.00 $75,000.00 Telemetry 1 LS $30,000.00 $30,000.00 Landscaping 104,555 S.F. $0.50 $52,277.70 Subtotal $3,366,664.87 5% Mob.& Demob, $168,333.24 Subtotal $3,534,998.12 20%Contingency $706,999.62 Subtotal $4,241,997.74 2V- Engineering& Inspection $848,399.55 5%Legal&Administrative Funds $212,099.89 Total Cost $5,302,497.18 ;.....;.................;...;.....;-----:.-.-.:.:---;...............:-:...;-:-----;-;----;---------------:-;-:-;--:-:--- ;--;-;--:-:-::-:-;:-; , ;---;z. ;-:-;- --;----- � ���� � ���;��::����:�:�:�:�:::�:;:�:�:�:�:�:::::�:-- --- ------ - ��� ;;;;; ; ����,-,,.........................;� :-;-----------------;-----:-;-;-;-;-;---;-----;---;-;:-;--:;----------;-;---;:;-;---:-;---;-;-;---;---;-;---:-;-----;-;-;---;-;-;.;-;.......;.;---------;.;-;-;.;.;-------;-;-;-;-;-----;-;---;-:-;---;----;-;---;-;-----;-;-;-;-;-;-;-:-;:;-;-;-:-:-;-;::-;-:-;-;;;-;-;-;:::;-;-;-;-;;;;;-;-;-;-;-:-;---;-;---;-;-;--;-;-;-;-;---;-;-;-;;;-;-;-:---;:;-;-;-:-;-;-;-;-;---;-;-;-;-;-;-;-;-;;;-;-;----;-;----;------; 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November9,o Page 1 of 23 41 h1 30459.0 General Abstract STATE OF MONTANA DEPARTMENT OF NATURAL RESOURCES AND CONSERVATION 1424 9TH AVENUE P.O.130X 201601 HELENA MONTANA 5N20.1601 GENERAL ABSTRACT Water Right Number: 41 H 30459-00 STATEMENT OF CLAIM V Version: 1 —ORIGINAL RIGHT j et r Version Status:ACTS ��t Owners: BOZEMAN CREEK ri RESERVOIR CO 8323 NASH RD BOZEMAN,MT 59715 Priority Date: SEPTEMBER 12,1901 Enforceable Priority Date:SEPTEMBER 12,1901 Type of historical Right: FILED Purpose(use): MUNICIPAL Maximum Flow Rate: 25.00 CFS FLOW RATE FOR THIS RIGHT IS LIMITED TOTHE HISTORIC CAPACITYOF THE DIVERSION STRUCTURE AND CONVEYANCE SYSTEM. Maximum Volume: 6,000.00 AC-FT Source: Source Name: SOURDOUGH CREEK Source Type: SURFACE WATER Point of Diversion and Means of Diversion: {D Goyt Lot Qts flee See TWP Rye Cana 4 SESESE 25 3S 6E GALLATIN Diversion Means: HEADGATE Period of Diversion: JANUARY 1 to DECEMBER 31 Reservoir: ON STREAM Reservoir Name:MYSTIC LAKE Govt Lot Oh'Sec See T*p RRe Coon SESESE 25 3S 6E GALLATIN Purpose(Use): MUNICIPAL Volume: 6,000.00 AC-FT Period of Use: JANUARY 1 to DECEMBER 31 Place of Use: ID Acres Govt Lot Q r Sec See 11rT Rge Conn 1 SE 36 is 5E GALLATIN 2 31 iS BE GALLATIN 3 SW 32 is BE GALLATIN 4 1 2S 5E GALLATIN 5 SE 2 2S 5E GALLATIN 6 NE 2 2S 5E GALLATIN 7 E2 10 2S 5E GALLATIN 8 11 2S 5E GALLATIN 9 12 2S 5E GALLATIN 10 13 2S 5E GALLATIN 11 5W 14 2S 5E GALLATIN 12 N2 14 2S 5E GALLATIN 13 24 2S 5E GALLATIN 14 82 4 26 6E GALLATIN 15 5 2S 6E GALLATIN 16 6 2S 6E GALLATIN 17 7 2S 6E GALLATIN 18 SE 8 2S 6E GALLATIN 19 W2 8 2S 6E GALLATIN 20 SW 9 2S BE GALIAMN 21 N2 16 2S BE GALLATIN 22 W2 17 2S BE GALLATIN 23 18 2S BE GALLATIN 24 W2 19 2S BE GALLATIN November 9,2005 Page 2 of 23 41 H 70118.00 General Abstract STATE OF MONTANA DEPARTMENT OF NATURAL RESOURCES AND CONSERVATION 1424 9TH AVENUE P.O.BOX 20%01 HELENA,MONTANA 59620.1601 GENERAL ABSTRACT Water Right Number: 41 H 70118-00 WATER RESERVATION Version: 1—ORIGINAL RIGHT $ Version Status: ACTIVE 1 Owners: BOZEMAN,CITY OF PO BOX 1230 BOZEMAN,MT 59771-1230 G Priority Date: JULY1,1985 at 12:00 A.M. Enforceable Priority Date:JULY 1,1985 at 12:00 AM. Purpose(use): MUNICIPAL Maximum Flow Rate: 47.30 CFS Maximum Volume: 2,857.00 AC-FT Source: Source Name: SOURDOUGH CREEK Source Type: SURFACE WATER Point of Diversion and Means of Diversion: ID Govt Lot Otr Sec Sec T� Ree Coaa 1 SWNW 21 3S 6E GALLATIN Diversion Means: UNKNOWN Reservoir: ON 3TREAM Govt Lot Qtr Sec Sec 1�!T Rge Conn SWNW 21 3S 6E GALLATIN Current Capacity: 6,000.00 ACRE-FEET Purpose(Use): MUNICIPAL Volume: 2,857.00 AC-FT Period of Use: JANUARY 1 to DECEMBER 31 Place of Use: ID Acres Govt Lot Otr Sec Sec Twp Rye Conn 1 1 2S 5E GALLATIN 2 12 2S 5E GALLATIN 3 13 2S 5E GALLATIN 4 6 2S 6E GALLATIN 5 7 2S 6E GALLATIN 6 8 2S 6E GALLATIN 7 17 2S 6E GALLATIN 8 18 2S 6E GALLATIN Remarks: RESERVATION GRANTED UNTIL HYALITE RESERVOIR EXPANSION WATER SUPPLY CONTRACT BETWEEN CITYAND DNRC IS SIGNED,2,857 AFlYEAR OF WATER(47.3 CFS DURING SPRING RUNOFF)IF THE CONTRACT FOR THE HYALITE RESERVOIR EXPANSION WATER SUPPLYOF2,248 AFNEAR IS ENTERED INTO,THE CITY'S RESERVATION NEED WILL BE REDUCED BYTHE RELI-ABLE RESERVOIR EXPANSION AMOUNT,TO AN EXPECTED NEED OF609 AFIYEAR OF WATER ATA RATE OF 10.1 CFS.WATER RESERVATION GRANTED JUNE 29,1992: THE BOXES PERTAINING TOTHIS WATER RESERVATION ARE LOCATED AT MERGANTHALERS IN THE NEW APPROPRIATIONS,MISCELLANEOUS SERIES. November 9,2005 Page 3 of 23 41 H 99632-00 General Abstract STATE OF MONTANA DEPARTMENT OF NATURAL RESOURCES AND CONSERVATION 104 9TH AVENUE P.O.BOX 201601 HELENA,MONTANA S M-1501 GENERAL ABSTRACT Water Right Number: 41 H 99632-00 STATEMENT OF CLAJM �f 1 Version: 1—ORIGINAL RIGHT Version Status:ACTIVE V tr Owners: BOZEMAN,CITYOF � sk PO BOX1230 BOZEMAN,MT 59771-1230 Priority Date: SEPTEMBER 30,1865 Enforceable Priority Date:SEPTEMBER 30,1865 Type of Historical Right: DECREED Purpose(use): IRRIGATION THIS WATER RIGHT IS INCIDENTALLY USED FOR FLOOD CONTROL AND RECREATION. Maximum Flow Rate: 8.00 CFS Maximum Volume: Maximum Acres: 85.00 Source: Source Name: SOURDOUGH CREEK Source Type: SURFACE WATER Point of Diversion and Means of Diversion: ID Govt Lot Otr Sec Sec Twp Rgee Conn 1 NWSWSE 7 2S 6E GALCATIN Diversion Means: HEADGATE DITCH NAME:STORYDITCH Period of Diversion: APRIL 1 to NOVEMBER 4 Purpose(Use): IRRIGATION Irrigation Type: SPRINKLERIFLOOD Climatic Area: 4-MODERATELY LOW Period of Use: APRIL 1 to NOVEMBER 4 THE ACTUAL.HISTORICAL PERIOD OF USE FOR THIS WATER RIGHT IS FROMAPRIL 1 ]L TO NOVEMBER 1.COMPUTER PROGRAM LIMITATIONS DO NOT ALLOW THE CORRECT PERIOD OF USE TO BE PRINTED ABOVE. Place of Use: ID Acres Govt Lot 0tr Sec Sec Rge Conn 1 86.00 E2 7 2S 6E GALLATIN Total: 86.00 PLACE OF USE IS LINDLEYPARK AND SUNSET HILLS CEMETERY. THE OWNER OF THIS WATER RIGHT SHALL NOT APPLYTO ANY COURT OR AGENCY FOR,OR OTHERWISE ( OBTAIN IN ANYWAYACHANGE IN THE PURPOSEOR POINT OF DIVERSION OF THIS WATER RIGHT,OR ` FOR ACHANGE WHICH WOULD ALLOW THE USE OF THE RIGHT ON ACONTINUOUS FLOW BASIS, PURSUANT TOASTIPULATION FILED 8128198LOC_ATED-INCASE THIS WATER RIGHT SHALL BE SUBORDINATE IN PRIORITY TO THE FOLLOWING WATER RIGHTS:W117326- 00,W117327-00,W117322-00,W1 i7324-00,W114980,W0131 BB-00,W013190-00,W030461-00,W030462-00, W037112-00,PURSUANT TO A STIPULATION FILED 8128198 IN CASE 41 H-171. November 9,2005 Page 4 of 23 41H 99633-00 General Abstract STATE OF MONTANA DEPARTMENT OF NATURAL RESOURCES AND CONSERVATION 1424 9TH AVENUE P,O,BOX 201601 HELENA,MONTANA 59620.1601 GENERAL ABSTRACT Water Right Number: 41 H 99633-00 STATEMENT OF CLAIM Version: 1 —ORIGINAL RIGHT Version Status: ACTIVE Owners: BOZEMAN,CITY OF PO BOX 1230 BOZEMAN,MT 59771-1230 Priority Date: APRIL 26,1892 Enforceable Priority Date:APRIL 26,1892 Type of HlstorlLal Right: USE Purpose(use): IRRIGATION Maximum Flow Rate: 1.38 CFS Maximutn Volume: 418.69 AC-FP Maximum Acres: 55.00 Source: Source Name: UNNAMED TRIBUTARY OF EAST GALLATIN RIVER Source Type: SURFACEWATER Point of Diversion and Means of Diversion: ID Govt Lot Qtr Sec Sec 1 p RRe Coun I NENW 6 2S 6E GALLATIN Diversion Means: HEADGATE Period of Diversion: APRIL 1 to OCTOBER 19 Purpose(Ilse): IRRIGATION Irrigation Type: FLOOD Climatic Area: 4-MODERATELY LOW Volume: 418.69 AC-FT Period of use: APRIL 1 W OCTOBER 19 THE ACTUAL HISTORICAL PERIOD OF USE FOR THIS WATER RIGHT IS FROM APRIL 1 TO OCTOBER 15.COMPUTER PROGRAM LIMITATIONS DO NOT ALLOW THE CORRECT PERIOD OF USE TO BE PRINTED ABOVE. Place or Use: ID Acres Govt Lot