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HomeMy WebLinkAboutSourdough WTP PreDesign ReportL (y ~L- 9 I I 1 O e e c `~.,,, „ ...,.y~,y~au~„~,,,.,,.u+~,uu~aauuuu.+s►.ta..,.,~y.. r-lilu "1.a rlol-14 s i D 0 ro r 1 'AITP054 - WATER TREATMENT PLANT UPGRADE 2008 i `/~a&-,I- oOgraitale & 5,6& I cubic foot 7.48 gallons 62.4 lbs. of water l acre-foot 43,560 cubic feet 325,851gallons An acre-foot covers one acre of land one foot deep. I miner's inch 11.22 gallons per minute l cubic foot per second (cfs) 448.8 gallons per minute l cfs 40 Montana statutory miner's inches l cis 646,316 gallons per day For 24 hours 1.983 acre-feet For 30 days 59.5 acre-feet For l year 724 acre-feet 1,000 gpm 4.42 acre-feet per day An acre-foot supplies a family of 5 for 1 year. cyfafe of ~m laiia Department of Natural Resources and Conservation rr Kerri. Strasheim- ~_' Regional Manager_ SWater Resources Office" 22'73~Boot Hill'Court, Suire 110 ~j Boieman; MT 59715 www.dnrc.mt.gov - MONTANA - DNRC 406-556.4504 Fax: 406.587-9726 Email: kstrasheim@mt.gov burden on the source. In this case, the Applicant or buyer shall provide evidence proving all overlapping rights were historically used. The Applicant will also need to provide evidence of how the proposed change will not create adverse effect to other water users. Amount of Water Changed The flow rate and volume to be changed must be identified. An appropriator may only change the maximum amount of water that was historically put to beneficial use and the proposed use (flow rate and volume) must be proven as necessary to accomplish the new beneficial use. The flow rate and volume to be changed cannot exceed the amount of water historically used. Any increase in diverted flow rate or volume is a new appropriation, which requires a new water right. When a Change Authorization is Not Required -, An appropriator may make certain water right modifications without Department approval. The following are examples of modifications where Department approval is not necessary. Short-term Lease for Road Construction As described in §85-2-410, MCA: (1) An appropriator may Lease for a term not to exceed 90 days aLL or part of an appropriation right for road construction or dust abatement without the prior approvaL of the Department, subject to the requirements of this section. - There are additional requirements and limitations to the short-term road construction lease described in MCA §85-2-410. Emergency Fire Suppression In accordance with §85-2-113(3), MCA and ARM §36.12.105 Secondary Diversion A secondary diversion removes water from somewhere other than the original source. For example, a pump is a secondary diversion when located in a ditch, reservoir, or pit. In these examples, the initial diversion would be the headgate, the dam, or the groundwater pit. A secondary diversion location may be altered without Department approval. Replacement Point of Diversion The Notice of Replacement Point of Diversion form (Form 644) can be used when a surface water POD has been replaced. The form must be filed within 6o days of the completion of the replacement POD. If a deficient Notice of Replacement POD is received, the Department will send a deficiency letter that allows 3o days to respond. If the Applicant requests additional time, the Department may allow up to 6 months total time in which to respond to the deficiencies (85-2-402(18)(b)(iii)). If the Applicant is unable to finalize the necessary paperwork in that time, they will need to file a full 606 Change Application. 321Page it Wedns o f ".. Diversion e- The means of diversion is the method used _to divert water-from the source. The most common means diversion are dams, ditches, headgates, pipelines, pumps, and wells. An authorization,is.not necessary to modify the diversion means provided the actual location where water.is diverted,from_ the source and thT Live`rsion rate a re' not changed. Means of Conveyance b The means of conveyance is the method used to convey water from the POD to the POU. Department approval is not required to alter the means of conveyance. For example, the location of ditches, main lines, or pipelines may be altered without Department approval. Removing Acres i Department approval is not required io remove acres from irrigation. In any given year an appropriator may choose to irrigate less acres than listed on the water right. The owner may do this without any forms or notification to the department. A water right can be legally severed from real property via a deed or other recorded instrument. An authorization is necessary only when water is used on a new place of use. If the appropriator notifies the Department by filing a 642 form when a water right has been legally severed from real property, the Department's water right records may be updated without an authorization. The POU will not be updated, however the 642 will be noted in the database along with a remark stating the right has been severed from the POU. I Maintenance An appropriator who repairs or replaces a diversion structure or reservoir in the same location as the existing structure is performing maintenance.,Department approval is not necessary for maintenance provided the diversion location is not changed. Cleaning or repairing an infiltration gallery, headgate, ditch, or pit is considered maintenance. WeLLs If a new groundwater aquifer is not penetrated, a well deepened in the same casing is maintenance. Replacing a pump is maintenance provided the flow rate is not increased. Repairing or replacing a pipe or pressure tank is considered maintenance. Method of Irrigation The method of irrigation is how water is applied to a crop. Graded border, furrow, and contour ditch are all methods of flood irrigation. Pivot, handline or wheel line are all methods of sprinkler irrigation. Department approval is not necessary to alter the.irrigation method provided it is within the same POU. Municipal Systems and Purposes The use and distribution of water by municipalities varies a great deal. For administrative reasons, the Department recognizes municipalities need broad discretion in the use of water. Rarely would a municipality be required to change the purpose of use. Municipal water encompasses a wide variety of uses such as domestic, commercial, fire protection, street cleaning, industrial, recreation, and selling water for use outside the city limits. 331Page Department approval is not necessary to modify a municipal distribution system. Holding tanks intended to improve efficiency, water treatment plants, pumping stations, and water mains are all part of a municipal distribution system. Department approval is not needed when a municipality modifies how it disposes of sewage effluent provided the effluent is not intended for further beneficial use. Ditch Companies, Water Users Association and Irrigation Districts Ditch companies, water users' associations, and irrigation districts have defined areas where water can be used. Department approval is not required to redistribute water within the place of use identified on their water right abstract. Irrigation Districts are required to expand their boundaries through a District Court process. Once they have gone through the District Court to change or expand their boundaries, they must file a change in place of use application with the Department to add the new place of use to their water right. Department approval is not required when these entities sell or renew water contracts. Elements of a water Right That Can be Changed Point of Diversion Department approval is required to change the location where water is diverted from its source. Department approval is not necessary to change the means of diversion or a secondary diversion. One application may be used to change numerous diversion points on numerous rights; see 36.12.1901(7), ARM, for more information on multiple water rights being included on one change application. • If historical flow rates of points of diversion being changed differ, the flow rate of each individual point of diversion may not increase upon authorization of the change unless the Applicant has proven adequacy of diversion for the point of diversion. An example of this would be an 8-hour drawdown and yield test on a well. • If the Applicant wants to increase flow rate at one of the points of diversion being changed, they will need to prove adequacy of diversion of the new flow rate and may also need to prove that the change in operation will not create adverse effect to an existing user. The change authorization should reflect the maximum flow rate being authorized for the water right. (Fill in the flow rate for each point of diversion being authorized on the POD tab in the water rights database). • A fixed diversion may be changed to a transitory diversion. A transitory diversion is movable or portable anywhere along a stream between two defined points. Legal descriptions for a transitory diversion would typically describe the most upstream point and the most downstream point that water is diverted from, with a PD remark included that states the POD is transitory. Replacing or Adding Points of Diversion The existing point of diversion is being replaced when the new diversion is the only point where water will be withdrawn from the actual source. If a change is completed (perfected) and then an appropriator wants to go 341Page MORRISON &PJB MAIERME, INC. City of Bozeman Water Treatment Plant PROPOSED INTAKE - PIPING PLAN 8 6 2 5 3 7 1 4 I J' _ ,J r 5320 1 SERVICE STING, UB HEADER PIPE-& X VALVE VA 1C-L RELOCATED BARBED WIRE FENCE EXISTING FLOW MEASUREMENT FLL/SCREEN VAULT X EXISj 1NG L\NE INTAKE I I I ~~I 1 EXI TING - \ INTAKE CONNECTION VAULT I---- 3O DI EXISTINN'' 30" TRANSMISS~bN MAIN 3( X INFILTRATION GALLERY EX IS\NG-FI.N E_ SCREENING VAULT VAULT I 4 I B VC-~ I v' O I 18" VCP ~ NDONED) 8 ~c 1a vc G lavc GABION DEFLECTOR\W~LL Ln I o I z ~ F-I'i~ ~\ ~ avc LEGEND 0 VALVE o CLEANOUT e 20 0 ( IN FEET ) N:\2105\055\ACRD\EXHIBITS\5.4 PROPOSED INTAKE-PIPING.DWG PROJECT MANAGER DESIGNED BY MGH e DRAWN BY HUI CHECKED BY SHEET FIG. 5-4 FILENAME 2010 Bozeman, Montana SCALE 1 ..=5O• DESCRIPTION 2105.055 ISSUE DATE PROJECT NUMBER nL". M. fa 1' MORRISON JUMAIERLE m t City of Bozeman Hyalite/Sourdough Water Treatment Plant Replacement Project Table of Contents t Introduction and Summary of Recommended Project Section 1 - Design Objectives and Criteria Section 2 - Applicable Codes, Regulations and Permit Requirements Section 3 - Hydraulic Profile and Plant Hydraulic Constraints Section 4 - Treatment Plant Process and Layout Section 5 - Intakes and Raw Water Transmission Section 6 - Hydropower Section 7 - Coagulation/Flocculation/Sedimentation Section 8 - Chemical Feed Systems, Disinfection and Corrosion Control Section 9 - Backwash, Residuals, and Waste Streams Section 10 - Architectural/Structural Approach Section 11 - Electrical Supply, Standby Power Generation and Hydropower Application Section 12 - Instrumentation and Controls Section 13 - Site Civil/Yard Piping/ Residuals Discharge/ Landscaping Section 14 - Administration/Laboratory/Workshop/Maintenance/Parking Facilities Section 15 - Provisions for Future Phases Section 16 - Summary of Cost Estimate Appendix A - Equipment Data Appendix B - Detailed Cost Estimates Appendix C - Environmental Checklist Appendix D - Drawings Appendix E - Piping Design Guide Appendix F - Equipment Design Guide Appendix G - Geotechnical Report Et Groundwater Monitoring Study Appendix H - Sludge Disposal Options Appendix I - Sustainability Bozeman Hyalite/Sourdough WTP Replacement Project Page i ak .,,\ I --,~ --^, 7 AdOw lw ~I R • a i .i I ~t d I 1 I s J i 1 0 a 7 9 i 1 '7 R 7 0 fl ~~ MORRISON !id MAIERLE,ac 0 City of Bozeman Hyalite/ Sourdough Water Treatment Plant Replacement Project Introduction Prepared by: Nathan Kutil Reviewed by: Dan Harmon Date: November 4, 2010 Purpose and Scope The 2006 Bozeman Water Facilities Plan (Plan) put forth the water management strategy for the City of Bozeman for the next 20 years. It provides the basis of planning for growth, distribution systems, and water treatment. In accordance with the Plan, the City of Bozeman begins implementation of the recommendations through the design of the Hyalite/ Sourdough Water Treatment Plant (WTP) Replacement project. The purpose of this Preliminary Engineering Report is to document the engineering and operational considerations leading to the design of the replacement project in accordance' with applicable sections of Montana Department of Environmental Quality Circular DEQ 1. This facility will be constructed to provide filtration and disinfection treatment to surface water standards. The facility will combine membrane filtration with chlorine disinfection. Equipment from three potential suppliers was pilot tested in the summer of 2009 to determine the actual sizing requirements. Two of these suppliers (Pall and GE Zenon) were subsequently permitted to submit bids to supply membrane and other ancillary equipment for the project. Pall