Qtr Sec Sec i Rge Coup 1 55,00 SW 31 1S 6E GALLATIN Total: 55.00 NDvember9,2005 Page 5 Df23 41H 140873-00 General Abstract STATE Of MONTANA DEPARTMENT OF NATURAL RESOURCES AND CONSERVATION 1424 9TH AVENUE P.O.BOX 201601 HELENA,MONTANA 59620-1601 GENERAL ABSTRACT Water Right Number: 41 H 140873-00 STATEMENT OF CLAIM Version: 1 —ORIGINAL RIGHT Version Status: ACTIVE Owners: BOZEMAN,CITYOF PO BOX 1230 BOZEMAN,MT 59771-1230 Priority Date: JULY31,1866 Enforceabie Priority Date:JULY 31,1866 Type of Histartcal Right: DECREED THIS WATER RIGHT SHALL BE SUBORDINATE IN PRIORITYTOALL WATER RIGHTS DECREED IN THE"UPPER DECREE"BEING RUFFNER V.WILLIAMS,CAUSE NO 1333, GALLATIN COUNTY,DATED 12/2/18B7,PURSUANTTO A STIPULATION FILED 8125/98 LOCATED IN CASE FILE 41 H-171. Purpose(use): MUNICIPAL Maximum Flow Rate: 67.00 GPM Maximum Volume: 109.50 AC-FT Source: Source Name: SOURDOUGH CREEK Source Type: SURFACE WATER Point of Diversion and Menns of Diversion. ID Govt Lot Qtr Sec Sec T Rgc Coun 1 NENE 18 3S BE GALLATIN Diversion Means: HEADGATE Period of Diversion: JANUARY 1 to DECEMBER 31 Purpose(Use): MUNICIPAL Volume: 109.50 AC-FT Period of Use: JANUARY 1 to DECEMBER 31 Place of Use: ID Acres Govt Lot Otr Sec Sec 1�n Rge Coun 1 SE 36 1S 5E GALLATIN 2 31 is 6E GALLATIN 3 SW 32 1S 6E GALLATIN 4 1 2S 5E GALLATIN 5 E2 2 2S 5E GALLATIN 6 E2 10 2S 5E GALLATIN 7 11 2S 5E GALLATIN 8 12 2S 5E GALLATIN 9 13 2S 5E GALLATIN 10 N2 14 2S 5E GALLATIN 11 SW 14 2S 5E GALLATIN 12 24 2S 5E GALLATIN 13 S2 4 2S 6E GALLATIN 14 5 2S 6E GALLATIN 15 6 2S BE GALLATIN 16 7 2S 6E GALLATIN 17 W2 8 2S BE GALLATIN 18 SE 8 2S 6E GALLATIN 19 SW 9 2S 6E GALLATIN 20 N2 16 2S BE GALLATIN 21 W2 17 2S 6E GALLATIN 22 18 2S fiE GALLATIN 23 W2 19 2S fiE GALLATIN Remarks: November 9,2005 Page 6 of23 41 H 140873-00 General Abstract Remarks: THE TIMELY FILED OBJECTION OF CITYOF BOZEMAN WAS AMENDED BYAGREEMENTOF THE PARTIES TO INCLUDE VOLUME.BECAUSE THIS ELEMENT WAS NOT INCLUDED ON THE OBJECTION LIST,ANY WATER USER WHOSE RIGHTS MAY BE ADVERSELY AFFECTED BY ENFORCEMENTOF THIS CHANGE MAY PETITION THE APPROPRIATE COURT FOR RELIEF OR MAY FILE AN OBJECTION ATTHE PRELIMINARY DECREE. THE POINTOF DIVERSION LEGAL LAND DESCRIPTION COULD NOT BE REFINED FROM INFORMATION IN THE CLAIM FILE. WHENEVER THE WATER RIGHTS FOLLOWING THIS STATEMENT ARE COMBINED TO SUPPLY WATER FOR THE CLAIMED PURPOSE,EACH IS LIMITED TTTHE HISTORICAL FLOW RATE AND PLACE OF USE OF THAT INDIVIDUAL RIGHT.THE SUMTOTAL OF THE VOLUME OF THESE WATER RIGHTS SHALL NOT EXCEED THE AMOUNT PUTTO HISTORICAL AND BENEFICIAL USE.W140873-00,W140877-00,W140879-00,W140880-00. Novem ber 9,2005 Page 7 of 23 41H 140874-00 General Abstract STATE OF MONTANA DEPARTMENT OF NATURAL RESOURCES AND CONSERVATION 1424 9TH AVENUE P.O.BOX 201601 HELEN&MONTMA M20-INN GENERAL ABSTRACT Water Right Number: 41 H 140874-00 STATEMENT OF CLAIM Version: 1 —ORIGINAL RIGHT Version Status:ACTIVE Owners: BOZEMAN,CITY OF PO BOX 1230 BOZEMAN,MT 59771-1230 Priority Date: DECEMBER 31,1BB6 Enforceable Priority Date:DECEMBER 31,1866 Type of Historical Right: DECREED Purpose(use): MUNICIPAL Maximum Flow[rate: 1.25 CFS Maximum Volume: 912.50 AC-Fr Source: Source Name: SOURDOUGH CREEK Source Type: SURFACE WATER Point of Diversion and Means of Diversion: ID Govt Lot Otr Sec Sec 7vT RRe Coun 1 NENE 18 3S 6E GALLATIN Diversion Means: HEADGATE Period of Diversion: JANUARY 1 b DECEMBER 31 Purpose(Use): MUNICIPAL Volume: 912.50 AC-FT Period of Use: JANUARY 1 to DECEMBER 31 Place of Use: ID Acres Goyt Lot Qtr Sec Sec T RRe Conn 1 SE 36 is 5E GALLATIN 2 31 1S 6E GALLATIN 3 SW 32 is 6E GALLATIN 4 1 2S 5E GALLATIN 5 SE 2 2S 5E GALLATIN 6 NE 2 2S 5E GALLATIN 7 E2 10 2S 5E GALLATIN 8 11 2S 5E GALLATIN 9 12 2S 5E GALLATIN 10 13 2S 5E GALLATIN 11 SW 14 2S 5E GALLATIN 12 N2 14 2S 5E GALLATIN 13 24 2S 5E GALLATIN 14 S2 4 2S BE GALLATIN 15 5 2S 6E GALLATIN 16 6 2S 6E GALLATIN 17 7 2S 6E GALLATIN 18 SE 8 2S BE GALLATIN 19 W2 8 2S 6E GALLATIN 20 SW 9 2S 6E GALLATIN 21 N2 16 2S 6E GALLATIN 22 W2 17 2S BE GALLATIN 23 16 2S 6E GALLATIN 24 W2 19 2S 6E GALLATIN November 9,2005 Page 8 of 23 41 H 140875-00 Ganaral Abslract STATE OF MONTANA DEPARTMENT OF NATURAL RESOURCES AND CONSERVATION 1424 9TH AVENUE P,O.BOX 20160i HELENA,MONTMA 59620.160i GENERAL ABSTRACT Water Right Number: 41 H 140875-00 STATEMENT OF CLAIM Version: 1 --ORIGINAL RIGHT Version Status:ACTNIE Owners: BOZEMAN,CiTYOF PO BOX 1230 BOZEMAN,MT59771-1230 Priority Date: DECEMBER 31,1866 Enforceable Priority Date:DECEMBER 31,1866 Type of Historical Right: DECREED Purpose(use): MUNICIPAL Maximum Flow Rate: 1.25 CFS Maximum Volume: 912.50 AC-FT Scarce: Source Name: SOURDOUGH CREEK Source Type: SURFACE WATER Point of Diversion and Means of Diversion: ID Govt Lot Qtr Sec See TvW RRe Conn 1 NENE 18 38 6E GALLATIN Diversion Means: HEADGATE Period of Diversion: JANUARY 1 to DECEMBER 31 Purpose(Use): MUNICIPAL Volume: 912.50 AC-FT Period of Use: JANUARY 1 to DECEMBER 31 Place of Use: ID Acres Govt Lot Qtr Sec Sec ]�p ,Ree Court 1 5 2S 6E GALLATIN 2 W2 17 2S 6E GALLATIN 3 1 2S 5E GALLATIN 4 12 2S 5E GALLATIN 5 24 2S 5E GALLATIN 6 6 2S 6E GALLATIN 7 7 2S 6E GALLATIN 6 18 2S 6E GALLATIN 9 E2 10 2S 5E GALLATIN 10 11 2S 5E GALLATIN 11 13 2S 5E GALLATIN 12 N2SW 14 2S 5E GALLATIN 13 SE 36 1S 5E GALLATIN 14 31 is 6E GALLATIN 15 SW 32 is 6E GALLATIN 16 NESE 2 2S 5E GALLATIN 17 S2 4 2S 6E GALLATIN i8 W2SE 8 2S 6E GALLATIN 19 SW 9 2S 6E GALLATIN 20 N2 16 2S 6E GALLA11N 21 W2 19 2S 6E GALLATIN Remarks: November 9,2005 Page 9 of23 41 H 140875-00 General Abstract Remarks: THE OWNER(S)OF 41 H-W-138767-00 HAVE THE OPTION TO USE THF-WATER RIGHT CLAIMED THEREIN ANYTIME UP TO JULY 10 OF ANY YEAR.IF THIS OPTION IS EXERCISED,THE OWNER OF CLAIM 41 H-W- 140876-00 SHALL NOT USE THE WATER RIGHT CLAIMED THEREIN DURING ANY PERIOD IN WHICH CLAIM 411-1-W-138767-00 IS IN USE. CLAIM 41 H-W-138767-00 AND THE OPTION TO USE,MAY ONLY BE OWNED AND USED BY ALVIN J GOLDENSTEIN AND10R GERALD R.GOLDENSTEIN,AND10R THEIR SURVMNG SPOUSES,ANDIOR ANY OF THE DIRECT LINEAL DESCENDANTS OF ALVIN J GOLDENSTEIN OR GERALD R GOLDENSTEIN.THE RIGHT MAYONLYBE USED IN ITS ENTIRETY UPON PORTIONS OF THE ORIGINAL CLAIMED PLACE OF USE GREATER THAN 40 ACRES.THUS,AN OWNER OF LESS THAN 40 ACRES OF THE ORIGINAL CLAIMED PLACE OF USE MAY NOT UTILIZE THE OPTION AS TO THE 50 MINER'S INCHES CLAIMED IN 41 H-W-138767- 00.IN THE EVENT OWNERSHIP OF 41 H-W-138767-00 TRANSFERS TO ANYONE WHO IS NOT A DIRECT LINEAL DESCENDANT OR SURVIVING SPOUSE,CLAIM 41 H-W-138767-00 SHALL BE AUTOMATICALLY TERMINATED. November 9,2005 Page 10 of 23 41 H 140876-00 General Abstract STATE OF MONTANA DEPARTMENT OF NATURAL RESOURCES AND CONSERVATION 1424 OTH AVENUE P,O.BOR 201601 HELENA,MONTANA SH20-1601 GENERAL ABSTRACT Water Right Number: 41 H 140876-00 STATEMENT OF CLAIM Version: 1—ORIGINAL RIGHT Version Status: ACTIVE Owners: BOZEMAN,CITY OF PO BOX 1230 BOZEMAN,MT59771-1230 Priority Date: DECEMBER 31,1866 Enforceable Priority Date:DECEMBER 31,1866 Type of Historical Right: DECREED Purpose(use): MUNICIPAL Maximum Flow Rate: 1.25 CFS Maximum Volume: 9 12.5 0 AC-FT Source: Source Name: SOURDOUGH CREEK Source Type: SURFACE WATER Point of Diversion and Means of Diversion: ID Govt Lot Utr Sec See T w Rgee Coon 1 NENE 18 3S BE GALLATIN Diversion Means: HEADGATE Period of Diversion: JANUARY 1 to DECEMBER 31 Purpose(Use): MUNICIPAL Volume: 912.50 AC-FT Period of Use: JANUARY i to DECEMBER 31 Place of Use: ID Acres Govt Lot Otr See Sec IMT Rae Coal 1 5 2S BE GALLATIN 2 W2 17 2S 6E GALLATIN 3 1 2S 5E GALLATIN 4 12 2S 5E GALLATIN 5 24 2S 5E GALLATIN 6 6 2S BE GALLATIN 