Water Processing was awarded the Bid to supply the membrane filtration equipment and for the remainder of this report Pall will be referred to as the membrane seller. Background As discussed in the Plan, the existing Bozeman WTP is reaching the end of its useful life. The plant was designed to take advantage of the relatively clean influent, however, raw water turbidity spikes result in a limitation on the treatment efficiency and capacity of the plant. The plant was originally designed to treat approximately 15 million gallons per day (MGD). Rapid population growth and plant limitations show a need for additional capacity. The existing infrastructure is also beyond its useful life and as a result the Plan recommended a new pressurized membrane filtration treatment plant with chlorine contact disinfection and a new downstream contact channel with additional storage capacity for treated water. The Plan recommended an initial phase of 22 MGD treatment capacity with room for expansion to 36 MGD. Bozeman Hyalite/ Sourdough WTP Replacement Project Page 1 fl Introduction fts MORRISON ~i n ~MMERLE.ac Additional process and instrumentation information is available in the Membrane Procurement Documents. Report Organization The following report Sections summarize the engineering design that will occur for each major process area recommended for the Bozeman Hyalite/Sourdough WTP replacement. The report is comprised of 16 Sections and 8 appendices. Due to the size and breadth of the report, the following provides a roadmap for the Sections of key importance to the reader: • Section 1 - Design Objectives and Criteria: This section provides a concise summary of the recommended improvements for each area. • Section 4 - Treatment Plant Process and Layout: This section provides a detailed description of the plant layout, processes, and equipment. • Sections 7 through 9 - These sections define the physical and engineering considerations for each of the key process areas. Included are descriptions of the process design summary, alternatives evaluation, and summary of the recommended improvements. • Section 10 - Architectural/ Structural Approach: Section 10 provides the site considerations, architectural concepts, and proposed layout for the new administration/laboratory and water treatment building. • Section 15 - Provisions for Future Phases: This section outlines the proposed phasing for all recommended improvements to the Bozeman WTP. • Section 16 - Summary of Cost Estimate: This section provides a detailed description of the estimated probable construction cost for the project, a comparison of the estimated costs to the costs presented in the plan, and potential cost reduction measures. A detailed cost estimate is also provided in Appendix B. • Appendix C presents the Environmental Checklist for the project. • Appendix E provides a detailed design guide for all piping systems and applicable piping materials planned for the project. • Appendix F provides a detailed design guide for the equipment planned for the project and also presents the guidelines and procedures for equipment identification and naming. The facility process areas are also presented in this Appendix. • Appendix G includes two geotechnical reports conducted for the project construction at the Hyalite/ Sourdough WTP site and at the Sourdough Intake. • Appendix H describes the options for existing and new sludge monitoring including options for disposal of dewatered residuals generated and stored on site. • Appendix I presents sustainability concepts and energy efficiency measures that apply to this project. Bozeman Hyalite/ Sourdough WTP Replacement Project Page 2 A.~ : ~4 FDR Introduction & MORRISON DA MAIERLE,m Recommended Facilities Process schematic flow diagrams were developed for the proposed plant. These diagrams are not a detailed depiction of the current facility layout, but do provide a close representation of the proposed liquids stream and residuals stream plant processes. Figure 4-1 depicts the liquid stream process, while Figure 4-2 depicts the residuals stream process. Figure 4-3 presents the preliminary floor plan for the new treatment facility and proposed building elevations are depicted in Section 10 and Appendix D of this report. The summary of administrative, laboratory and maintenance facilities is presented in Section 14 of this report. Modifications will be made to the Sourdough raw water intake. A new infiltration gallery intake and associated support building will be constructed at the Sourdough site. Proposed modifications for the intake facilities are discussed further in Section 5 of this report. Raw water will be metered and controlled from both the Hyalite Creek source and the Sourdough Creek source, then blended prior to entering a flow control headtower. From the headtower, flows will be metered to grit removal prior to introduction to preliminary treatment. Overflow from the headtower will be directed to Sourdough Creek. Flows will be directed through a vortex grit unit prior to preliminary treatment. Following grit removal, aluminum chlorohydrate (ACH) coagulant will be injected before flow enters the flow split to the open rapid mix chamber. Based on the treatability of the source water investigated during piloting, it was determined that flocculation and sedimentation would be needed during turbid snow melt run-off conditions in the water sources. These processes will be open basins allowing gravity flow from the rapid mix, through the basins, to a membrane feed wet well at the end of the sedimentation basins that is sized for a minimum of 2 minutes storage. Water from the membrane feed wet well will be pumped through two sets of strainers in series to the membrane treatment system. Membrane filtered water will discharge to a new filtrate conduit and will be disinfected with sodium hypochlorite, pH adjusted with sodium hydroxide, and fluoridated. Sodium hypochlorite would also be added to the discharge of the contact conduit to boost the chlorine residual as needed. The solids stream process flow diagram in Figure 4-2 illustrates the overall concept of the solids handling process. Solids from the pretreatment operations will be collected by gravity at the pretreatment solids pump station from which it is either pumped or directed by gravity to the gravity thickener. Sodium bisulfite, sodium hydroxide and polymer are available to be added to the gravity thickener influent to facilitate the solids settling efficiency, aluminum removal, and de-chlorination. Clarified effluent from the gravity thickener will normally discharge to the creek but can be discharged to a pump station for recycle to the head of the grit removal facilities. The solids from the gravity thickener will be pumped to drying beds and the liquid overflow can be directed as gravity flow to the creek discharge or pumped to the front of the plant or directed to the DAF if water quality problems occur. Backwash from the membranes is collected in the backwash waste equalization tank. Residuals from the equalization tank are pumped to either of two dissolved air floatation (DAF) thickeners. The floated solids skimmed from the DAF will be pumped to the drying beds and the effluent will normally • Bozeman Hyalite/ Sourdough WTP Replacement Project Page 3 Page 4 Bozeman Hyalite/Sourdough WTP Replacement Project WTP Area Total ($) Site Work $925,392 Site Piping $5,341,019 Landscaping $42,000 Waste Handling $1,228,094 Process Mechanical $4,027,422 Chemical Systems $377,123 Operations Building $3,357,607 Electrical $2,551,829 Controls SUBTOTAL ESTIMATED CONSTRUCTION AMOUNT Field Overhead and Mobilization (7%) FIELD CONSTRUCTION COSTS - SUBTOTAL Contractor's Overhead Et Profit (10%) Contractor's Bonds It Insurance (1.5%) Undefined Scope of Work (contingencies 20%) $1,590,942 $19,441,427 $1,360,900 $20,802,327 $2,080,233 $343,238 $4,645,160 fl Introduction VA MORMON NA MAIERLE,nc flow by gravity to the creek, but can be diverted to a pump station for recycle to the head of the water treatment plant. Water decanted from the drying beds flows by gravity to the decant (return) pump station. Strainer backwash will be collected in the drain sump in the piping tunnel and pumped to either of the two DAFs. In addition to the drying beds, a decant lagoon will be provided for collecting various plant overflows and basin drains, and to provide backup for the other solids handling systems. Opinion of Probable Project Capital Cost Section 16 of this report provides a detailed capital cost estimate for the recommended facilities, expressed in 2010 dollars. The opinion of probable project capital costs presented in this pre-design were modified to include more detail and more accurately reflect actual allied costs at this level of design. Appendix B presents the detailed preliminary estimate of probable construction and projected cost for the Project. Table 1 presents a summary of the probable project cost. Please note that the individual line items for cost do not include the allied costs, which are presented in the table separately. Table 1. Summary of Probable Project Cost WTP Area Total ($) Subtotal $27,870,958 Escalation to midpoint of construction (2.63%) $733,006 Subtotal $28,603,964 MT Public Works Tax (1%) $286,040 Total OPCC Contractor Bid $28,890,004 Owner Furnished Equipment $5,558,300 $34,448,304 Total OPCC Project Construction Cost Engineering Et Administration $6,425,800 $40,874,104 Total Estimated Project Cost F_ Introduction M1 MORMON es MAIERLEmc Implementation and Commissioning Plan The existing water treatment plant is currently processing drinking water for the City and will need to continue to do so throughout construction. Since the new facility will be housed in a separate structure, the existing plant will be relatively undisturbed during construction. Upon completion of the new facility, the raw water connection from the Hyalite source will be made for the new facility while maintaining the raw water feed from both Hyalite and Sourdough to the existing plant. Additionally, a temporary connection will be made to the new overflow lagoon which will allow produced water during startup to be wasted until the water is of satisfactory quality to be delivered to the City's water distribution system. The return pump station can be used to recycle treated water back to the head of the new plant should the lagoon begin to fill prior to commissioning completion. Once the new facility is on-line, the finished water pipeline can be tied into the existing he, the Sourdough raw water connected to the new plant, and the old plant taken off-line and decommissioned. The following general sequence of construction is anticipated at this time: • Excavate and remove (or reuse on site) excess WTP residuals stored on site and legally dispose of offsite including land application and/or landfill. See Appendix H for recommendations for legal disposal of the existing plant residuals. • Decommission existing backwash surge basin to provide space for construction. • Provide a temporary chemical feed system for sodium hydroxide within the existing water treatment plant. • Provide a temporary chemical feed system for the Sourdough bypass for providing temporary caustic feed for pH control. • Decommission the existing sodium hydroxide and caustic feed building. • Construct the new WTP facility including treatment equipment, finished water storage, drying beds, and lagoon. • Connect the Hyalite raw water source to the new WTP facility. • Startup and commission the new WTP facility. • Disinfect the new WTP facility. • Bozeman Hyalite/ Sourdough WTP Replacement Project Page 5 Bozeman Hyalite/ Sourdough WTP Replacement Project Page 6 fl Introduction MORMON MAIERLE.tc • Connect treated waterline from new WTP (finished water storage) to distribution system. • Connect Sourdough raw water source to new plant. • Decommission the existing WTP facility. Other items to be considered during facility commissioning include: • A provision will have to be made during construction to protect the construction site from flooding due to backwash basin overflow during periods of excessive backwashing at the existing plant. • A temporary permit to discharge startup flows to Sourdough Creek may be needed. Some flows with treatment residuals may need to be pumped to the existing WTP for treatment. • Some construction generated flows may need to be directed to the lagoon and the use of the return pumps to drain the lagoon through the new WTP or on-site septic system. The Contractor may need to provide for temporary pumping should the return pumps not have sufficient capacity. • Commissioning of equipment may need to be performed individually to save or conserve water. An example would be the individual membrane units. • Commissioning will likely extend beyond one month, which will require a significant amount of raw water for plant demonstration. Recycle of flows needs to be well planned during the development of the construction documents. • The membrane Seller