7 7 2S BE GALLATIN 8 18 2S 6E GALLATIN 9 E2 10 2S 5E GALLATIN 10 11 2S 6E GALLATIN 11 13 2S 5E GALLATIN 12 N2SW 14 2S 5E GALLATIN 13 SE 36 is 5E GALLATIN 14 31 1S BE GALLATIN 15 SW 32 1S BE GALLATIN 16 NESE 2 2S 5E GALLATIN 17 S2 4 2S BE GALLATIN 18 W2SE 8 2S 6E GALLATIN 19 SW 9 2S BE GALLATIN 20 N2 16 2S 6E GALLATIN 21 W2 19 2S BE GALLATIN Remarks: November9,2005 Page 11 of23 41 H 140676-00 General Abstract Remarks: THE OWNER(S)OF 41 H-W-136767-00 HAVE THE OPTION TO USE THE WATER RIGHT CLAIMED THEREIN ANYTIME UP TO JULY 10 OF ANYYEAR.IF THIS OPTION IS EXERCISED,THE OWNER OF CLAIM41 H-W- 140676-00 SHALL NOT USE THE WATER RIGHT CLAIMED THEREIN DURING ANY PERIOD IN WHICH CLAIM 41 H-W-138767-00 IS IN USE. CLAIM 41 H-W-138767-00 AND THE OPTION TO USE,MAY ONLY BE OWNED AND USED BYALVIN J GOLDENSTEIN ANDIOR GERALD R.GOLDENSTEIN,AND10R THEIR SURVIVING SPOUSES,ANDIOR ANY OF THE DIRECT LINEAL DESCENDANTS OF ALMN J GOLDENSTEIN OR GERALD R GOLDENSTEIN.THE RIGHT MAYONLYBE USED IN ITS ENTIRETYUPON PORTIONS OF THE ORIGINAL CLAIMED PLACE OF USE GREATER THAN 40 ACRES.THUS,AN OWNER OF LESS THAN 40 ACRES OF THE ORIGINAL CLAIMED PLACE OF USE MAY NOT UTILIZE THE OPTION AS TO THE 50 MINER'S INCHES CLAIMED IN 41 H-W-136767- 00.IN THE EVENTOWNERSHIP OF 41H-W-136767-00 TRANSFERS TOANYONE WHO IS NOT ADIRECT LINEAL DESCENDANTOR SURVIVING SPOUSE,CLAIM 41 H-W-138767-00 SHALL BE AUTOMATICALLY TERMINATED. November 9,2005 Page 12 of 23 41 H 140877-00 Generat Abstract STATE OF MONTANA DEPARTMENT OF NATURAL RESOURCES AND CONSERVATION 1424 0TH AVENUE P.O.BOX 201601 HELENA,MONTANA 5A62I}1601 GENERAL ABSTRACT Water Right Number: 41 H 140877-00 STATEMENT OF CLAIM Version: 1--ORIGINAL RIGHT Version Status: ACTIVE Owners: BOZEMAN,CITY OF PO BOX 1230 BOZEMAN,MT 59771-1230 Priority Date: DECEMBER 31,1877 Enforceable Priority Date:DECEMBER 31,1877 Type or[Ustorical Right: DECREED Purpose(use): MUNICIPAL Maximum Flow Rate: 283.00 GPM Maximum Volume: 456.30 AC-FT Source: Source Name: SOURDOUGH CREEK Source Type: SURFACE WATER Point or Diversion and Means or Diversion: ID Govt Lot Qtr Sec See Mff2 RRe Conn 1 NENE 18 3S 6E GALLATIN Diversion Means: HEADGATE Period or Diversion: JANUARY 1 to DECEMBER 31 Purpose(Use): MUNICIPAL Volume: 456.30 AC-FT Period or Use: JANUARY 1 to DECEMBER 31 Place or Use: ID Acres Govt Lot Otr See See 1 p RRe Coup. 1 SE 36 15 5E GALLATIN 2 31 1S 6E GALLATIN 3 SW 32 1S 6E GALLATIN 4 1 2S 5E GALLATIN 5 E2 2 2S 5E GALLATIN 6 E2 10 2S 5E GALLATIN 7 11 2S 5E GALLATIN 8 12 2S 5E GALLATIN 9 13 2S 5E GALLATIN 10 N2 14 2S 5E GALLATIN 11 SW 14 2S 5E GALLATIN 12 24 2S 5E GALLATIN 13 S2 4 25 6E GALLATIN 14 5 2S OE GALLATIN 15 6 2S 6E GALLATIN 16 7 2S OE GALLATIN 17 W2 8 2S 6E GALLATIN 18 SE 8 2S OE GALLATIN 19 SW 9 2S 6E GALLATIN 20 N2 16 2S 6E GALLATIN 21 W2 17 2S 6E GALLATIN 22 18 2S 6E GALLATIN 23 W2 19 2S OE GALLATIN Remarks: THE POINT OF DIVERSION LEGAL LAND DESCRIPTION COULD NOT BE REFINED FROM INFORMATION IN THE CLAIM FILE. WHENEVER THE WATER RIGHTS FOLLOWING THIS STATEMENT ARE COMBINED TO SUPPLY WATER FOR THE CLAIMED PURPOSE,EACH IS LIMITED TO THE HISTORICAL FLOW RATE AND PLACE OF USE OF THAT INDIVIDUAL RIGHT.THE SUMTOTAL OF THE VOLUME OF THESE WATER RIGHTS SHALL NOT EXCEED THE AMOUNT PUT TO HISTORICAL AND BENEFICIAL USE,W140873-00,W140877-00,W140879-00,W140880-00. November 9,2005 Page 13 of23 41 H 140878-00 General Abstreci STATE OF MONTANA DEPARTMENT OF NATURAL RESOURCES AND CONSERVATION 1424 9TH AVENUE P.0.90X201601 HELENA.MONTMA59620-1601 GENERAL ABSTRACT Water Right Number: 41H 140878-00 STATEMENT OF CLAIM Version: 1 --ORIGINAL RIGHT Version Status: ACTIWE Owners: BOZEMAN,CITY OF PO BOX 1230 BOZEMAN,MT59771-1230 Priority Date: DECEMBER 31,1866 Enforceable Priority Date:DECEMBER 31,1866 Type of Historical Right: DECREED Purpose(use): MUNICIPAL Maximum Flow Rate: 1.25 CFS Maximum Volume: 912.50 AC-FT Source: Source Name: SOURDOUGH CREEK Source Type: SURFACE WATER Point of Diversion and Means of Diversion: 1D Govt Lot Qtr -Sec Sec T Ree Coun 1 NENE 18 3S 6E GALLATIN Diversion Means: HEADGATE Period of Diversion: JANUARY 1 to DECEMBER 31 Purpose(Use): MUNICIPAL Volume: 912.50 AC-FT Period of Use: JANUARY 1 to DECEMBER 31 Place of Use: ID Acres Govt Lot Otr Sec Sec T p &ee Coun 1 SE 36 1S 5E GALLATIN 2 31 1S 6E GALLATIN 3 SW 32 1S 6E GALLATIN 4 1 2S 5E GALLATIN 5 SE 2 2S 5E GALLATIN 6 NE 2 2S 5E GALLATIN 7 E2 10 2S 5E GALLATIN 8 11 2S 5E GALLATIN 9 12 2S 5E GALLATIN 10 13 2S 5E GALLATIN 11 SW 14 2S 5E GALLATIN 12 N2 14 2S 5E GALLATIN 13 24 2S 5E GALLATIN 14 S2 4 2S 6E GALLATIN 15 5 2S 6E GALLATIN 16 6 2S 6E GALLATIN 17 7 2S 6E GALLATIN 18 SE 8 2S 6E GALLATIN 119 W2 8 2S 6E GALLATIN 20 SW 9 2S 6E GALLATIN 21 N2 16 2S 6E GALLATIN 22 W2 17 2S 6E GALLATIN 23 18 2S 6E GALLATIN 24 W2 19 2S 6E GALLATIN Notiember 9,2005 Page 14 of 23 41H 140879-00 General Abstract STATE OF MONTANA DEPARTMENT OF NATURAL RESOURCES AND CONSERVATION 1424 9TH AVENUE P.0.80X 201801 HELENA,MONTANA 59620-1001 GENERAL ABSTRACT Water Right Number: 41 H 140879-00 STATEMENT OF CLAIM Version: 1 --ORIGINAL RIGHT Version Status: ACTfVE Owners: BOZEMAN,CITY OF PO BOX 1230 BOZEMAN,MT59771-1230 Priority Date: DECEMBER 31,1877 Enforceable Priority Date:DECEMBER 31,1877 Type of Historical Right: DECREED Purpose(use)- MUNICIPAL Magmam Flow Rate: 283.00 GPM Maximum Volume: 456.30 AC-FT Source: Source Name: SOURDOUGH CREEK Source Type: SURFACEWATER Point of Diversion and Means of Diversion: ID Govtl,ot QtrSee See � RRe Conn 1 NENE 18 3S 6E GALLATIN Diversion Means: HEADGATE Period of Diversion: JANUARY 1 to DECEMBER 31 Purpose(Use): MUNICIPAL Volume: 456.30 AC-FT Period of Use: JANUARY 1 to DECEMBER 31 Place of Use.- ID Acres Govtl,ot QtrSec Sec 7frp R-,g_e Coon 1 SE 38 1S 5E GALLATIN 2 31 15 BE GALLATIN 3 SW 32 1S BE GALLATIN 4 1 2S 5E GALLATIN 5 E2 2 2S 5E GALLATIN 6 E2 10 2S 6E GALLATIN 7 11 2S 5E GALLATIN B 12 2S 5E GALLATIN 9 13 2S 5E GALLATIN 10 N2 14 2S 5E GALLATIN 11 SW 14 2S 5E GALLATIN 12 24 2S 5E GALLATIN 13 S2 4 2S 6E GALLATIN 14 5 2S BE GALLATIN 15 6 2S BE GALLATIN 16 7 2S 6E GALLATIN 17 W2 8 2S 6E GALLATIN 18 SE 8 2S 6E GALLATIN 19 SW 9 2S 6E GALLATIN 20 N2 16 2S 6E GALLATIN 21 W2 17 2S 6E GALLATIN 22 18 2S 6E GALLATIN 23 W2 19 2S 6E GALLATIN Remarks: THE POINT OF DIVERSION LEGAL LAND DESCRIPTION COULD NOT BE REFINED FROM INFORMATION IN THE CLAIM FILE. WHENEVER THE WATER RIGHTS FOLLOWING THIS STATEMENT ARE COMBINED TO SUPPLY WATER FOR THE CLAIMED PURPOSE,EACH IS LIMITED TO THE HISTORICAL FLOW RATE AND PLACE OF USE OF THAT INDIVIDUAL RIGHT.THE SUM TOTAL OF THE VOLUME OF THESE WATER RIGHTS SHALL NOT EXCEED THE AMOUNT PUT TO HISTORICAL.AND BENEFICIAL.USE.W140673-00,W140877-D0,W140879-00,W140880-00. November 9,2005 Page 15 of23 41 H 140880-00 General Abstract STATE OF MONTANA DEPARTMENT OF NATURAL RESOURCES AND CONSERVATION 1424 9TH AVENUE P.O.BO%20t601 HELENA,MONTANA 59629.1601 GENERAL ABSTRACT Water Right Number: 41 H 140880-00 STATEMENT OF CLAIM Version: 1 —ORIGINAL RIGHT Version Status: ACTIVE Owners: BOZEMAN,CITY OF PO BOX 1230 BOZEMAN,MT 50771-1230 Priority Date: JU LY 31,1866 Enforceable Priority Date:JULY31,1866 Type of Historical Right: DECREED THIS WATER RIGHT SHALL BE SUBORDINATE IN PRIORITYTOALL WATER RIGHTS DECREED IN THE"UPPER DECREE"BEING RUFFNER V.WILLIAMS,CAUSE NO 1333, GALLATIN COUNTY,DATED 12/2/1887,PURSUANT TOASTIPULATION FILED 8/25/98 LOCATED 1N CASE FILE 41 H-171. Purpose(use)-. MUNICIPAL Maximum Flow Rote: 81.00 GPM Maximum Volume: 127,80 AC-FT Source: Source Name: SOURDOUGH CREEK Source Type: SURFACE WATER Point of Diversion and Means of Diversion: ID Govt Lot Qtr