will provide the Contractor with a plan for disposal of membrane preservatives considering that there is not a sewer connection at this facility. However, the Contractor will pay for the disposal in accordance with the Sellers plan. • The new membranes must be physically installed last, to prevent damage to them prior to system startup. All support facilities startup and commissioning, including thorough flushing of all systems, must be completed prior to membrane installation. Safety Considerations The new water treatment plant facilities shall be designed with safety in mind as the primary concern throughout design, installation, and operation. Improperly designed facilities could put employees, contractors, and the public at risk. Various safety considerations are emphasized in the specific Sections of this report including Sections 2, 4, and 8. Key safety considerations for the facilities are reiterated here in order to stress their importance to the facility design, construction and operation: • Confined Spaces - Given the danger and maintenance difficulties associated with confined spaces, the facility should not install confined spaces. If a confined space, as defined by an area large enough for a person to enter which has a restricted entry or exit and is not designed for continuous occupancy, the design should properly address poor air quality and danger of engulfment hazards associated with this type of facility. • Emergency Eyewash and Showers - Install appropriate eye wash and emergency showers and include conditioned water and associated alarms. Each unit should be fl Introduction MORRISON NJ MAIERIZiNa fitted to alarm to the plant foreman/supervisor/fire department. Each unit should also include a bypass to allow for flushing the systems of stagnant water. • Valve Safety - Manual override switches should be provided on all influent and effluent valves. • Electric Motor Protection - Disconnects must be located immediately adjacent to all electrical equipment with rotating shafts and all equipment with electrical service larger than 120 Volts. • Hazardous Materials - Do not install chemical feed over doorways, hallways or any other walkway (pipe trench is the exception). Overhead chemical systems should be avoided. • Tank Drains - Drains on all tanks should not be back pitched, should be of ample size, and should have proper valuing (ball valves). The tanks should be pitched to the available tank drains. • Chemical Injection and Storage - All chemical injectors should be installed below eye level. Chemical loadout facilities should be installed to enable complete voiding of all fill lines following tank fill or loadout to prevent the opportunity for chemical remaining in the fill lines to drain back to operations or delivery staff involved with chemical deliveries. Water containing polymer and other chemicals can create extreme slip and fall conditions. Care should be taken to provide for worker warnings, ease of floor washdown and floor surfacing to prevent slip and fall injuries. • Dangerous Waste - Demolition of the existing WTP facilities may encounter hazardous materials. Local and State of Montana rules for handling and disposal of dangerous waste is regulated by the Montana Department of Environmental Quality. Before tank coatings or existing facilities with paint coatings are demolished, they should be tested for cadmium, chromium or lead. Similarly, the facility should be evaluated for the potential for asbestos materials. The concentrations of these constituents will determine whether the dust from construction activities are dangerous or non-dangerous. When removing coatings or other dangerous materials, the Owner is considered the waste generator. In that situation, the Owner is responsible for safely handling the generation and disposal of any waste product associated with the project. In addition, the Owner and Owner's construction contractor(s) must make sure construction workers take precautions to avoid inhaling dangerous materials during removal. The contract specifications will require the use for proper occupational health procedures when dealing with any type of dangerous or hazardous material. • Cross-Connection Control - The Owner must protect the potable water systems from contamination through cross-connections with non-potable water or other liquids conveyed through piping. This includes treatment systems as well as storage and distributions systems. In addition to the National Plumbing Code, the City of Bozeman has a rigorous cross-connection control program that must be followed for the design of the new treatment facility. • Excavation and Trench Safety Systems - Excavation and trench safety systems must be based on local site and soil conditions. The project construction specifications will include site specific performance requirements for the construction contractor to meet throughout the construction period. Bozeman Hyalite/ Sourdough WTP Replacement Project Page 7 • pl-u. fl Introduction MORRISON Ed MAIERLE.nc • Ladder safety and Fall Protection - Guardrails, ladders and fall protection devices must meet State of Montana L&I and Federal OSHA guidelines. In addition, care must be taken to protect openings and holes more than 12-inches across with either a cover that will support at least 200 pounds or a guard railing. Platforms and floor openings must be protected with properly designed guardrails with toe boards. Fixed ladders shall be designed with adequate clearances and will be provided with side rails that extend at least 42-inches above the landing platform. • Equipment Hoisting and Lifting - Care must be taken to ensure proper lifting and hoisting equipment is provided at all equipment and piping locations that will require lifting or removal of heaving items not easily accessible from floor level. • Power Lines and Electrical Equipment- According to National Electric Code (NEC) guidelines, power lines should be at least 40 feet from work areas. If work must be performed within 10 feet of power lines, the electric utility should insulate the lines against contact. Only qualified persons with proper gear and equipment may work within 10 feet of power lines. Under certain circumstances, electricity can arc to equipment that is close to a power line or to personnel performing maintenance on electrical gear. Arc flash protection per NEC guidelines must be followed by all personnel on site. • Lock-out and Tag-out - All personnel on site should properly identify hazards with stored energy, including such items as raw water pipelines under pressure, pipelines extending from water reservoirs, and electrical equipment. To properly protect personnel from an accidental release of the energy, workers should use blind flanges and lock-out and tag-out systems at all times. In order to ensure safety is maintained a high priority throughout the facility design process, an Operations and Safety Design Quality Control Checklist found on the following pages will be used by all personnel involved with design. Bozeman Hyalite/Sourdough WTP Replacement Project Page 8 ARk-1 X 1.1 Are all cables and hoses protected to X 1.2 Do power feed cables enter the machine or the cable reel from the side to minimize exposure to vehicle wheels or tracks? x 1.3 Are all exterior mounted machine features and components protected from impact, scraping, or collision damage? x 1.4 Are lubricating points for all bearings, joints and other wear points on the machine accessible to operators? X 1.6 Are shock and vibration isolation X 1.7 Is grating used for floors or other designs to prevent accumulation of water, mud, and other materials in equipment bays, crevices, and containment areas? Page 9 Bozeman Hyalite/Sourdough WTP Replacement Project Evaluation Area PDR 60% 95% Comments 1.0 Operations minimize exposure to impact or fall? 1.5 Does design provide hour meters (e.g., on strainer circuits), volt meters and ammeters (e.g., on electric drive motors) to assist in wear assessment and maintenance management. provided for critical components? x x X fl Introduction 2 MORMSON NA MAIERLE.nc OPERATIONS AND SAFETY DESIGN QUALITY CONTROL CHECKLIST • 1.Operations 2.Safety and Environmental System Design 3.Design Standardization Features 4.Design Features for Routine Maintenance 5.Design Features for Troubleshooting 6.Design Features for Repair and Replacement 7.Visual Inspections and Accessibility 8.Design for Physical Accessibility 9.Electrical System Maintenance Design 10.Safety Systems 11.Equipment 12.Piping and Valves 13.Pressure and Vacuum Relief 14.Machinery 15.Instrumentation Control 16.Malfunctions 17.Location and Plot Plan Phase of Review PDR - Preliminary Design Report 60% - 60% Design Submittal 95% - 95% Design Submittal fl Introduction MORMON VIA MAIERLE,nc Evaluation Area PDR 60% 95% Comments 1.8 Are all local monitoring devices such as X local transmitter readouts, pressure gauges, temperature gauges and others installed for easy visibility. 1.9 Are equipment located in drive areas and loading docks protected by fenders, bumpers, or guards from collision and rib impact? 2.0 Safety And Environmental System Design Features 2.1 Is lighting equipment properly installed X and protected, but easily accessed for repair? 2.2 Are high noise areas provided with X sound dampening or noise attenuation devices? 2.3 Are emergency showers provided at all X chemical equipment areas? 2.4 Are equipment motors appropriate for X the room area classification and readily accessed for repair or replacement. 3.0 Design Standardization Features 3.1 Is there standardization with existing x equipment for the following items: o All mechanical components. o Hydraulic connectors, valves, hoses. o Electrical components and connectors. o Variable frequency drives o Water hoses and connectors. o Pumps o Instrumentation elements 3.2 What equipment has been sole sourced X to maintain uniformity with existing equipment? 4.0 Design Features For Routine Maintenance 4.1 Are adequate hose bibs and outlets X available for housekeeping and maintenance? 4.2 Are all mechanical adjustment points X located in primary maintenance zones? Bozeman Hyalite/Sourdough WTP Replacement Project Page 10 X X fl Introduction & MORMON NA MAIERLE.nc Page 11 Bozeman Hyalite/Sourdough WTP Replacement Project x 4.5 Are routine service points located behind other components or structural members, in enclosed spaces, or in the secondary maintenance zone (e.g., more than 18 inches from the side or the end of the machine). x 5.2 Are test points labeled and located close to the control or display they are associated with? x 5.4 The following pertinent information is Evaluation Area PDR 60% 95% Comments 4.3 Are quick connect type couplers installed on frequently changed hydraulic lines, water hoses, and cables? 4.4 Are quick-release fasteners used on doors or covers for routine inspection points? 4.6 Are all routine inspection and sampling points are all clearly visible and accessible including: o Relief valves. o Drain plugs. o Calibration columns. o Flushing line connections. o Personnel safety equipment. 5.0 Design Features For Troubleshooting 5.1 Are test points located to identify recommended or acceptable pressure, temperature, or voltage ranges? 5.3 For equipment monitored "on-line" are run times and equipment start / stop events logged in a PLC or SCADA system? immediately available to the operators: o Component or system identification. o Proper direction of motion or fluid flow. o Proper adjustment, pressure level, or setting. o Correct fluids. o Amperage and other electrical information. 6.0 Design Features For Repair And Replacement x x x x x x • fl Introduction MORRISON nA MAIERLE.m Comments Evaluation Area PDR 6.1 Are all areas of the machine designed to be self-cleaning and designed to eliminate (minimize) the accumulation of rock, sludge, chemical, and water. 6.2 Are hoists and cranes designed to eliminate the need for special tools or jigs to perform required maintenance. 6.3 Are design features incorporated to x facilitate lifting, hoisting, or manipulating heavy components and machine features: 60% 95% x x o Built-in attachment hooks. o Lift bolt attachment points. o Lifting guides or pins. o Provisions for forklift arms. o Built in swing boom arm. o Designated lift points. 7.0 Visual Inspections And Accessibility 7.1 All maintenance points should be x visually accessible from the side or the end of the machine and should provide line-of-sight inspection capability. 7.2 Design provides for clear and rapid x visual identification of parts that may have to be replaced or repaired. 7.3 Approved glass covers should be installed in all access opening covers if routine visual inspections are required. 7.4 Access openings should be large enough x to permit visual contact with the component while the work is being performed on it. 7.5 For less frequently performed x maintenance tasks, the maintenance point may be located behind a protective cover. 