Sec See TnT RRe Coun 1 NENE 18 3S 6E GALLATIN Diversion Means: HEADGATE Period of Diversion: JANUARY 1 to DECEMBER 31 Purpose(Use): MUNICIPAL Volume: 127.80 AC-FT Period of Use: JANUARY 1 to DECEMBER 31 Place of Use: ID Acres Govt Lot ()tr Sec See T,�T Rge Can 1 SE 36 1S 5E GALLATIN 2 31 1S 6E GALLATIN 3 SW 32 1S 6E GALLATIN 4 1 2S 5E GALLATIN 5 E2 2 2S 5E GALLATIN 6 E2 10 2S 5E GALLATIN 7 11 2S 5E GALLATIN B 12 2S 5E GALLATIN 9 13 2S 5E GALLATIN 10 N2 14 2S 5E GALLATIN 11 SW 14 2S 5E GALLATIN 12 24 2S 5E GALLATIN 13 S2 4 2S 6E GALLATIN 14 5 2S 6E GALLATIN 15 6 2S 6E GALLATIN 16 7 2S 6E GALLATIN 17 W2 8 2S 6E GALLATIN 18 SE 8 2$ 6E GALLATIN 19 SW 9 2S 6E GALLATIN 20 N2 16 2S 6E GALLATIN 21 W2 17 2S 6E GALLATIN 22 18 2S 6E GALLATIN 23 W2 19 2S 6E GALLATIN Remarks: Now m ber 9,2005 Page 16 of 23 41 H 140880-00 General Abstract Remarks: THE CLAIMED MEANS OF DIVERSION CANNOT BE IDENTIFIED FROM AVAILABLE DATA THE POINT OF DIVERSION LEGAL LAND DESCRIPTION COULD NOT BE REFINED FROM INFORMATION IN THE CLAIM FILE, WHENEVER THE WATER RIGHTS FOLLOWING THIS STATEMENT ARE COMBINED TO SUPPLY WATER FOR THE CLAIMED PURPOSE,EACH IS LIMITED TO THE HISTORICAL FLOW RATE AND PLACE OF USE OF THAT INDIVIDUAL RIGHT.THE SUM TOTAL OF THE VOLUME OF THESE WATER RIGHTS SHALL NOT EXCEED THE AMOUNT PUT TO HISTORICAL AND BENEFICIAL USE.W140873-00,W140877-00,W140879-00,W140880-00. November 9,2005 Page 17 of 23 41H 140B82-00 General Abstracl STATE OF MONTANA DEPARTMENT OF NATURAL RESOURCES AND CONSERVATION 1424 9TH AVENUE P,O.BOX 201601 HELENA,MONTANA 59620.1601 GENERAL ABSTRACT Water Right Number: 41 H 140882-00 STATEMENT OF CLAIM Version: 2—CHANGE AUTHORIZATION Version Status:ACTIVE Owners: BOZEMAN,CITY OF PO BOX 1230 BOZEMAN,MT 59771-1230 Priority Date: SEPTEMBER 1,1864 Enforceable Priority Date:SEPTEMBER 1,1864 Purpose(use): MUNICIPAL Maximum Flow hate: 3.75 CFS Maximum Volume: 2,740.20 AC-FT Source: Source Name: LYMAN CREEK Source Type: SURFACEWATER Point of Diversion and Means of Diversion: ID Govt Lot Qtr Sec See 1 Rg_e Conn 1 SW 28 IS 6E GALLATIN Diversion Means: HEADGATE 2 1 S2NESE 21 1S 6E GALLATIN Diversion Means: HEADGATE 3 NWNENE 28 1S 6E GALLATIN Diversion Means: HEADGATE Period of Diversion: JANUARY 1 to DECEMBER 31 Purpose(Use): MUNICIPAL Volume: 2,740.20 AC-FT Period of Use: JANUARY 1 to DECEMBER 31 Place of Use: ID Acres Govt Lot Qtr See Sec 1ti!T Ilse Conn 1 SE 36 is 5E GALLATIN 2 31 Is 6E GALLATIN 3 SW 32 is 6E GALLATIN 4 1 2S 5E GALLATIN 5 SE 2 2S 5E GALLATIN B NE 2 2S 5E GALLATIN 7 E2 10 2S 5E GALLATIN 8 11 2S 5E GALLATIN 9 12 2S 5E GALLATIN 10 13 2S 5E GALLATIN 11 SW 14 2S 5E GALLATIN 12 N2 14 2S 5E GALLATIN 13 24 2S 5E GALLATIN 14 S2 4 2S 6E GALLATIN 15 5 2S BE GALLATIN 16 6 2S 6E GALLATIN 17 7 2S 6E GALLATIN 18 SE 8 2S BE GALLATIN 19 W2 8 2S BE GALLATIN 20 SW 9 2S BE GALLATIN 21 N2 16 2S 6E GALLATIN 22 W2 17 2S BE GALLATIN 23 18 2S 6E GALLATIN 24 W2 19 2S BE GALLATIN Remarks: IMPORTANT INFORMATION THE DIVERSIONS IN SEC.28 ARE USED FOR EMERGENCY/BACKUP. THE MAIN DIVERSIONS ARE TWO SUBSURFACE SPRING BOXES IN SEC.21. Novem ber 9,2005 Page 18 of 23 41 H 140883-DO General Abstract STATE OF MONTANA DEPARTMENT OF NATURAL RESOURCES AND CONSERVATION 1424 9TH AVENUE P.O.BOX 201601 HELENA,MONTANA 59620-1601 GENERAL ABSTRACT Water Right Number: 41 H 14088MO STATEMENT OF CLAIM Version: 2—CHANGE AUTHORIZATION Version Status:ACTIVE Owners: BOZEMAN,CITY OF PO BOX 1230 BOZEMAN,MT 59771-1230 Prlorlty Date: MAY 1,1881 Enforceable Priority Date:MAY 1,1881 Purpose(use): MUNICIPAL Maximum Flow Rate: 2.20 CFS Maximum Volume: 1,606.00 AC-FT Source: Source Name: LYMAN CREEK Source Type: SURFACE WATER Point of Diversion and Means of Diversion: ID Govt Lot Orr Sec Sec Try &e Coun 1 SW 28 is 6E GALLATIN Diversion Means: HEADGATE 2 S2NESE 21 15 6E GALLATIN Diversion Means: HEADGATE 3 NWNENE 28 1S BE GALLATIN Diversion Means: HEADGATE Period of Diversion: JANUARY 1 to DEC E NIB ER 31 Purpose(Use): MUNICIPAL Volume: 1,606.00 AC-FT Period of Use: JANUARY 1 to DEC EMBER 31 Place of Use: 1D Acres Govt Lot ptr Sec Sec ]NT RRe Coon 1 SE 36 15 5E GALLATIN 2 31 1S 6E GALLATIN 3 SW 32 1S 6E GALLATIN 4 1 2S 5E GALLATIN 5 SE 2 2S 5E GALLATIN 6 NE 2 2S 5E GALLATIN 7 E2 10 2S 5E GALLATIN 8 11 2S 5E GALLATIN 9 12 2S 5E GALLATIN 10 13 2S 5E GALLATIN 11 SW 14 2S 5E GALLATIN 12 N2 14 2S 5E GALLATIN 13 24 2S 5E GALLATIN 14 S2 4 2S 6E GALLATIN 15 5 2S BE GALLATIN 16 6 2S 5E GALLATIN 17 7 2S BE GALLATIN 18 SE 8 2S 6E GALLATIN 19 W2 8 2S BE GALLATIN 20 SW 9 2S 6E GALLATIN 21 N2 16 2S BE GALLATIN 22 W2 17 2S 6E GALLATIN 23 18 2S 6E GALLATIN 24 W2 19 2S 6E GALLATIN Remarks: IMPORTANT INFORMATION THE DIVERSIONS IN SEC.28 ARE USED FOR EMERGENCY/BACKUP.THE MAIN DIVERSIONS ARE TWO SUBSURFACE SPRING BOXES IN SEC.21. November 9,2005 Page 19 of 23 41 H 154134-00 General Abstract STATE OF MONTANA DEPARTMENT OF NATURAL RESOURCES AND CONSERVATION 1424 DTH AVENUE P.O.BOX2016Di HELENA,MONTANA F9WO-1601 GENERAL ABSTRACT Water Right Number: 41 H 154134-00 STATEMENT OF CLAIM Version: 1 —ORIGINAL RIGHT Version Status:ACTIVE Owners: BOZEMAN,CITY OF PO BOX 1230 BOZEMAN,MT 59771-1230 (/ Priority Date: OCTOBER 31.1869 t (� Enforceable Priority Date:OCTOBER 31,1869 Type of Historical Right: DECREED Purpose(use): MUNICIPAL Maximum Flow Rate: 125 CFS Maximum Volume: 37925 AC-FT Maximum Acres: 600.00 Source: Source Name: HYALfiE CREEK Source Type: SURFACEWATER Point of Diversioe and Means of Diversion: 1D Govt Lot tr Sec See T yW Rue Coun 9 NENENW 23 3S 5E GALLATfN Diversion Means: HEADGATE Period of Diversioe: MAY 1 to SEPTEMBER 30 Purpose(Use): MUNICIPAL Volume: 301.00 AC-FT Period of Use: MAY 1 to SEPTEMBER 30 Place of Use: 113 Acres Govt Lot OirSee Sec T�gp Rge Cous 1 12 2S 5E GALLATIN 2 7 2S 6E GALLA71N Remarks: FILE REFLECTS AUTHORIZATION TO SEVER/SELL AND TO CHANGE THE POINT OF DIVERSION,PLACE OF USE AND PURPOSE OF USE COMPLETED 07-11-86. WHENEVER THE WATER RIGHTS FOLLOWINGTHIS STATEMENTARE COMBINED TO SUPPLY WATER FOR THE CLAIMED PURPOSE,EACH IS LIMITED TO THE HISTORICAL FLOW RATE AND PLACE OF USE OF THAT INDIVIDUAL RIGHT.THE SUM TOTAL OF THE VOLUME OF THESE WATER RIGHTS SHALL NOT EXCEED THE AMOUNT PUT TO HISTORICAL AND BENEFICIAL USE.W154134-00,W154137-00,W154138-00. NOTICE OF WATER RIGHT TRANSFER RECEIVED 12/10/87. November 9,2005 Page 20 of 23 41 H 154135-00 General Abstract STATE OF MONTANA DEPARTMENT OF NATURAL RESOURCES AND CONSERVATION 1424 9TH AVENUE ROSOX 201601 HELENA.MONTANA 5962D-1001 GENERAL ABSTRACT Water Right Number: 41 H 154135-00 STATEMENT OF CLAIM Version: 1—ORIGINAL RIGHT Version Status:ACTIVE f 1 VL Owners: BOZEMAN,CITY OF PO BOX 1230 i BOZEMAN,MT 59771-1230 Priority Date: JULY31,1B66 Enforceable Priority Date:JULY 31,1866 Type of Historical Right: DECREED Purpose(use): MUNICIPAL Maximum Flow Rate: 2.50 CFS Maximum Volume: 758.50 AC-FT Source: Source Name: HYALME CREEK Source Type: SURFACEWATER Point of Diversion and Means or Diversion: ID Govt Lot Qtr Sec Sec TM RRee Coun 1 NENENW 23 3S 5E GALLATIN Diversion Means: HEADGATE Period of Diversion: MAY 1 to SEPTEMBER 30 Purpose(Use): MUNICIPAL Volume: 301.00 AC-FT Period of Use: MAY 1 to SEPTEMBER 30 Place of Use: ID Acres Govt Lot 52tr Sec See 1 _p Rye Coun 1 12 2S 5E GALLATIN 2 7 2S 6E GALLATIN Remarks: FILE REFLECTS AUTHORIZATION TO SEVERISELL AND TO CHANGE THE POINT OF DIVERSION,PLACE OF USE AND PURPOSE OF USE COMPLETED 07-11-66. THE WATER COURT HAS BEEN PRESENTED WITH EVIDENCE INDICATING THE PLACE OF USE MAYBE INCORRECT.ACCORDING TO AN AFFIDAVIT FILED 1/11/94 BYTHE ORIGINAL CLAIMANT,LOCATED IN.THE CLAIM FILE,THE HISTORICAL PLACE OF USE MAY BE:ORT SEC SEC TWP RGE CO S2S2 10 03S 05E GALLATIN NE 15 03S 05E GALLATIN N2SE 15 03S 05E GALLATIN NOTICE OF WATER RIGHT TRANSFER RECEIVED 12/10187, November 9,2005 Page 21 of 23 41 H 154137-00 General Abstract STATE OF MONTANA DEPARTMENT OF NATURAL RESOURCES AND CONSERVATION 1424 9TH AVENUE P.O.BOX 20100i HELENA,MDNTANA 69020-1001 GENERAL ABSTRACT Water Right Number: 41 H 154137-00 STATEMENT OF CLAIM Version: 1 --ORIGINAL RIGHT j Version Status:ACTIVE Q ✓� Owners: BOZEMAN,CITYOF l L PO BOX 1230 BOZEMAN,MT 59771-1230 Priority Date: JULY31,1873 Enforceable Priority Date:JULY 31,1873 Type of Historical Right: DECREED Purpose(use): MUNICIPAL Maximum Flow Rate: 2.50 CFS Maximum Volume: 758.50 AC-FT Maximum Acres: 800.00 Source: Source Name: HYALITE CREEK Source Type: SURFACEWATER Point of Diversion and Means of Diversion: 1D Govt Lot Qtr Sec Sec busy Rye Coun 1 NENENW 23 3S 5E GALLATIN Diversion Means: HEADGATE Period of Diversion: MAY 1 to SEPTEMBER 30 Purpose(Use): MUNICIPAL Volume: 301.00 AC-FT Period or Use: MAY 1 to SEPTEMBER 30 Place of Use: ID Acres Govt Lot Otir Sec Sec 7_pw Rye Conn 1 12 2S 5E GALLATIN 2 / 7 2S BE GALLATIN Remarks: !/ FILE REFLECTS AUTHORIZATION TO SEVER/SELL AND TO CHANGE THE POINT OF DIVERSION,PLACE OF USE AND PURPOSE OF USE COMPLETED 07-11-85, WHENEVER THE WATER RIGHTS FOLLOWING THIS STATEMENT ARE COMBINED TO SUPPLY WATER FOR THE CLAIMED PURPOSE,EACH IS LIMITED TO THE HISTORICAL.FLOW RATE AND PLACE OF USE OF THAT INDIVIDUAL.RIGHT.THE SUM TOTAL OF THE VOLUME OF THESE WATER RIGHTS SHALL NOT EXCEED THE AMOUNT PUT TO HISTORICAL AND BENEFICIAL.USE.W154134-00,W154137-00,W154138-00. NOTICE OF WATER RIGHT TRANSFER RECEIVED 12110187. NOTICE OF WATER RIGHT TRANSFER RECEIVED 05/17190. November Page 22 of 23 41 H 154138.00 20D5 General Abstract STATE OF MONTANA DEPARTMENT OF NATURAL RESOURCES AND CONSERVATION 1424 OTH AVENUE P.D.BOX 201001 HELENA,MONTANA 69020-1001 GENERAL ABSTRACT Water Right Number: 41 H 154138-00 STATEMENT OF CLAIM Version: 1 —ORIGINAL RIGHT Version Status:ACTIVE 1 L� E� Owners: BOZEMAN,C17YOF PO BOX 1230 t BOZEMAN,MT 59771-123D Priority Date: OCTOBER 31,1869 Enforceable Priority Date:OCTOBER 31,1 B69 Type or Historical Right: DECREED Purpose(use): MUNICIPAL Maximum Flow Rate: 1.25 CFS Maximum Volume: 379.25 AC-FT Maximum Acres: BOO.00 Source: Source Name: HYALITE CREEK Source Type: SURFACE WATER Point of Diversion and Means of Diversion: ID Govt Lot Qtr Sec See Twp Rye Coon 1 NENENW 23 3S SE GALLATIN Diversion Menus: HEADGATE Period of Diversion: MAY 1 to SEPTEMBER 30 Purpose(Use): MUNICIPAL Volume: 301.00 AC=FT Period of Use: MAY 1 to SEPTEMBER 30 Place of Use: iD Acres Gout Lot ptr Sec Sec M RRe Coun 1 12 2S 5E GALLATIN 2 7 2S 6E GALLATIN Remarks.- WHENEVER THE WATER RIGHTS FOLLOWING THIS STATEMENT ARE COMBINED TO SUPPLY WATER FOR THE CLAIMED PURPOSE,EACH IS LIMITED TO THE HISTORICAL FLOW RATE AND PLACE OF USE OF THAT INDIVIDUAL RIGHT.THE SUMTOTAL OF THE VOLUME OF THESE WATER RIGHTS SHALL NOT EXCEED THE AMOUNT PUT TO HISTORICAL.AND BENEFICIAL USE.W154134-00,W154137-00,W154138-00. NOTICE OF WATER RIGHT TRANSFER RECENED 12110/87. November 9,2005 Page 23 of 23 41H 2O736-00 General Abstract STATE OF MONTANA DEPARTMENT OF NATURAL RESOURCES AND CONSERVATION 1424 9TH AVENUE P.0.80X 201B01 HELENA,MONTMA 59620-1601 GENERAL ABSTRACT Water Right Number: 41 H 2O736-00 PROVISIONAL PERMIT Version: 1—ORIGINAL RIGHT G t Version Status: ACTIVE Owners: BOZEMAN,CITY OF PO BOX 1230 BOZEMAN,MT 597 71-12 30 Priority Date: OCTOBER 23,1978 at 03:30 P.M. Enforceable Priority Date:OCTOBER 23,1976 at 03:30 P.M. Purpose(use): MUNICIPAL Maximum Flow Rate: 320 CFS Maximum Volume: 1,330.00 AC-FT Source: Source Name: HYALITE CREEK Source Type: SURFACE WATER Point of Diversion and Means of Diversion: ID Govt Lot tr See Sec TvT Rge Conn 1 NENENW 23 3S 5E GALLATIN Diversion Means: OTHER DIVERSION DNERSION DAM Period of Diversion: SEPTEMBER 15 to APRIL 15 Purpose(Use): MUNICIPAL Voinme: 1,330.00 AC-FT Period of Use: SEPTEMBER 15 to APRIL 15 Place of Use: ID Acres Govt Lot tr See See Ttivp RRe Conn 1 12 2S 5E GALLATIN Remarkv LAND DESCRIPTION CLARIFICATION THE PLACE OF USE IS THE CITYOF BOZEMAN. FINAL ORDER THIS WATER RIGHT IS SUBJECT TO THE FINAL ORDER OF THE DEPARTMENT. November 10.2005 Page 1 oi2 41H 119496-00 General Abstract STATE OF MONTANA DEPARTMENT OF NATURAL RESOURCES AND CONSERVATION 1424 9TH AVENUE P.O.BOX201501 HELENA,MONTMA 59620-1001 ai GENERAL, ABSTRACT Water Right Number: 41 H 119496-00 STATEMENT OF CLAIM l� Version: 1 —ORIGINAL RIGHT Version Status: ACTIVE Owners: MONTANA,STATE OF DEPT OF NATURAL RESOURCES 1424 9TH AVE PO SOX 201601 HELENA,MI 59620-1601 Priority Date: JULY 12,1938 Enforceable Priority Date:JU LY 12,1938 Type of Historical Right: FILED Purpose(use): SALE THIS RIGHT INCLUDES STORAGE WATER AS PROVIDED IN SECTION 89-121 R.C.M.(1947)(REPEALED)THE RIGHT DIVERTS WATER INTO THE HYALITE RESERVOIR FOR LATER RELEASE TO WATER PURCHASERS.THE HISTORICAL USES FOR THIS STORED WATER INCLUDE IRRIGATION,STOCKWATER AND MUNICIPAL USE IN THE GALLATIN VALLEY, Maximum Flow Rate: Maximum Volume: 16,000.00 AC-FT THE VOLUME REFLECTS ONE FILLING OF THE RESERVOIR,INCLUDING DEAD STORAGE,ANNUAL EVAPORATION,AND A PARTIAL REFILL,WHEN WATER IS AVAILABLE. Source: Source Name: HYALITE CREEK Source Type: SURFACE WATER ALSO KNOWN AS MIDDLE CREEK RESERVOIR PROJECT Point of Diversion and Means of Diversion: ID Govt Lot Otr Sec See INT RRe Conn 1 NENWSW 15 4S BE GALLATIN Diversion Means: DAM Period or Diversion: JANUARY I to DECEMBER 31 Reservoir: ON STREAM Reservoir Name:HYALITE RESERVOIR Govt Lot Otr l5ec Sec 1Tp Rge Conn NENWSW 15 4S 6E GALLATIN Dam Height: 125.00 FEET Surface Area: 255.00 ACRES Current Capacity: 10,312.00 ACRE-FEET PRIOR TO 1992 DAM REHABILITATION,CAPACITY WAS 6,027 ACRE-FEET AT FLASHBOARD CREST ELEVATION,DAM HEIGHT WAS 110 FEETAND SURFACE AREA WAS 248 ACRES.INCREASED STORAGE IS AUTHORIZED UNDER PERMIT TO APPROPRIATE WATER 58294-841 H. Purpose(Use): SALE Volume: 73,047.00 AC-FT Period of Use: JANUARY 1 to DECEMBER 31 JANUARY 01 TO DECEMBER 31 FOR STORAGE JANUARY01 TO DECEMBER 31 FOR SALE Place of Use: ID Acres Govt Lot Qtr Sec Sec T*T Rye, Conn GENERAL SERVICE AREA FOR IRRIGATION,STOCK AND MUNICIPAL: QTR SEC SEC TWP RGE COUNTY 001 02S 04E GALLATIN 002 03S 04E GALLATIN 003 018 05E GALLATIN 004 028 05E GALLATIN 005 03S 05E GALLATIN 006 02S 06E GALLATIN 007 04S DBE GALLATIN 008 01S 06E GALLATIN November 10,2005 Pope 2 of 41 H 119496-00 Goneral Abstract THE PLACE OF USE FOR SALE IS THE LOCATION OF THE OUTLET AND CONTROL GATE AT THE HYALITE RESERVOIR DAM SITE. Remarks: AUTHORIZATION TO CHANGE THE PURPOSE COMPLETED 11101195.FILE REFLECTS RIGHT AS ITEXISTED PRIOR TO JULY 1973.APPROVED CHANGES WILL BE RECORDED AFTER FINAL DECREE.SEE G(P)058294- 00. THE TWELYFILED OBJECTION OF DEPARTMENT OF NATURAL RESOURCES AND CONSERVATION WAS AMENDED BY AGREEMENT OF THE PARTIES TO INCLUDE FLOW RATE,VOLUME,SOURCE,MAXIMUM ACRES,PERIOD OF USE,POINT OF DIVERSION AND MEANS OF DIVERSION.BECAUSE THESE ELEMENTS WERE NOT INCLUDED ON THE OBJECTION LIST,ANY WATER USER WHOSE RIGHTS MAY BE ADVERSELY AFFECTED BY ENFORCEMENT OF THESE CHANGES MAY PETITION THE APPROPRIATE COURT FOR RELIEF OR MAY FILE AN OBJECTION AT THE PRELIMINARY DECREE. THIS CLAIM IS SUBJECT TO THE TERMS OF A STIPULATION FILED WCTH THE MONTANA WATER COURT ON 6/20196 IN CASE 41 H-298. THE CLAIMANT MUST COMPLY WTTFi THE REQUIREMENTS OF TILE 85,CHAPTER 2,PART4 OF THE MONTANA CODE ANNOTATED BEFORE CONTRACTING TO SELL WATER TO ANY PARTY FOR ANY USE OTHER THAN IRRIGATION,STOCK OR MUNICIPAL IN THE GALLATIN VALLEY.SEE MASTERS REPORT, WATER COURT CASE 76HE-166(5/12100). ;iiiiiii�iiiiiiiiiii;iiii;i!l!iiiiii;iiiiii-z .;...:-:.........:;....;...;...............;.........:-;.:.:-;-:...........;...........:-:-:.:-:-:.:......;...............:..;............z.."