7.6 Maintenance and service points should x be located no further than 36 inches from the maintainer's head at time of inspection. 8.0 Design For Physical Accessibility 8.1 Are all drain valves for compressor x tanks, reservoirs, and sumps accessible from the side or end of the machine? x Bozeman Hyalite/ Sourdough WTP Replacement Project Page 12 fl Introduction 01 MORRISON IRA MAKE. x 8.2 Are all other maintenance points accessible from the sides or ends of the machine. x 8.3 Hinged or quick-release access opening covers should be used where practical with the hinges on the side or bottom so that door will remain open during maintenance. x 8.4 A minimum number of bolts or fasteners should be used on access covers, equipment bay doors, or other protective shielding. x 8.5 For components weighing more than 100 pounds, access openings and work space should be sufficient to permit the attachment of hoisting or lifting devices. x 8.6 At least 18 inches of space should be provided to permit use of requisite hand tools to remove or replace them. x 9.2 All electrical cabling is routed to permit easy removal and replacement. Cabling is not routed under machine chassis, in the center of boom arms, or in other difficult-to-access locations. x 9.4 All electrical equipment cabinets are equipped with interlock that terminates power to the unit when the access cover is removed. x 9.5 A manual override is provided for all cabinets equipped with shutoff interlock. x 9.6 Design provides overload or other electrical protective devices for all major electrical circuits, each of which is equipped with an indicator light for easy troubleshooting. x 10.1 Are hazardous areas and equipment x 10.2 Emergency showers provided? Page 13 Bozeman Hyalite/ Sourdough WTP Replacement Project Evaluation Area PDR 60% 95% Comments 9.0 Electrical System Maintenance Design 9.1 Route all electrical cables on machine to avoid damage from abrasion, pinching, or cutting. 9.3 Electrical connectors are isolated from hydraulic fluid leaks, fuels, water, and other liquids. 10.0 Safety Systems protected or labeled with warning signs? x x • • I VU-1 f Introduction MORRISON 22 MAUERLE.m Evaluation Area PDR 60% 95% Comments 10.3 For equipment with "emergency stop" X devices, is the emergency stop accessible? 10.4 Are heat detectors, smoke sensing devices, lower explosion limit, chlorine, low oxygen sensors located in the appropriate rooms? Are they shown in the appropriate location to detect the condition? Do all of the devices have a back-up power supply? 10.5 Do alarms activate audibly and visually x at the equipment or in the room as well as the central SCADA system and fire panel? 10.6 Are manual pull stations accessible and X located in the appropriate places within the room? 10.7 In wet locations, are electrical equipment GFI protected? 10.8 In actuating or inspecting equipment or controls, is there a serious risk of tripping, falling, or contacting electrical parts, moving equipment, surfaces or objects operating at high temperatures or other hazardous equipment? 10.9 Do control and electrical panels have 36 x inches of clear space in front of the panel? 10.10Does equipment which requires X clearance have the adequate clear space? 10.11 Are electrical disconnects provided for X every motor and equipment? Are disconnects located in an appropriate and accessible location? 10.12Is all equipment provided with valves to X isolate equipment for removal? 10.13Are all equipment and tanks restrained against sway and seismic events? Are restraints shown on the drawings and specified? Are the locations of tie-ins, attachments and seismic anchorage clearly identified? 10.14Are all equipment, tanks, and pipes X secured to resist overturning? 10.15 Is secondary containment sized to hold 110% of the volume of the single largest container or largest expected volume for a single point failure? 10.16Chemical Storage: X o Is the tank material appropriate for the fluid to be stored? Is the tank lined? X X x Bozeman Hyalite/ Sourdough WTP Replacement Project Page 14 Bozeman Hyalite/Sourdough WTP Replacement Project t~~ Page 15 Evaluation Area PDR 60% 95% Comments o Is the tank suitable for the exterior environment? Weather conditions if installed outside? o Are there mixers or control devices that require access from the top of the tank? o Is there a ladder with a landing and guard rail to access equipment on the top of the tank? Does the ladder bottom terminate on an OSHA required 3 foot landing? o How does the driver know when the level in the tank and when to stop filling? Sight glass? Control panel? o Is there an automatic shutoff valve to close the feed line when the tank is full? Is there an alarm when the tank is almost full? o Are the tanks and storage area appropriately labeled? o Is level monitoring provided by a pressure sensor or float (not ultrasonic) device? o Will chemicals freeze, thicken, or combust given the range of ambient conditions? o Check location of exhaust. If exhausted outside, will weather conditions such as freezing or heat cause problems? If exhausted in the room, are additional ventilation requirements needed? Does the exhaust need to be diffused or treated? o Are appropriate warning labels placed at all chemical enclosure access openings? 10.17Secondary Containment: o Does the operator walk on the floor of the containment or on a raised grating? If on the floor what provisions are there to contain minor spills? o Is there piping or trip hazards in the containment area? Are there reasons why the operator would need to be in the containment area? o Does secondary containment have alarms, gas detection, or liquid sensing as appropriate? o Is the containment piped to drain? Is that appropriate? o Is there a normally closed valve on the drain line? • • • fl Introduction go MORRISON as MAIERIE.tic fl Introduction w 7 MORMSON 8A MUER1E.ue o Is there a sump? o Does the floor slope to the sump? o Is there a permanent sump pump? Is the pump materials appropriate for the spill fluid? o Does the pump have a stop float switch? o Is there any equipment installed below the top of the containment area? Will that equipment fail if submerged by water or fluid? o Are the tanks installed on the floor of the containment area or on a raised slab? If on the floor, are they connected sufficiently to resist the forces of buoyancy during a spill? o Is containment provided for the delivery vehicle? Is it adequately sized for the largest vehicle? How is stormwater managed? o Are pumps located within the containment area? Do pumps have a housekeeping containment area? o If more than one chemical is stored in the same secondary containment, will those chemicals react with each other? o Is there complete segregation of effluents, wastes, and emissions where chemicals are incompatible? 11.0 Equipment and if so, what hazards can result? adequate liquid level in liquid seals? 11.3 What is the potential for external fire which may create hazardous internal process conditions? 11.5 In confined areas, how is open fired equipment protected from spills? storage areas? 11.7 In the case of equipment made of glass or other fragile material, can a more durable material be used? If not, is the fragile material adequately protected to minimize breakage? What is the hazard resulting from breakage? 11.1 Are any venting systems manifolded, X 11.2 What procedure is there for assuring X 11.4 Is explosion suppression equipment X needed to stop an explosion once started? 11.6 What safety control is maintained over X Evaluation Area PDR 60% 95% Comments Bozeman Hyalite/ Sourdough WTP Replacement Project Page 16 fl Introduction MORRISON EA MAIERLE m X 12.1 Were piping systems analyzed for X 12.3 Are piping systems provided for anti- X 12.4 Are provisions made for flushing out all X 12.6 Are non-rising stem valves being X 12.7 Are double block and bleed valves used on emergency inter-connections where possible cross-contamination is undesirable? X 12.8 Are controllers and control valves Bozeman Hyalite/ Sourdough WTP Replacement Project Page 17 Evaluation Area PDR 60% 95% Comments 11.8 Are sight glasses on reactors provided only where positively needed? On pressure or toxic reactors, are special sight glasses provided which have a capability to withstand high pressure? 11.9 What emergency valves and switches cannot be reached readily? 1 1.10 When was pertinent equipment, especially process vessels, last checked for pressure rating? 11.11 What hazards are introduced by failure of agitators? 11.12What plugging of lines can occur and what are the hazards? 11.13 What provisions are needed for complete drainage of equipment for safety in maintenance? 11.1414ow was adequacy of ventilation determined? 11.15 What provisions have been made for dissipation of static electricity to avoid sparking? 11.16 What requirements are there for concrete bulkheads or barricades to isolate highly sensitive equipment and protect adjacent areas from disruption of operations? 12.0 Piping and Valves stresses and movement due to thermal expansion? 12.2 Are piping systems adequately supported and guided? freezing protection, particularly cold water lines, instrument connections and lines in dead-end service such as piping at standby pumps? piping during start-up? 12.5 Are cast iron valves avoided in strain piping? avoided? readily accessible for maintenance? • fl Introduction No MORRISON ad MAIERLE,LNc X 12.9 Are bypass valves readily reached for operation? Are they so arranged that opening of valves will not result in an unsafe condition? X 12.10Are all control valves reviewed for safe action in event of power or instrument air failure? x 12.11 Are means provided for testing and maintaining primary elements of alarm and interlock instrumentation without shutting down processes? X 12.12What provisions for draining and X 13.5 Where rupture discs have delivery lines to or from the discs, what has been done to assure adequate line size relative to desired relieving dynamics? To prevent whipping of discharge end of line? X 13.6 Are discharges from vents, relief valves, rupture discs, and flares located to avoid hazard to equipment and personnel? x 13.7 What equipment, operating under pressure, or capable of having internal pressures developed by process malfunction, is not protected by relief devices and why not? X 13.9 Are drain connections provided in discharge piping of relief valves where condensate could collect? Page 18 Bozeman Hyalite/Sourdough WTP Replacement Project Evaluation Area PDR 60% 95% Comments trapping steam piping are provided? 13.0 Pressure and Vacuum Relief 13.1 What provisions is there for flame arresters on discharge of relief valves or rupture discs on pressurized vessels? 13.2 What provisions are there for removal, inspection, and replacement of relief valves and rupture discs, and what scheduling procedure? 13.3 What need is there for emergency relief devices: breather vents, relief valves, rupture discs, and liquid seals? What are the bases for sizing these? 13.4 Where rupture discs are used to prevent explosion damage, how are they sized relative to vessel capacity and design? 13.8 Is discharge piping of relief valves independently supported? Make piping as short as possible and with minimum changes in direction. 13.10Are relief valves provided on discharge side of positive displacement pumps; between positive displacement compressor and block valves? X x x x x X fl Introduction Nd MORWSON !a MAIERI.E.m. Evaluation Area PDR 13.11 Where rupture discs are in series with relief valves to prevent corrosion on valve or leakage of toxic material, install rupture disc next to the vessel and monitor section of pipe between disc and relief valve with pressure gauge and pressure bleed-off line. Have any rupture discs been installed on discharge side of relief valve? 13.12What provisions for keeping piping to relief valves and vacuum breakers at proper temperature to prevent accumulation of solids from interfering with action of safety device are provided? 14.0 Machinery 14.1 Are adequate piping supports and flexibility provided to keep forces on machinery due to thermal expansion of piping within acceptable limits? 14.2 What is separation of critical and operating speeds? 14.3 Are check valves adequate and fast acting to prevent reverse flow and reverse rotation of pumps, compressors and drivers? 14.4 Are adequate service factors on speed changing gears in shock service provided? 14.5 Are non-lubricated construction or non- flammable synthetic lubricants used for air compressors with discharge pressures of greater than 75 psig to guard against explosion? 14.6 What provisions are made for emergency lubrication of critical machinery during operation and during emergency shutdowns? 14.7 Are provisions made for spare machines or critical spare parts for critical machines? 14.8 Are there provisions for operation or safe shutdown during power failures? 15.0 Instrumentation Control PDR Comments 60% 95% • X X x X X • X X. X X X Comments 60% 95% 15.1 What hazards will develop if all types of motive power used in instrumentation should fail nearly simultaneously? 