-�-�-�-�,�-111:1-:11,111,�-�ll,�-1-�-1-�;�-�-1-�----�- ;::::iH:iHHH;:::H !---;---M ;--�*--�-�*;iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiil!!I!!I!!!!!1!1!!!!1!!!!!!!!!!IllllllllllllllllllI 1 .:M:;:H�:::::;:;:;....:---;---;---:.;---;i:i;:;i:i::;::i:: :HH:;;;:;;;;:;;;::;:i;: ;:;:;ii:;::i;:;i;:;:::::ii;:::;:;:i:;ii:;i:HHH;:H;:H; - ii: ------------------------------------------:i:i:i;iii;i;i:i;i::ii;i:i:i:i:i:i;:: ... !!!!!!I!!!!!!!!!!!!!!!!I!!!!!!!I!!!!I!!!!!Illlllllllllllllllllillillilliillillilli����������������������������������������������������������������������������� EE :;:;:;:;i;:;:;i;:;i:::i;::i;i;:;i;:;� i::::::::::;:::;:::;::::i::::::::;::::::;-::::::::;:;:::;:;:::::::;:::::;::::::::: :;:;:;!;:;,";;: :i;i::;:;i:i:::i;i:i:ii::i;::::i::::7 :::::::;:::::::::::::::::;i;i:::::i::::::;i:::::::::::i;i:i;::i;i;::::i:i;:;::.- :;:;;;:;i;:;:;i;:;i;i;:;:;:i:;:;:;::: :::::::::::::;::;:::::::::::;:;:;:;:::::::::;:::;:;:::zi::::;:;:;:::::;:;:;:;:;:;:::::;i::;:;i:::i:i;::::::i:i;:;::::i;i;:; 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2 a o 0a � / 0 k p 7 2a § � \ 2 a < 7 7 � � Z E o c .2 \ @ ƒ 0 \ CD / \ e / \ a \ k � 0 / Im § § 2 2 ] ] CDco / § ) k 3 / ) § r a - > 0 CL � � w W w 4aa w d wo C6 ci RATE RESOLUTION APPENDIX D.1 COMMISSION RESOLUTION NO. 3828 A RESOLUTION OF THE CITY COMMISSION OF THE CITY OF BOZEMAN, MONTANA, ESTABLISHING RATES FOR WATER CHARGES FOR THE CITY OF BOZEMAN. WHEREAS, the City Commission of the City of Bozeman, following notice and public hearing, established a new Rate Schedule for the City of Bozeman's Water Fund, NOW, THEREFORE, BE IT RESOLVED by the City Commission of the City of Bozeman, Montana, that the new rates for water services, based on a 30-day month, shall become effective beginning with the bills due in September 2005, as follows, to wit: Section 1 Metered Water Rates Effective on the September 2005 billing A. MONTHLY BILLING AND CUSTOMER CHARGES Customer Class Meter Size Monthly charge - AII metered customers 3/ -inch......................................$ 18.42 11.46 1-inch........................................ $ 13.28 14.61 1'/4 -inch.................................... $ 16 53 18.18 11/2 -inch..................................... $ -1.9.83 21.81 2-inch.......-...._._.--___.-._._._--------- $ 28.13 30.94 3-inch................... -- _...._._. .. $ 4:7.45 52.20 4-inch....._......._._. ...._.........._._._..._.. $ 6 82.68 6-inch.............._...._._._......._. ......._... $ 136.74 150.41 8-inch.._._._._...._......._.........._._......... $ 215.25 236.78 B. WATER INCLUDED IN THE MINIMUM CHARGE (up to 200 cubic feet) Customer Class Residential Single-family (a) $ 3-7-4 4.11 Multi-family $ 2-.6e 2,86 Commercial $ 27+4 2.35 Government $ 2-22 2.44 MSU $ 3.23 C. COMMODITY CHARGE PER HCF OF WATER CONSUMED BEYOND THE MINIMUM Customer Class Residential Single-family(a) $ 4-8-7 2.06 Multi-family $ 4 38 1.43 Commercial $ � 1.17 Government $ 171-+ 1.22 MSU $ +A-7 1.62 (a) Metered single-family only Explanatory note: Each customer shall pay a minimum monthly bill which includes the applicable amount according to meter size (A) plus a minimum water charge (B). For water consumed in excess of 200 cubic feet, a customer shall pay the additional commodity charge(C). Section 2 Flat Rate Customers Effective on the September 2005 billing Customer Class Single-family Unmetered (b) $ 45.49 50.04 City Park irrigation (c) $ 1,�—r93,59 1,312.95 per acre per year Fire Protection $10' ,269 40 112,496.34 (annual hydrant charge) Bulk non-potable for construction use (d) $ 236 2.60/1,000 gallons (b) Represents a monthly charge (c) Represents an annual charge (d) Water available at City Shop Complex only Section 3 Low Income Rate Assistance Customers who apply for and qualify under the State's Low Income Property Tax Assistance Program as set forth in Section 15-6-134 MCA will receive a credit equal to their monthly water service charge of $11.46, Section-3 4 Billing Procedures Charges for water services under this schedule shall be made a part of the current monthly water bill,to be shown by separate item on such bill. Separate payment of either the charge for the water or the charge for the wastewater will not be accepted without prior approval of the Director of Finance. Both charges must be paid at the same time; partial payments will be applied to the water charge first, with any remainder being applied to the wastewater charge. Charges for water used and wastewater service charges become due and payable upon receipt of the bill. If any bill is not paid on or before the fifteenth day of that month, it will then become delinquent; and if not paid in full by the fifteenth day of the following month, water service to the premises involved may be discontinued, after a ten-day written notice. A charge of twenty-five dollars ($25.00)during regular business hours or seventy-five dollars($75.00)during non-business hours shall - 2 - be made for reinstating a water service which has been discontinued for non-payment of water and/or wastewater service charges. Section 4 5 ACH Incentive For those customers who choose the automatic clearing house(ACH)payment option, a one dollar($1.00) discount will be taken from the total utility bill (total of water, sewer and garbage). Bills will be mailed by the first working day of the month;with the automatic payment being deducted on the 15th of the following month. Section 5 6 Late Fee For those accounts that become delinquent, a 1.5-percent late fee will be assessed on the next bill. The minimum late fee shall be $1.00. Section 6 T Protests In cases where water service charges under this schedule are claimed to be unfair, unreasonable or not in proportion to charges made to other water customers, the person or persons against whom such charges are made may apply to the City Manager for an adjustment, stating the circumstances. The City Manager, or his designated representative, may make such adjustment of the water charges as is deemed necessary, fair and equitable. PASSED AND ADOPTED by the City Commission of the City of Bozeman, Montana, at a regular session thereof held on the 1 st day of August, 2005; and effective beginning with that billing period which will first appear on the September 2005 water billin . ATTEST: ANDR CETRARO, Mayor ROBIN L. SULLIVAN City Clerk APPROVED AS TO FORM: PAUL J. L City Attorn - 3 - PUBLIC HEARING INFORMATION AND LYMAN CREEK RESERVOIR VOLUME CALCULATIONS APPENDIX D.2 1 """NOTICE O' ''UBLIC HEARING FOR THE CITY OF BOZe.11AN WATER FACILITIES PLAN The purpose of the public hearing before the City Commission is to consider;the'Draft City of Bozeman Water Facilities Plan, prepared by Allied Engineering Services, Inc.,=and Robert Peccia &Assoicates, Inc. The plan provides an evaluation of the City's existing distribution and j treatment systems as well as recommendations for future improvemerits. I PUBLIC HEARING BOZEMAN CITY COMMISSION Monday, 10/9/06 6:06 P.M. Community Room Gallatin County Courthouse 311 West Main Street Bozeman, Montana i The City invites the public to comment in writing and to attend the public hearing.Written,, comments may be directed to the City of Bozeman Engineering`Division, P. O. Box.1230;Bozeman MT 59771-1230. Copies of the plan may be