15.2 If all instruments fail simultaneously, is X the collective operation still fail -safe? x Page 19 Bozeman Hyalite/Sourdough WTP Replacement Project fl Introduction MORRISON ra MAIER[E.m Evaluation Area PDR 60% 95% Comments 15.3 What provision is made for process X safety when an instrument, instrumental in process safety as well as in process control, is taken out of service for maintenance? When such an instrument goes through a dead time period for standardization or when, for some other reason, the instrument reading is not available? 15.4 What has been done to minimize X response time lag in instruments directly or indirectly significant to process safety? Is every significant instrument or control device backed up by an independent instrument or control operating in an entirely different manner? In critical processes, are these first two methods of control backed up by a third ultimate safety shutdown? 15.5 Has the process safety function of instrumentation been considered integrally with the process control function throughout plant design? 15.6 What are the effects of extremes of X atmospheric humidity and temperature on instrumentation? 15.7 What gauges, meters, or recorders cannot be read easily? What modifications are being made to cope with or solve this problem?. 15.8 Is the system completely free of sight glasses or direct reading liquid level gauges or other devices which, if broken, could allow escape of the materials in the system? 15.9 What is being done to verify that X instrument packages are properly installed? Grounded? Proper design for the environment? 15.10What procedures have been established X for testing and proving instrument functions? 15.11 What periodic testing to check X performance and potential malfunction is scheduled? X X X x PDR Comments 16.0 Malfunctions 16.1 What hazards result from loss of utility? 60% X X 16.2 What is the severest credible incident, X i.e., the worst conceivable combination of reasonable malfunctions, which can occur? O--Z2, =~a, AM Page 20 Bozeman Hyalite/Sourdough WTP Replacement Project fl Introduction MORMSON sa MAIERLE,m Evaluation Area 16.3 What is the potential for spills and what hazards would result from them? 17.0 Location and Plot Plan 17.1 Has equipment been adequately spaced and located to permit anticipated maintenance during operation without danger to the process? 17.2 In the event of the foreseeable types of spills, what dangers will there be to the community? PDR 60% 95% Comments • x PDR Comments 60% 95% x x 0- -".% • Bozeman Hyalite/ Sourdough WTP.Replacement Project Page 21 ri r I ~ j 0 D ``1 -T • fl MORRISON am MNERIE,L'c 0 City of Bozeman Hyalite/Sourdough Water Treatment Plant Replacement Project Section 1. Design Objectives and Criteria Prepared by: Nathan Kutil Reviewed by: Dan Harmon Date: June 29, 2010 1. 1. Overview The City of Bozeman Hyalite/ Sourdough Water Treatment Plant (WTP) Replacement project is based on historical data, the existing water characteristics from the Bozeman WTP, and an extensive pilot testing effort which took place on-site the summer of 2009. The water characteristics and growth projections for the service area were originally projected in the Bozeman Water Facility Plan 2007 (Plan) by Allied Engineering Services, Inc., Robert Peccia and Assoc., and BETA Eng. The Plan recommended the City enhance their water rights/water supply, improve the Lyman Creek system, plan for increased storage and improve the Hyalite/Sourdough WTP system. To address deficiencies/recommendations identified in the Plan the following upgrades are intended for this project: • New office/laboratory facility. • New workshop and maintenance facilities. • Reconstruction of the Sourdough intake. • New Sourdough Raw Water flow control facilities. • New grit removal facilities. • New chemical rapid mix, coagulation, flocculation, and sedimentation facilities. • Membrane filtration system with 22 MGD capacity, expandable to 36 MGD, including the following systems: o Membrane feed (MF) pumping, o Raw water Strainers arranged in series, o Compressed air, o Reverse filtration (RF) pumping, o Chemical cleaning, o Cleaning waste neutralization, and Bozeman Hyalite/ Sourdough WTP Replacement Project Page 1-1 • f Section 1. Design Objectives 8 Criteria MORMON Ma MAIERLE,te o Instrumentation and control. • A new chlorine contact conduit. • Hypochlorination, fluoridation, sodium hydroxide and aluminum chlorohydrate chemical feed systems. • Backwash waste handling facilities, including waste sump, dissolved air floatation thickener, gravity thickener flexibility, vacuum-assisted drying beds and system upset standby lagoon. • Standby power generation, instrumentation and control, fire suppression, and security systems. The following paragraphs summarize the design objectives and design criteria used for preliminary design of the recommendations presented in the Plan that are described above. 1.2. Analysis of Raw Water Characteristics For the time period 1998 through July of 2008, average monthly flow, temperature, total organic carbon (TOC), turbidity, and coagulant use data are shown in Table 1-1-1. Seasonal trends for temperature and turbidity are plotted in Figure 1-1 and Figure 1-2, respectively. `'~' Bozeman Hyalite/Sourdough WTP Re lacement Project Page 1-2 ,t P J g Bozeman Hyalite/ Sourdough WTP Replacement Project Page 1-3 fl Section 1. Design Objectives Et Criteria ,21 MORRISON a's MAIERLE.nc Table 1-1-2 presents a summary of raw water quality data, including hardness, alkalinity, iron, sulfate, aluminum, sodium, manganese, and color, collected from 1998 through July 2008. Table 1-1-1. Bozeman WTP Raw Water Monthly Data (1998-2008). Average Flow (mgd) Average Temp, °C Average TOC (mg/L) Average Turbidity (NTU)* Inst. Peak** 1-day 28-day 7-day Date January February March April May June 4.5 5.0 5.0 5.0 6.5 8.5 0.1 0.2 0.5 1.4 2.8 3.5 1.1 0.9 0.8 2.3 3.5 2.8 21.0 21.0 21.0 34.0 97.7 203.0 2.5 2.5 10.8 2.5 17.6 9.6 2.0 2.0 7.5 6.1 34.4 17.4 1.0 1.0 4.0 2.6 18.7 10.0 July 5.1 10.0 10.0 9.1 1.7 3.0 1.5 August September October November December 9.0 8.0 5.0 5.0 4.5 9.4 2.7 1.0 0.1 0.1 1.3 1.4 1.2 3.2 0.9 24.0 24.0 24.0 69.0 21.0 3.6 6.7 10.9 10.9 3.0 3.0 2.5 2.5 3.5 1.3 1.5 1.5 1.5 1.5 0.7 *Turbidity data was analyzed for the period 1998 - 2008 with the exception of the April, May, and June months due to data excursions associated with snowmelt events. For April, May, and June, data is presented for only 2008. **On 8/1/10 at 1:00 AM Sourdough Creek turbidities in excess of 600 NTUs were observed. It took about a day for Sourdough raw water to return to normal turbidity levels. It is thought that this was due to a landslide along the creek; there had been heavy rain events during the evening of 7/31. ~a d N C Bozeman Hyalite/ Sourdough WTP Replacement Project Page 1-4 Section 1. Design Objectives It Criteria IN MOMSON mA MAIERLE,br- Table 1-1-2. Bozeman WTP Raw Water Data (1998-2008). Total Hardness (mg/L CaC03) Alkalinity (mg/L) CaC03) Iron (mg/L) S04 (mg/L) Al (mg/L) Na (mg/L) Mn* (mg/L) True Color (CU) Occurence 0.00 0.10 0.00 Min 0.00 0.00 36.80*** 33.60*** 0.00 6.26 0.36 88.40 2.59 3.59 0.01 0.07 Avg 81.61 0.80 13.46 0.11 20.50 0.98 110.80 31.00 Max 116.80 2.00 0.10 10%** 59.60 0.00 0.00 63.12 1.78 0.02 4.00 0.25 3.27 85.20 0.00 94.40 50%** 0.04 0.70 14.50 5.81 0.14 90%** 105.76 0.71 0.02 97.76 9.00 *Manganese data are for samples collected from February through July of 2008 ** Values listed are percentiles (i.e. total hardness is below 105.76 in 90% of the samples) ***Occurred during a period when Sourdough raw water was off line during repairs to the Sourdough transmission main, and are therefore not very representative 18 -2005 -2006 -2007 -2008 V Q.12-. E m L 10 -. 8 LL 4 2 0 J F M A M J J A S O D Figure 1-1. Bozeman WTP Finished Water Temperature (2005 - 2008) 16- 14- LDR Section 1. Design Objectives Et Criteria RN MORMSON oa MAUERLE,= 250 -0-Instantaneous Peak Turbidity -+-Average Turbidity 200 - Z 150 - 4 100-_ 50 - 16 , #- 0 ~a 4l eo P ~e JA J4- -.o~ oJeF~ eGeF~ ~ OG~ O Figure 1-2. Bozeman WTP Raw Water Turbidity (2004 - 2008) Based on the available data, the water source has a relatively low turbidity for most of the year, with a normal increase in May and June during snow melt run-off. Occasionally spikes in turbidity occur during storm events in the watershed. Water temperature throughout the year is relatively low with the temperatures just above freezing during the winter months. 1.3. Pretreatment Design Criteria The pretreatment design criterion is intended to allow some degree of flexibility. For that reason a percentile was used to allow for disturbances in raw water quality which can result in infrequent spikes in pretreatment effluent quality, see Table 1-3. For instance, the turbidity should be below 2 NTU as an average on 292 days out of the year and should be below 20 NTU on 361 days out of the year. Table 1-3. Pretreatment Effluent Quality Goal Parameter Turbidity (NTU) TOC (mg/L) pH Total Hardness (mg/L as CaCO3) 80`h percentile 2 2 7.8-8.4 100 90`h percentile 4 2.6 7.7-8.5 105 95`h percentile 8 3.5 7.6-8.5 110 99`h percentile 20 4 6.9-8.9 115 :~ 41 Bozeman Hyalite/Sourdough VrP Replacement Project Page 1-5 fl Section 1. Design Objectives 8 Criteria lu MORMON 8A MAIEU,m Parameter 80`h percentile 90`h percentile 95`h percentile 99`h percentile Alkalinity (mg/L as 110 CaCo3) 95 100 105 Manganese (mg/L) 0.7 0.8 0.8 0.8 Notes: All values listed are daily average. Buyer may choose to bypass flocculation & sedimentation when raw water quality allows. The primary reason for using percentiles was because of the variability in raw water quality during the spring runoff. Another consideration is the threat for a wildfire in the water shed. A wildfire in the watershed can result in extremely deteriorated raw water quality. Many provisions will be provided to allow for handling raw water should a wildfire occur. Prior to the grit removal equipment a connection will be provided in the plant influent pipe which will allow for a provisionary inlet screen to be installed in the future under emergency conditions. Additionally, the flocculation basins will be designed to allow for the addition of powder activated carbon (PAC) should that level of pretreatment be required following a wildfire in the watershed. Additional discussion of the pretreatment design is included in Section 7. 1.4. Design Flow Design flow needs and projections are based on information presented in the 2007 Water Facility Plan. Population projections are based on an assumed growth rate for the service area of 5.0%. The treatment plant capacity will be accommodated in two phases. The initial phase of the project will produce 22 mgd under peak day demand conditions. According to the population projections, this flow will be sufficient until 2015. Flow projections under initial phase design conditions are presented in Figure 1-3. This projection is based on current yearly usage patterns. Ultimate buildout capacity of the treatment plant will be 36 mgd. This capacity will be achieved in the second phase of the plant design and construction. Assuming a constant 5.0% growth for the service area, 36 mgd of treatment plant capacity is project to be sufficient through 2025. "~' Bozeman Hyalite/ h WTP Re lacement Pro ect Pa a 1-6 ~~~ Y g P j g fl EJ MORMON Ca MAIERIE,nc Section 1. Design Objectives Et Criteria 8 9 10 11 12 Figure 1-3. Projected Peak Day Water Demand Filtered (treated) water quality goals are based on previous experience with the anticipated capabilities of low pressure membrane treatment plants, and regulatory requirements. The goals listed in Table 1-4 are slightly more restrictive than those imposed by the Montana Department of Environmental Quality (MDEQ). Table 1-4. Water Quality and Treatment Goals 40.0 35.0 30.0 0 25.0 20.0 3 0 15.0 10.0 5.0 0.0 1 2 3 4 5 6 7 Month -~-Design Flow ,-(}Future Flow Parameter Turbidity Location Settled Water Goal £ 5.0 NTU Condition 90% of time Comments Only if sedimentation process in operation Turbidity Membrane Filtrate £ 0.15 NTU 100% of time Achieve LT2 microbial toolbox credit Turbidity Membrane Filtrate £ 0.10 NTU 95% of time Achieve LT2 microbial toolbox credit Total Iron Entry Point 0.05 mg/L EPA SMCL: 0.3 mg/l Total Manganese Entry Point 0.01 mg/L EPA SMCL: 0.05 mg/1 Total Aluminum Entry Point 0.05 mg/L EPA SMCL: 0.2 mg/l Aesthetics Apparent Color Entry Point 1.0 CU Minimize DBP formation Organics/DPB's Plant Removal ³ 30% 95% of time Not regulated for membrane plants TOC Page 1-7 Bozeman Hyalite/ Sourdough WTP Replacement Project Chlorine Residual Entry Point 1.5 mg/l C12 95% of time EPA MRDL: 4 mg/l Chlorine Residual Entry Point £ 2.0 mg/l Cl2 99% of time EPA MRDL: 4 mg/l Chlorine Residual Dist. System £ 0.5 mg/l C12 95% of time EPA MRDL: 4 mg/l Chlorine Residual Dist. System £ 0.2 mg/l C12 99% of time EPA MRDL: 4 mg/l Parameter Location Goal Condition Comments Entry Point 1.5 mg/l 95% of time Minimize DBP formation TOC TTHM Dist. System 60 µg/l LRAA 75 % of MCL HAA5 Dist. System 45 µg/l LRAA 75 % of MCL Disinfection/ Residuals Corrosion Control pH Entry Point 8.4 Entry Point 60-110 mg/l Alkalinity fl Section 1. Design Objectives lY Criteria MORMON da MAIERLE,tc The finished water color goal is recommended to be less than 1 PCU, which is significantly lower than the EPA's suggested secondary standard of 15 PCU. The City's existing WTP has been able to meet this goal and the proposed new WTP should continue to produce color- free water. In order to achieve this goal, coagulation will be required a majority of the year. However, the WTP membrane filtration treatment process should have no difficulty meeting the finished water turbidity requirements, even if coagulation, flocculation and sedimentation are not part of the process train. 1.5. Solids Handling Design Criteria Due to the absence of a sanitary sewer in the location of the Sourdough/ Hyalite WTP all solids will be handling initially onsite and then hauled by truck to the Bozeman WRF. A complete discussion of the solids handling criteria is included in Section 9. 1.6. Disinfection Credits As a result of the direct filtration barrier using the Pall Microza UNA-620A membranes, the City is requesting the following disinfection credits for the membranes: 4-log for Giardia; 4- log for Cryptosporidium; and 0.5-log for viruses from Montana DEQ. The system will additionally be operated with a 0.5-log Giardia disinfection requirement as well as numerous membrane integrity testing requirements to verify filtration efficacy. Bozeman Hyalite/ Sourdough WTP Replacement Project Page 1-8 I-al Section 1. Design Objectives Ft Criteria MORRISON CIA MAIERIE.ne 1.7. Additional Design Criteria Bozeman WTP staff have created detailed listings of features they would like included in the new facility. These listings should be reviewed often during the design phase of this project. One such listing is included in the original RFP for the project. Additionally, reference the Conceptual Design Memorandum dated October 15, 2009 Appendix A - Staff Design Items for Consideration and Evaluation and Appendix C - Membrane Trip Staff Notes. These lists are valuable resources for ensuring a detailed and high-quality facility design for the City of Bozeman. Bozeman Hyalite/Sourdough WTP Replacement Project Page 1-9 4 ~ J L. J 7 1 U f I `9 'I-, C~ 7 a 0 0 F i I s.vsflf.3. i t 7;KP ~~GrCfr+i 9 I I I fl R MORRISON SH MAIERIE.m City of Bozeman Hyalite/Sourdough Water Treatment Plant Replacement Project Section 2. Codes, Regulations and Permit Requirements Prepared by: James Nickelson Reviewed by: Nathan Kutil/Dan Harmon Date: January 19, 2010 2.1. Purpose and Content The Bozeman Hyalite/ Sourdough Water Treatment Facility Project will require several permits. Design standards are presented in this section to provide a uniform approach to designing facilities that will satisfy the requirements necessary to obtain permits in an efficient and economical manner. The applicable codes and standards are divided into the following categories: land use codes; building codes; storm water management; Montana Department of Environmental Quality standards; MPDES discharge permit; wetlands, streams and floodplains regulations; and site specific development criteria. 2.2. Land Use The Bozeman Hyalite/Sourdough Water Treatment Facility is located on a combination of parcels consisting of approximately 34.129 acres located in Gallatin County. The property is owned by the City of Bozeman, however is not within the city limits of Bozeman. The water treatment plant property is within the Hyalite Zoning District. The Hyalite Zoning District regulations are located on the internet at the following address: http://www.gaUatin.mt.gov/public documents /gallatincomt plandept/gallatincomt zonedi st/zoningdistricts /hyalite The zoned property is located in a combination of RR-5 (Rural Residential, One Single Family Dwelling per 5 acres) and RR-10 (Rural Residential, One Single Family Dwelling per 10 acres). The existing plant is located on a 10.109 acre parcel and the new plant will be likely located on the parcel which is zoned RR-5. The remaining property is a 24.020 acre parcel that is zoned RR-10; this parcel is part of a residential development which has additional covenant restrictions The Sourdough Intake portion of the project is located on City of Bozeman owned property approximately 1.2 miles south of the water treatment plant. The intake is on a large tract of land with no known zoning or covenants. Bozeman Hyalite/Sourdough WTP Replacement Project Page 2-1 a=te 1 71 fl Section 2: Codes, Regulations and Permit Requirements M0RMS0N nA MAKE= 2.2.1. Hyalite Zoning District Regulations The following applicable rules apply to the zoning district: • Land Use Permit Required. • Conformance to Regulations Required - Exceptions may be requested due to public health and safety. Determination made by the Zoning Enforcement Agent. • Conforming Use - The project is not a conforming use and will need to go through the conditional use permit process. • . Parcel Size - New parcels need to conform to lot size minimums and also have lot width minimums. This does not apply to existing parcels. • Lot Coverage - No restrictions exclusive of yard setbacks. • Yard Requirement - Yard is defined as open space. o RR-5 and RR-10 District. n Front Yard 25 feet. n Side Yard 15 feet. n Rear Yard 25 feet. • Irrigation Ditch Setbacks - Structure setback. o RR-5 and RR-10 District. • 100 feet. • Fence Height Limitations. O 6 feet in rear and side yards. O 5 feet in front yard. o No limitation outside of yard setbacks. • Accessory Buildings. O 10 feet from principal structure. o No reflective siding. o Height limitation - 24 feet. • Signs - One sign no larger than 6 square feet is allowed. • Height Limitations - Defined for conforming uses. • Conditional Use Relevant Issues. o Conditional uses not specifically defined. o Intent of plan and zoning regulations should be followed. The Conditional Use Permit and Land Use Permit process is through the Gallatin County Planning Office. It is recommended that the conditional use permit process commence as soon as layout and structure sizing is fully developed. 2.2.2. Covenants In addition to zoning restrictions the parcel zoned RR-10 is protected by covenants. The property generally known as Skyridge Estates is covered by two sets of covenants. The original covenants are dated April 5, 1983 and generally only allow for single family residences. The covenants were amended in 1989 at the request of the City of Bozeman as a condition of obtaining the tract of land. The 1989 amendment generally provided for the construction of a surge pond and provides for specific conditions related to that use. Bozeman Hyalite/Sourdough WTP Replacement Project Page 2-2 Bozeman Hyalite/Sourdough WTP Replacement Project Page 2-3 fl Section 2: Codes, Regulations and Permit Requirements m MORMSON Na MAIERLE.nc The Skyridge Estates Homeowners' Association should be contacted as soon as scope and magnitude of project is clearly developed in order to develop an acceptable agreement regarding land use and develop an amendment to the covenants that clearly allows for the use anticipated. 2.3. Building Codes This section is intended to provide project designers with guidance to applicable codes and standards for the civil, structural, architectural, mechanical, and electrical design disciplines. A building permit must be obtained through the State of Montana Department of Labor and Industry. The following is a link to the rules adopted by the Department which provide exceptions and additions to the standard adopted codes. http://mt.gov/dh/bsd/bc/rules.asp The specific code standards that are adopted by the State are as follows: 2009 International Building Code ** 2009 International Energy Conservation Code ** 2009 International Mechanical Code ** 2009 International Fuel Gas Code ** 2009 Uniform Plumbing Code ** 2008 National Electric Code ** **Adoption of this code is pending. Designers should become familiar with State of Montana exceptions and additions that impact their disciplines. In addition to State of Montana exception and additions to the listed codes the state has adopted separate "Building Accessibility Rules" which are in Administrative Rule of Montana 24.301. Sub-Chapter 9. These rules can be found under the above link. 2.3.1. Fire The facility is located within the Sourdough Fire Department District. The fire department is a volunteer rural department. Once the design is moved beyond a conceptual stage, both the Sourdough Fire Department and the Bozeman Fire Department will be contacted for input. The applicable code is the latest version of the Uniform Fire Code adopted by the State of Montana. 2.3.2. Civil Applicable codes relative to civil work include the following: City of Bozeman Design Standards. Montana Publi c Works Standard Specifications (MPWSS). City of Bozeman Modifications to MPWSS. MDEQ Circular 1. fl Section 2: Codes, Regulations and Permit Requirements MORRISON nd MAIERLUx • MDEQ Circular 4. • Gallatin County Wastewater Treatment Regulations. • Administrative Rule of Montana 24.301. Sub-Chapter 9 regarding accessibility. • Fire protection provision guidelines per fire department. Review and approval is through the City of Bozeman Engineering Division, Gallatin County Department of Environmental Health and the Montana Department of Environmental Quality. 2.3.3. Process Equipment and Piping The Montana Department of Environmental Quality Circular 1 is the regulatory standard that applies to the project. 2.3.4. Structural 2009 International Building Code (IBC) • Minimum basic Wind Speed 90 miles per hour, Exposure C • Seismic Design Parameters: Site Class C, SDs =0.600(g), SD1 = 0.300 (g), Seismic Design Category = D • Ground snow load = 53 psf • Minimum Design Loads for Buildings and Structures, ASCE/SEI 7-05 American Concrete Institute (ACI) • Reinforced Concrete Design ACI-318-05 • Environmental Engineering Structures ACI-350-05 American Institute of Steel Construction (AISC) • Specifications for the Design, Fabrications, and Erection of Structural Steel Buildings, March 9, 2005 • Manual of Steel Construction, Third Edition. • Specifications for Structural Joints Using ASTM A 325 or A 490 bolts, June 30, 2004 American Welding Society (AWS) • Structural Welding Code AWS D1 1-2004 American Society for Testing and Materials (ASTM) American National Standards Institute (ANSI) National Design Specifications for Wood Construction, 2005 Edition National Association of Architectural Metal Manufactures (NAAMM) Metal Grating Manual Steel Structures Painting Council (SSPC) Bozeman Hyalite/ Sourdough WTP Replacement Project Page 2-4 fl Section 2: Codes, Regulations and Permit Requirements I V MORMON MA MAIERLE,m Factory Mutual System (FM) Underwriters Laboratories, Inc. (UL) 2.3.5. Architectural 2009 International Building Code (IBC) International Fire Code, 2006 National Fire Protection Association (NFPA) • Life Safety Code, 1996 American Society for Testing and Materials (ASTM) American National Standards Institute (ANSI) National Association of Architectural Metal Manufactures (NAAMM) Sheet Metal and Air Conditional Contractors National Association (SMACNA) • Architectural Sheet Metal Manual, Architectural Sheet Metal Specifications Steel Structures Painting Council (SSPC) International Energy Conservation Code, 2003 Underwriters Laboratories, Inc. (UL) 2.3.6. Mechanical International Building Code, 2009 International Mechanical Code, 2009 Uniform Plumbing Code (UPC), 2009 International Fire Code, 2006 National Fire Protection Association (NFPA) • Installation of Sprinkler Systems NFPA 13 • Installation of Air Conditioning and Ventilating Systems NFPA 90A • Installation of Warm Air Heating and Ventilating Systems NFPA 90B • Exhaust Systems for Air Conveying of Materials NFPA 91 American Society for Testing and Materials (ASTM) Steel Structures Painting Council (SSPC) American National Standards Institute (ANSI) Sheet Metal and Air Conditional Contractors National Association (SMACNA) American Water Works Association (AWWA) International Energy Conservation Code, 2003 Underwriters Laboratories, Inc. (UL) Bozeman Hyalite/Sourdough WTP Replacement Project Page 2-5 fl Section 2: Codes, Regulations and Permit Requirements 0 f MORMSON nA MAIERLE M 2.3.7. Electrical National Electric Code (NEC), 2008 International Fire Code, 2006 National Fire Protection Association (NFPA) • Fire Alarm Code NFPA 72 • Emergency and Standby Power Systems NFPA 110 • Stored Energy Emergency and Standby Power Systems NFPA 111 American Society for Testing and Materials,(ASTM) American National Standards Institute (ANSI) Factory Mutual System (FM) ETL Testing Laboratories, Inc. (ETL) Underwriters Laboratories, Inc. (UL) 2.4. Storm Water Management Storm water management requirements are divided into two categories; 1) permanent controls and, 2) temporary construction controls. 