reviewed in the City of Bozeman Engineering Division? Alfred M.Stiff Professional Building,20 East Olive Street,582-2280;City Hall,411 East Main Street. i 582-2300; and the Bozeman Public Library, 220 East Lamme, 582-2400, For those who require ac- commodations for disabilities,please contact Ron Brey,City of Bozeman ADA Coordinator,582-2306 (voice), 582-2301 (TDD). City of Bozeman Water Facilities Plan. i THE CITY COMMISSION MEETING OF BOZEMAN, MONTANA AGENDA October 9, 2006 A. Call to Order- 6:00 p.m. - Community Room, Gallatin County Courthouse,311 West Main B. Pledge of Allegiance and Moment of Silence C. Public Service Announcement— Chuck Winn Director of Public Safety - Fire Services presenting information about the 911 NIIL LEVY D. Minutes Outstanding—July 17, and October 2, 2006 E. Consent 1. Authorize Payment of Claims(LaMeres) 2. Adopt Bozeman Gateway Subdivision Zone Map Amendment, #Z-05269(Skelton) 3. Adopt Laurel Glen Subdivision, Phase II Zone Map Amendment, #Z-04236 (Skelton) 4. Authorize Payment of Buttrey's Solvent Site Cost Recovery(Luwe) 5. Approve Creekwood Final Plat (Cooper) 6. Approve Northside Final Plat(Cooper) 7. Authorize Mayor to sign Bozeman Gateway Subdivision Planned Unit Development,Findings of Fact and Order(Skelton) *Consider a motion to approve consent items 1 — 7 as listed. F. Public comment This is the time for individuals to comment on matters falling within the purview of the Bozeman City Commission. There will also be an opportunity in conjunction with each agenda item for comments pertaining to that item. Please limit your comments to 3 minutes. G. Special Presentation 1. Street Impact Fee(Saunders) H. Public Hearings 1. Water Facilities Plan(Murray) *Consider a motion to adopt the Water Facilities Plan. I. Action Items 1. Acceptance McLeod Park(Dingman) *Consider a motion to accept McLeod Park as a City Park. 2. Big Box Economic Development Money for Ice Arena(Hope) *Consider a motion to grant$300,000 of the Big Box Economic Development Money for the Ice Arena. J. Non-Action Items 1. Goal Setting for 2007 and Beyond(Kukulski) 2. FYI/Discussion (a) Public Works Awareness Event at Gallatin Valley Mall October 14, 2006 K. Adjournment * Mayor Krauss to adjourn the meeting City Commission meetings are open to all members of the public. If you have a disability that requires assistance,please contact ourADA Coordinator,Ron Brey,at 582-2306(TDD 582-2301). For further information please see the City of Bozeman webpage at www.bogeman.net 1 r - LINKED MINUTES OF THE MEETING OF THE CITY COMMISSION BOZEMAN, MONTANA October 9, 2006 The Commission of the City of Bozeman met in the Community Room, Gallatin County Courthouse,311 West Main Street, on Monday, October 9, 2000,at 6-00 p.m. Present were Mayor Jeff Krauss,Cr. Scan Becker,Cr. Jeff Rupp, Cr. Kaaren Jacobson,Cr. Steve Kirchhoff,City Manager Chris Kukulski, Planning Director Andy Epple,Assistant Planning Director Chris Saunders, Assistant City Attorney Susan Wordal,and Deputy City Clerk Stuart Bernard. 0:07:28 [18:01:391 A.Call to Order-6:00 p.m. -Community Room, Gallatin County Courthouse,311 West Main Mayor Krauss called the meeting to order at 6:01 pm 0:07:29 [19:01:46]B_Pledge of Allegiance and Moment of Silence 0,08:31 [18:02.37] C.Public Service Announcement-911 MIL LEVY Chuck Winn Director of Public Safety - fire Services presented information about the 911 M11_LEVY 0-15:01 [18:02:45]Public Service Announcement- Durston Road Project Update City Engineer Rick Hixson gave an update of the Durston Road Project. The street opening date is November 2nd,weather permitting. 0,21:27 [18:09:23] Questions for Staff-Krauss 0.22:08 (18:16.03]Staff-Sue Stodola City Engineer Sue Stodola answered questions about how long Durston Road was and will be closed. 0:25:20(18:16:39] E.Consent l. Authorize Payment of Claims (LaMeres) 2. Adopt Bozeman Gateway Subdivision Zone Map Amendment,#Z-05269 (Skelton) 3. Adopt Laurel Glen Subdivision,Phase II Zone Map Amendment,#Z-04236 (Skelton) 4 Authorize Payment of Buttrey's Solvent Site Cost Recovery(Luwe) 5. Approve Crcckwood Final PIat(Cooper) 6. Approve Northside Final Plat(Cooper) 7. Authorize Mayor to sign Bozeman Gateway Subdivision Planned Unit Development,Findings of Fact and Order(Skelton) 0:25:29 [18:19:56]Motion and Vote-It was moved by Cr. Becker, seconded by Cr. Rupp,to approve consent items 1-7. Those voting Aye being Crs. Becker, Rupp, Kirchhoff,Jacobson,and Mayor Krauss.Those voting No being none. The motion carried. 0:26:10 [18:20:07] F. Public comment Mayor Krauss called for public comment. This was the time for individuals to comment on matters falling within the purview of the Bozeman City Commission. There will also be an opportunity in conjunction with each agenda item for comments pertaining to that item. 0:26:45 [18:20:22]Public Comment-Deb Stober Deb Stober of 395 North Valley Drive from the Northwest Neighborhood Network Board discussed problems with the closure of Anne and Durston and the issues for citizens and Emily Dickenson school access. 0:31:22 [18:21,10]Public Comment-Marcia Youngman Marcia Youngman of 1214 West Kotch updated the commission on the status of the Affordable Housing Task Force. She also asked for clarification and a time limit extension. 0:34:01 [18:21:21]Public Comment-Robbve Hamburjh Robbye Hamburgh,the Principal of Emily Dickenson School,asked for changes to the 25th and Durston crossing for the safety of school students. 0:36:06 [18:26:01]Public Comment-Jeff Ball Jeff Ball of 323 South Wallace spoke in favor of retrofitting the corner of 25th and Durston. He also spoke about a police request for a social security number. He finally asked for a review of the intent of the Big Box money. 0:38:56 [18:28:47]Public Comment-Cathy Callahan Cathy Callahan of 702 Bridger Drive spoke in favor of using Big Box money to research Mobile Home Ownership. 0:40:32 [18:30:54]Public Comment-Brian Close Brian Close 516 East Curtis requested the creation of a process for reviewing proposals for the Big Box money exists and thought all the Big Box money could be used toward Affordable Housing. 1:00:37 [18:52:20] 1. Action Items 1:00:39 [18:54:171 1.Acceptance McLeod Park(Dingman) 1:00:52 [18:54:38] Staff Report-Ron Dingman Director of Parks and Recreation Ron Dingman presented the staff report relating to McLeod Park. 1:02:34 [18:55:59] Public Comment There was no public comment, l:02:44 [19:56:171 Motion and Vote-It was moved by Cr. Rupp, seconded by Cr. Kirchhoff, to accept McLeod Park as a City Park. Those voting Ave being Crs.Becker,Rupp, Kirchhoff,Jacobson, and Mayor Krauss. Those voting No being none. The motion carried. 1:03:03 [19:57:131 2. Big Box Economic Development Money for Ice Arena (Hope) 1:03:29[19:57:54) Presentation - Mike Hope Mike Hope of 2215 Arrowleaf Drive and others presented information about the proposed Ice Rink and requested a grant from the city of$300,000. 1:24:27 (19:12:53] Public Comment-John Vincent John Vincent former Mayor of the City of Bozeman and County Commissioner spoke in favor of granting the money to the Ice Rink proposal. 1:28:20[19:15:06] Public Comment-Christopher Grey Christopher Grey the President of the Gallatin Ice Foundation spoke of how this Ice Rink project has brought people together. 1:30:41 [19:19:24] Public Comment-Russ Tucker Russ Tucker of43 Gardner Park asked the commission to put money toward this asset. 