2.4.1. Permanent Storm Water Management Facilities Detention and/or retention facilities are required to meet normal design standards. While no specific design standards are in force for this particular project, it is recommended that standards adopted -by the City of Bozeman be utilised. Design standards are included in the City of Bozeman Design Standards and Specifications Policy. This document can be found on the internet at http://www.bozeman.net/engineering/engineering documents.aspx. The review and approval process for permanent storm water management facilities is by the City of Bozeman Engineering Department through the Owner's plan review process. 2.4.2. Temporary Construction Storm Water Management Facilities A Storm Water Pollution Prevention Plan is required for this project. A Storm Water Discharge Permit will need to be obtained by.the Owner or Contractor. The review and approval process for construction storm water management facilities is through the Montana Department of Environmental Quality. 2.5. Montana Department of Environmental Quality Standards The project requires approval from the Montana Department of Environmental Quality (MDEQ). Specific design standards are included in DEQ-1 Design Standards for Water Work. There are specific standards in this document that are applicable to most design disciplines working on this project. The sanitary wastewater generated from the facility will be treated and disposed of onsite. The applicable regulations are DEQ Circular 4 and the Gallatin County Wastewater Treatment rules. Bozeman Hyalite/Sourdough WTP Replacement Project Page 2-6 TSS 45 30 TRC 0.021 0.016 TDA 1.5 1.0 Average Monthly (mg/1) Maximum Daily (mg/1) Parameter fl Section 2: Codes, Regulations and Permit Requirements A12 MORWSON MAIERIE.. 2.6. MPDES Discharge Permit The current discharge permit to Sourdough Creek (Bozeman Creek) allows discharge of filter backwash water after treatment. Treatment consists of settling basins and de- chlorination. Permit limits, effective June 1, 2010, consist of the following: TSS = Total Suspended Solids TRC = Total Residual Chlorine TDA = Total Dissolved Aluminum PH of the effluent is limited to between 6.0 and 9.0. Monitoring is required prior to the discharge entering Sourdough Creek. A 300 foot long mixing zone is allowed for total residual chlorine and total dissolved aluminum. The Technology-Based Effluent Limits in the permit include TSS. While not included in the permit as a limit, non-degradation limits are included in the Statement of Bass for TSS. Daily Maximum limit was calculated to be 215 lb/day based on a monthly average 323 lb/day based on a daily maximum. The Water Quality- Based Effluent Limits in the permit include TRC and TDA. The 7Q10 value used in determining the water quality- based limits was determined to be 4.3 cfs based on a limited number of data points. The limits for TRC were reduced during the last permit cycle. The limits for TDA were maintained at the previous permit levels; however, it is likely that the limit would be reduced if the plant utilizes an aluminum based coagulant. The Statement of Basis for the permit includes calculations that would place the TDA limits at 0.215 mg/l on a monthly average basis and 0.279 on a maximum daily basis. For planning purposes it should be noted that the 7Q10 is based on a limited amount of data and could change if additional data is collected. A TMDL has not been completed for Sourdough Creek which also has implications relative to future permit requirements. 2.7. Wetlands, Streams, Floodplains and Irrigation Ditches A wetland delineation of the property was completed and wetland delineation report has been sent to the Army Corp of Engineers for concurrence on )urisdictional status. Wetlands exist at the intake site and are associated with the irrigation ditch between the water treatment plant and Sourdough Canyon Road. Based on a review of the conceptual layout of the project the only facility of concern in terms of location is the clearwell. Permitting will be required at the intake site. There are no known streams on the project site however one of the irrigation ditches will need to be assessed as to its status as a possible stream/ditch which may have implications Bozeman Hyalite/ Sourdough WTP Replacement Project Page 2-7 fl Section 2: Codes, Regulations and Permit Requirements MORMON 211MAIERLUx to the project. Sourdough Creek obviously is a stream permitting issue when it comes to the intake portion of the project. The floodplain of Sourdough Creek is defined from Nash Road to south of the City's current intake structure. The floodplain is graphically delineated as Zone A where flood elevations have not been determined. The floodplain is on the west side of Sourdough Canyon Road at the location of the water treatment plant is not a regulatory concern at this location. The intake work will be done within the graphical floodplain area. While this should have minimal impact on the project, permitting through the Gallatin County Planning Office will likely be required. The plant property is bisected by two irrigation ditches. The "68" Ditch is located near Sourdough Canyon Road and runs south to north across the west side of the City's property. The second ditch is the Lower Williams Ditch which generally runs from southwest to northeast above and to the east of the current plant facilities. The ditches need to be maintained as part of the project. Setback requirements will need to be addressed during design. 2.8. Site Specific Development Criteria Site specific development criteria will be generated during the initial design of the project. This memorandum will be updated as appropriate to include site specific development criteria. Bozeman Hyalite/Sourdough WTP Replacement Project Page 2-8 I I i 0 ti . , a» x rk ~ro 11 N ~c CITT j 4Z fl MORR150N MAIERIZ. City of Bozeman Hyalite/Sourdough Water Treatment Plant Replacement Project Section 3. Hydraulic Profile and Plant Hydraulic Constraints Prepared by: James Nickelson Reviewed by: Travis Meyer Date: July 30, 2010 3.1. Introduction This section examines the hydraulics of the proposed improvements. Hydraulic parameters were developed for a 22 MGD capacity plant. Comments have been provided relative to the 36 MGD future plant capacity (14 MGD expansion.) The hydraulic parameters are divided into three sections. The first section identifies elements associated with the primary treatment train, the second section identifies elements directly associated with the discharge to Sourdough Creek and the third section identifies elements associated with liquid and solid waste streams. 3.2. Primary Treatment Train This section identifies hydraulic profile flow elements associated with the primary treatment train for the proposed plant. Table 3-1 summarizes the flow elements used for development of the process hydraulic profile. Table 3-1. Flow Element Summary Flow Element 36 MGD 22 MGD Flow Rates Ave Day = 9.6 mgd Peak Capacity = 22 mgd Ave Day = 15.7 mgd Peak Capacity = 36 mgd Bozeman Hyalite/Sourdough WTP Replacement Project Page 3-1 fl Section 3. Hydraulic Profile and Plant Hydraulic Constraints ~a MORRISON JUMAIERIE,m Flow Element 22 MGD Raw water will be supplied to the plant through multiple transmission pipelines and a combination of operating conditions and feed a head tower to control the starting hydraulic condition for the plant. The preliminary overflow elevation for the head tower is 5227.5 feet. The raw water pipelines serving the plant are all capable of providing water to this elevation. The Sourdough Transmission Main (30") can supply is limited to 4.26 MGD based on water rights and available stream flow. The pipe line capacity is much higher than this value and if the Sourdough Dam is constructed it may be possible to utilize the existing pipe line to provide additional flow. At 4.26 MGD the pipeline will have a hydraulic grade line of approximately 5,290 feet at the new flow control valve. The primary Hyalite Transmission Main and intake has a design capacity of 17.5 MGD which is limited by the intake screen design. The pipeline has a maximum capacity of 19.7 MGD which is limited based on meeting the head tower requirements. During unusual or emergency operation water may be supplied through the backup Hyalite Transmission main. This pipeline has a maximum capacity of 8.6 MGD based on hydraulic restrictions in the pipe line upstream of the plant. The pipeline can provide this flow at a hydraulic grade line sufficient to feed the proposed head tower. 36 MGD The likely source for the additional 14 MGD is a new Sourdough Dam. It is unknown how this water would be supplied to the plant; however, it would need to connect to a separate pretreatment train. Raw Water Supply MCI; Bozeman Hyalite/Sourdough wTP Replacement Project Page 3-2 Page 3-3 Bozeman Hyalite/ Sourdough WTP Replacement Project Flow Element 22 MGD 36 MGD The grit removal system will operate on gravity flow from the head tower. Headloss through the grit removal basin will be minimal and will be determined during final design. Additional pretreatment train required. Grit Removal The rapid mix tank will operate on gravity flow from the grit removal basin. The only headloss will be through the overflow weirs. The headloss will be determined during final design based on final weir configuration. Additional pretreatment train required. Rapid Mix Tank The flocculation basin will operate on gravity flow from the rapid mix tank. The only headloss will be through the weirs. The headloss will be minimal. The plate settles will operate on gravity flow from the flocculation basins. The only headloss will be through the plates. The headloss will be minimal. Wet well will operate between overflow level and low level of wet well. The operating condition provided to the MF Supplier range from a high water level of 5219.5 feet to a low water level of 5,210 feet. By MF Supplier . Additional pretreatment train required. Additional pretreatment train required. Future pretreatment train to provide MF feed water at same hydraulic conditions as proposed MF Feed Wet Well. Pipe will need to be stubbed from wet well to outside building wall. By MF Supplier (future) Flocculation Basin Plate Settler Basins MF Feed Wet Well MF Feed Pumps MF Feed Strainers Permeate Pumps Contact Time Chamber (Pipe) By MF Supplier By MF Supplier The MF Supplier. is to provide water at a head of 5,212.5 feet to allow for filling of the contact pipe which will overflow to the existing clearwell. No changes are proposed to the piping downstream of the existing clearwell with this project. By MF Supplier (future) By MF Supplier (future) Additional contact chamber will be required fl Section 3. Hydraulic Profile and Plant Hydraulic Constraints ~ ~J MORRISON 'Craft MERLE= Flow Element 36 MGD 22 MGD Diameter = 24 inch from discharge manhole to creek (existing) Outlet invert = 5,187.18 feet at creek Review of the overflow and discharge capacity will be required as the plant capacity is expanded. It is probable that a second discharge line to the creek will be required. Discharge Pipe The maximum creek water level at the outlet pipe has been conservatively estimated to be 4 feet above the pipe invert based on field observations. Discharge Conditions The existing controlling element on the inlet side of the discharge pipe is a connection manhole located near the head tower of the existing plant. The new plant floor elevation will be lower than the rim of this manhole. Based on a 30" pipe from the new plant to the existing connection manhole and maintaining the water level 1.5 feet below the proposed finish floor of the plant of 5,207.0 the line has a capacity of 24.2 MGD. Discharge Capacity Page 3-4 Bozeman Hyalite/ Sourdough WTP Replacement Project Flow Element 36 MGD 22 MGD Grit Removal Waste Pump to classifier Additional pretreatment train required Rapid Mix/ Flocculation/ Sedimentation Drain Gravity flow to lagoon Additional pretreatment train required fl Section 3. Hydraulic Profile and Plant Hydraulic Constraints 121 MORMON MA MAIERLE,nc 3.3. Sourdough Creek Discharge This section identifies hydraulic profile flow elements associated with the Sourdough Creek Discharge and process elements that directly flow to the creek. Table 3-2. Flow Element Summary 3.4. Liquid and Solids Waste Streams This section identifies hydraulic profile flow elements associated with the liquid and solid waste streams. Table 3-3. Flow Element Summary Bozeman Hyalite/Sourdough WTP Replacement Project Page 3-5 fl Section 3. Hydraulic Profile and Plant Hydraulic Constraints "i MORRISON N7 MAIERLE.Na Flow Element Sedimentation Waste Pretreatment Train Overflow Strainer Waste MF Chemical Clean MF Backwash Gravity Thickener Solids Gravity Thickener Effluent DAFT Float DAFT Effluent Drying Bed Drain Drying Bed Overflow Lagoon Discharge 22 MGD Vacuum system will send waste to gravity thickener Gravity flow to lagoon Pump to DAFT To neutralization tank - by MF Supplier To DAFT - by MF Supplier