1:32:77 [l 9:20:l 4] Public Comment-Rob Pertzborn Rob Pcrtzborn of 518 North Tracy spoke of the history of the Haynes Pavilion and his support for the ice Rink. 2:05:09 [19:44:451 Motion and Vote-It was moved by Cr. Kirchhoff,seconded by Cr. Jacobson,to grant$300,000 of the Big Box Economic Development Money for the Ice Arena,and direct staff to write a grant agreement for review. Those voting Ave being Crs.Becker,Rupp,Kirchhoff,Jacobson, and Mayor Krauss. Those voting No being none. The motion carried. 2:07:40[19:49:491 Break Mayor Krauss called a break 2:23:15 [19:50:20] G. Special Presentation 2:24:16 [19:51:55] 1. Street Impact Fee 2:24:17 [19:53:59] Staff Report- City Manager Chris Kukulski 2:33:32 [20:01:48]Report-Robert P.Wallace - _ t Robert P. Wallace,P.E.,AICP the Vice President of Tindale-Oliver&Associates, Inc. presented in regards to Impact Bees. 3:38:41 [21:08:16] H. Public Hearings 3:39:.15 [21:12:05] 1.Water Facilities Plan (Murray) 3.39:35 [21:14:30] Staff Report Engineer Rick Hixson presented the staff report. 3:40:58 (21:16;18] Report- Scott Smith Allied Engineering 4:03:18 [21:47:481 Mayor Krauss suspended the rules to extend the meeting past 10:00 pm 4:15:49 [21:58:28]Motion and Vote-It)vas moved by Cr. Kirchhoff,seconded by Cr. Jacobson,to adopt the Water Facilities Plan. Those votin>Y Ave being Crs. Becker,Rupp,Kirchhoff,Jacobson,and Mayor Krauss. Those voting No beinis none. The motion carried. 4:17:27 [21:59:58]FYI-Becker Commissioner Becker meet with the neighborhood about the Kenyon Road extension. He recommended extending the deadline for the Affordable Housing Task Force. 'Then he asked for updates on the traffic mitigation options and the UDO amendments. 4:20.09 [22:01:17] FYI-Rupp Commissioner Rupp mentioned he will be absent next week while he attends the Modular Mobile Home Trade show. He asked staff to look into a car abandoned on Lincoln. 4:21:18 [22:02:26] FYI - Krauss Mayor Krauss talked about the New West Conference,and asked the City Manager to advertise the Holiday Gas Station discount. 4:24:00[22:02:57]FYI -Kukulski The City Manager talked about the upcoming Commissioner Team Building Exercise. Chris also talked about the construction delays on 19th and Durston. 4:34:08 [22:08:581 K. Adjournment Mayor Krauss adjourned the meeting at 10:32 1 C Jcff y ss,Way-or ATTEST: Brit 'Fontenot,City Cl'rk PREPARED BY: art John Bernard,Deputy i y Clerk Approved on r lWL006 Lyman Creek Reservoir Volume Calculations 12/29/2004 Floor Elevation = 4,988.64 FT Top of Slope Elevation = 5,016.83 FT Depth of Top of Slope= 28.19 FT Floor Dimensions Column Area (per column) 6.28 Width= 73.48 FT Number of Columns= 12 Length= 157.84 FT Total Column Area (s.f.) = 75.36 Area= 11,598.08 FT Area Top of Slope Width= 157.03 FT Length= 240.98 FT Area= 37841.09 SF Area Gain / 0.5 FT= 468.63 SF Area Gain / 0.1 FT = 93.73 Average Incremental Cumulative Depth Area SF Area SF Volume (gal.)Volume (gal.) (U) 11.523 o.5 11,991 11,757 43,971 43,971 1.0 12,460 12,226 45,724 89,695 1.5 1.2,929 12,694 47,477 137,172 2.0 13,397 13,163 49,229 186,401 2.5 13,866 13,632 50,982 237,383 3.0 14,334 14,100 52,735 290,118 3 S 14,803 14,569 54,487 344,605 4.0 15,272 15,037 56,240 400,845 4.5 15,740 15,506 57,993 458,838 5.0 16,209 15,975 59,745 518,583 5.5 16,678 16,443 61,498 580,081 6.0 17,146 16,912 63,251 643,331 6.5 17,615 17,381. 65,003 708,334 7.0 18,083 17,849 66,756 775,090 7.5 18,318 68,509 843,599 8.0 19,021 18,786 70,261 913,860 8.5 19,489 19,255 72,014 985,874 Lyman Creek Reservoir Volume Calculations Continued Average Incremental Cumulative Depth Area SF Area SF Volume (gal.)Volume (gal.) 9.0 19,958 19,724 73,766 1,059,640 9.5 20,427 20,192 75,519 1,135,159 10.0 20,895 20,661 77,272 1,212,431 10.5 21,364 21,130 79,024 1,291,456 11.0 21,832 21,598 80,777 1,372,233 11.5 22,301 22,067 82,530 1,454,763 12.0 22,770 22,535 84,282 1,539,045 12.5 23,238 23,004 86,035 1,625,080 13.0 23,707 23,473 87,788 1,712,868 13.5 24,176 23,941 89,540 1,802,408 14.0 24,644 24,410 91,293 1,893,701 14.5 251,113 24,879 93,046 1,986,747 15.0 25,581 25,347 94,798 2,081,546 15.5 26,050 25,816 96,551 2,178,097 16.0 26,519 26,284 98,304 2,276,400 16.5 26,987 26,753 100,056 K2,376,457 17.0 27,456 27,222 101,809 2,478,266 17.5 27,925 27,690 103,562 2,581,827 18.0 28,393 28,159 105,314 2,687,142 18.5 28,862 28,628 107,067 2,794,209 19.0 29,330 29,096 108,820 2,903,028 19.5 29,799 29,565 110,571 3,04 3,601 20.0 30,268 30,033 112,325 3,125,926 20.1 30,361 30,315 22,675 3,148,601 20.2 30,455 30,408 22,745 3,171,346 20.3 j 30,549 30,502 22,816 3,194,162 20.4 30,643 30,596 22,886 3,217,048 20.5 30,736 30,502 114,078 3,331,125 20.6 30,830 30,783 23,026 3,354,151 20.7 30,924 30,877 23,096 3,377,247 20.8 31,018 30,971 23,166 3,400,413 20.9 31,111 31,064 23,236 3,423,649 21.0 31,205 31,158 23,306 3,446,956 21.1 31,299 31,252 23,376 3,470,332 21.2 31,392 31,346 23,446 3,493,778 21.3 31,486 31,439 23,517 3,517,295 21747 31,580 31,533 23,587 3,540,882 Lyman Creek Reservoir Volume Calculations Continued Average Incremental Cumulative Depth Area SF Area SF Volume (gal.)Volume (gal.) 21.5 31,674 31,627 23,657 3,564,538 21.6 31,767 31,720 23,727 3,588,265 21.7 31,861 31,814 23,797 3,612,062 21.8 3I,955 31,908 23,867 3,635,930 219 32,049 32,002 23,937 3,659,867 22.0 32,142 32,095 24,007 3,683,874 22.1 32,236 32,189 24,077 3,707,952 22.2 32,330 32,283 24,148 3,732,099 2 2.3 32,423 32,377 24,218 3,756,317 22.4 32,517 32,470 24,288 3,780,604 22.5 32,611 32,564 24,358 3,804,962 22.ti 32,705 32,658 24,428 3,829,390 22.7 32,798 32,751 24,498 3,853,888 22.8 32,892 32,845 24,568 3,878,457 22.9 32,986 32,939 24,638 3,903,095 23.0 33,079 33,033 24,708 3,927,803 23.1 33,173 33,126 24,779 3,952,582 23.2 33,267 33,220 24,849 3,9771430 23.3 33,361 33,314 24,919 4,002,349 23.4 33,454 33,408 24,989 4,027,338 23.5 33,548 33,501 25,059 4,052,397 23.6 33,642 33,595 25,129 4,077,526 23.7 33,736 33,689 25,199 4,102,725 23.8 33,829 33,782 25,269 4,127,994 23.9 33,923 33,876 25,339 4,153,334 24.0 34,017 33,970 25,409 4,178,743 24.1 3 4,110 34,064 25,480 4,204,223 24.2 34,204 34,157 25,550 4,229,772 24.3 34,298 34,251 25,620 4,255,392 24.4 34,392 34,345 25,690 4,281,082 24.5 34,485 34,438 25,760 4,306,842 24.0 34,579 34,532 25,830 4,332,672 24.7 34,673 34,626 25,900 4,358,572 24.8 34,767 34,720 25,970 4,384,543 24.9 34,860 34,813 26,040 4,410,583 25.0 34,954 34,907 26,111 4,436,694 25.1 35,048 35,001 26,181 4,462,874 Lyman Creek Reservoir Volume Calculations Continued Average Incremental Cumulative Depth Area SF Area SF Volume (gal.)Volume (gal.) 35,141 35,095 26,251 4,489,125 25.3 35,235 35,188 26,321 4,515,446 25.4 35,329 35,282 26,391 4,541,837 25.5 35,423 35,376 26,461 4,568,298 25.6 35,516 35,469 26,531 4,594,829 25.7 35,610 35,563 26,601 4,621,430 25.8 35,704 35,657 26,671 4,6481102 25.9 35,798 35,751 26,741 4,674,843 26.0 35,891 35,844 26,812 4,701,655 26.1 35,985 35,938 26,882 4,728,530 26.2 36,079 36,032 26,952 4,755,488 26.3 36,172 36,126 27,022 4,782,510 26.4 36,266 36,219 27,092 4,809,602 26.5 36,360 36,313 27,162 4,836,764 26.6 36,454 36,407 27,232 4,863,996 26.7 36,547 36,500 27,302 4,891,299 26.8 36,641 36,594 27,372 4,918,671 26.9 36,735 36,688 27,443 4,946,114 27.0 36,828 36,782 27,513 4,973,626 27.1 36,922 36,875 27,583 5,001,209 27.2 37,016 36,969 27,653 5,028,862 27.3 37,110 37,063 27,723 5,056,585 27, 4 37,203 37,157 27,793 5,084,378 37,297 37,250 27,863 5,112,241 27.6 37,391 37,344 27,933 5,140,174 27.7 37,485 37,438 28,003 5,168,178 27.8 37,578 37,531 28,073 5,196,251 27.9 37,672 37,625 28,144 5,224,395 28.0 37,766 37,719 28,214 5,252,609 28.1 37,859 37,813 28,284 5,280,892 28.2 37,953 37,906 28,354 5,309,246