Pump to drying beds Gravity flow to Sourdough Creek discharge pipe or pumped to the head of the plant Pump to drying beds Pump to head of plant or gravity flow to Sourdough Creek discharge pipe Pump to head of plant or pump to Sourdough Creek discharge pipe Gravity flow to lagoon or pump to head of plant Ability to pump to head tower, DAF or to Sourdough Creek discharge pipe. 36 MGD Additional pretreatment train required Additional pretreatment train required Additional strainers required Future by MF Supplier Future by MF Supplier Additional Solids handling train required Additional Solids handling train required Additional Solids handling train required Additional Solids handling train required Additional Solids handling train required Additional Solids handling train required Modifications required when additional lagoon is built 3.5. Hydraulic Profile The preliminary 22 MGD hydraulic profile for treatment train is presented in Figure 3-1. The hydraulic profile will be expanded to include additional elements and detail during the final design phase. FaR FIGURE CITY OF BOZEMAN - HYALITE / SOURDOUGH WATER TREATMENT PLANT REPLACEMENT PRELIMINARY DESIGN 3-1 PRELIMINARY WTP BUILDING HYDRAULIC SECTION ROR • SUPPLY TANK BACKWASH MEMBRANE PERMEATE COMPONENTS AT ELEV 5207.0 EQUALIZATION TANK CIP TANKS/PUMP CHEMICAL SYSTEM COMPRESSORS/BLOWERS NEUTRALIZATION TANK I I L FINISH GRADE ~~ TO BE USED FOR CLEAR WELL g VOLUME UNTIL FUTURE CLEAR WELL IS CONSTRUCTED SEDIMENTATION BASIN OUTLET WEIR ELEV 5220.0 2nd SERIES FINE STRAINERS (4 IN PARALLEL) 1 st SERIES FINE STRAINERS (4 IN PARALLEL) ELEVATION 5227.5 WATER SURFACE I I MF FEED PUMPS r -~- GRIT I REMOVAL I \ / I _J RAPID MIX FLOCCULATION AND SEDIMENTATION TANKS MIN WETWELL WATER SURFACE ELEV 5210.0 F MF F ED WETWELL 8 HEAD TOWER MAX WETWELL WATER SURFACE ELEV 5219.5 NORMAL WETWELL WATER SURFACE ELEV 5217.0 ELEV 5207.01 0 MEMBRANE FILTER SYSTEM BACKWASH cll y1 PUMPS ~1 I t i 1 I I f 1 L---J I J PIPING GALLERY MEMBRANE SYSTEM FEED LINE 1 L 1 FILTRATE CONDUIT (500 LF 8'DIA REINF CONC PIPE) ELEV 5195.0 DATE August, 2010 SECTION ws 61 &MORRISON MAIERLE, INC Ilk r w ~7 O lI e IDR Ur MORRISON UUMMERtE.m • Plant Replacement Project Section 4. Treatment Plant Process and Layout Prepared by: Sean Everett, Nathan Kutil Reviewed by: Craig Habben, Dan Harmon Date: September 14, 2010 4.1. Introduction This section presents the proposed plant layout and processes. The proposed plant will utilize the existing raw water intake on Hyalite Creek, an upgraded intake on Sourdough Creek, existing raw water piping, existing flow control valves on the newer Hyalite raw waterline, a new flow control valve structure on the Sourdough raw waterline, distribution system reservoirs, and distribution piping: The remaining existing facilities will be demolished once the proposed plant is constructed. A single large building will be constructed to contain the entire proposed plant with the exception of the new Sourdough flow control structure.. The fundamental system processes and equipment to be used for final design are presented herein. The process dictates the equipment requirements which in turn determine the final plant layout. ` 4.2. City Staff Design Preferences Following raw water flow controls located at the existing and new flow control buildings, the new water treatment facilities will be housed in a new building, located immediately north of the existing treatment facility on the existing plant site. The new plant facilities will be distinct from the existing plant, with the existing plant being abandoned once the new WTP construction is completed. The new building will be generally divided into the following areas: • Preliminary treatment,sedimentation and residuals handling, • Membrane strainers, feed pumps and membrane filtration, • Chemical storage and feed facilities, t • Administration, laboratory and locker room facilities, and • Maintenance facilities. Due to cost constraints some of the project components may need to be bid as alternates. See Section 16 for more discussion on this matter. Bozeman Hyalite/Sourdough WTP Replacement Project Page 4-1 City of Bozeman Hyalite/Sourdough Water Treatment • • fl Section 4. Treatment Plant Process and Layout MORRISON da MAIERIE m City Staff provided a list of needs for administrative, laboratory and maintenance facilities. These requests, along with the requirements for treatment facilities, provided the basis for developing the footprint of the various components and the overall facility layout. A detailed summary of the City Staff items for design consideration are as follows: Building • Provide I-beams and hoists over all equipment, valve clusters on racks, and over the primary workshop work bench. Provide plentiful head room over equipment. • Pipe high pressure air throughout shop and production areas, with convenient connection points and air tool assemblies. Air must be dried to -40°F dew point lubricators at all tool stations with option to use lube or non-lube air. • Provide ample connections for wash down hoses. • Design building not prone to fly infestations. Pay close attention to prevent vector intrusion at all openings. • Install building access doors on the south side to the greatest extent possible. Do not face main entrance north due to ice buildup where all human traffic is. • Design a simple roof with no North side valleys. • Roof drainage diverted away from roadways, parking, and sidewalks. • Provide all offices on the North side with large windows, in accordance with LEED principles. • Provide location for.clothes washer-and dryer. • Include Janitors closet with mop sink. • Make process areas totally wash down quality and include ample floor drains or gutters. • Include resilient interior finishes. • Provide plentiful ambient light. • Provide plentiful artificial light. • Include sound dampening, similar to the Edwards plant. • Provide easy access to all pipes, wires, and equipment. • Provide potable water service to adjacent operations house. • Do not install confined spaces. • Provide ample room to roll carts, toolboxes, portable stairs, etc. around all equipment. • Install phones in every room with several places in large areas. • Install appropriate eye wash and emergency showers and include conditioned water and associated alarms. Alarm to foreman/supervisor/fire department. Add bypass to allow for flushing systems of stagnant water. • Install combination door locks. Install model that works when it is cold. • Carefully consider building heat. Pneumatic valve actuators will not work well unless they are kept warm. Cold weather climate in Bozeman is extreme at times with essentially no solar perspective. • Include dedicated lunchroom. • Fiberglass (chemical resistant) stairs and handrails throughout plant. Bozeman Hyalite/Sourdough WTP Replacement Project Page 4-2 fa Section 4. Treatment Plant Process and Layout ® MORMSON ®a MAIERLE.m Laboratory • Configure sample taps with continuous flow • Provide a Fume hood. • Include several sinks. • Specify chemical resistant counter tops. • Plan for plentiful cabinetry, some with glass doors. • Lab and process instrumentation separate from main office area with ample room. • Large storage capacity for glassware and analytical process storage. Lab Equipment • Lab dishwasher. • Glassware drying rack. • Lab water conditioning system (deionized and/or distillation water units). • Acid storage cabinet. • Base storage cabinet. • Lab grade refrigerator. • Provide an ice maker for sample shipping. • Bench PH meter. • Bench Spectrophotometer. • Bench Turbidimeter. • Scales. • Desiccator. • Vacuum Pump. • Glassware. • TDS/Conductivity Meter. • Handheld PH meter, turbidity meter, Chlorine meter. • Magnetic Mixer. • Lab Chairs to go with benches. Workshop(s) • One heavy duty maintenance area. • One light duty for electronic and instrument repair. • Shop air in both maintenance areas. • Plentiful electrical outlets in both maintenance areas. • Dedicated oil room and parts washing room so clearwell contamination is eliminated. This room classification will need to be researched to verify if a fire wall is required and if an outside entrance is the only allowable egress. Workshop Equipment • Drill press, 3/4 hp industrial Bozeman Hyalite/ Sourdough WTP Replacement Project Page 4-3 fl Section 4. Treatment Plant Process and Layout ~~ MORRISON ®• MAIERIE M • Pedestal grinder, 10" industrial. • Wire feed welder in welding bay. • Large, heavy bench with large vice. • Work table. • Hoist on rail over bench. • Storage cabinetry and shelving. • Pipe rack. • Electronic repair bench. • Parts Washer. Vehicle Maintenance Bay • Tool box. • Cabinet. • Workbench with vice. Control Systems • Provide maintenance management software. Machine/motor hours download into maintenance management software for preventative maintenance purposes. • Consider radio telemetry for Lyman. • Provide large monitor screen split into quadrants for security monitoring of the plant and remote sites. • Several process control HMIs located at convenient locations through the plant. • Automation for caustic feed, fluoride, chlorine should use all available data: caustic flow, pH, fluoride background, chlorine flow, chlorine residual. • Provide manual override switches on all influent and effluent valves. • Hach WIMS (water information management software) will be installed with the SCADA to allow automated transfer of information. • Existing water treatment sites will be integrated to the new Sourdough plant SCADA to allow unmanned operation with monitoring from home via laptop. • Existing telemetry at Lyman plant may be converted to radio as part of this project to improve reliability; this will depend on cost and complexity evaluations during final design. Electrical • Disconnects immediately adjacent to rotating shafts. • Safety mats. • Generator in a heated and enclosed structure protected from the outdoor elements with enough amperage plus 20% to operate plant. • Electrical matt in front of panels and control centers • Install electrical wire trays and cable trays versus conduit. Bozeman Hyalite/ Sourdough WTP Replacement Project Page 4-4 '~:~ Bozeman Hyalite/Sourdough WTP Replacement Project Page 4-5 fl Section 4. Treatment Plant Process and Layout ® MORMON an MAIER1E,Lxc Grounds • All native plantings, preserve as much of the existing native vegetation as possible, no irrigation system. • Almost flat parking and outside work areas. • Easy to plow snow, all straight shots with ample stacking area at the end of plowing runs. • Grades down and away from buildings for drainage away from buildings. • Access for semi-trucks and chemical trucks with chemical tanks near the offloading point and injection points close to chemical tanks. . Process • Consider the problems we have had with quills plugging when designing Sodium Hydroxide and Sodium Hypochlorite addition. • Provide easy and open access to all chemical injection points and feed lines where there is room to work. (i.e. ladders, tool carts). • Provide for sludge and brine removal. • Provide easy access to all valves and fittings on the filter skids. • No chemical feed over doorways, hallways or any other walkway (pipe trench is the exception). • Provide adequate pretreatment before self-cleaning strainers. • No LMI diaphragm pumps in entire plant. Process Equipment • Wherever possible, match contractor provided equipment to that provided by the primary equipment vendor. • We will need lots of space around equipment items for maintenance (minimum 3 feet). • Include full redundancy in screening. • Wash down equipment. • Drains on all tanks should not be back pitched, should be of ample size, and should have proper valuing (ball valves). Tanks pitched to drains. • Tanks with sloped bottoms, adequate (large diameter) bottom drains. No head pressure or free gravity discharge. • Provide liquid chemicals: chlorine and fluoride with day tanks with capacity for a one week run time. • Provide convenient and needed sampling points. • Place chemical injectors at eye level. • Limit to no short circuiting in clearwell. • No chemical feed pumps in the chemical confinement areas. • Consider the use of sumps in the bottom of tanks at drain connections. • Place chemical injectors below eye level. fl Section 4. Treatment Plant Process and Layout N ffi MORRISON CIA MAIERiE,L% • Provide ample cleanouts in residual piping. • Wash down compatible feed pumps. LEED Principles Design • Potentially recycle existing asphalt. • Crush old concrete and use at new trailhead or stockpile in hole for future use. • Limit exterior lighting. 4.3. Plant Facility Components Process schematic flow diagrams were developed for the proposed plant. These diagrams are not a detailed depiction of the current facility layout, but do provide a close representation of the proposed liquids stream and residuals stream plant processes. Figure 4-1 depicts the liquid stream process, while Figure 4-2 depicts the residuals stream process. Figure 4-3 presents the preliminary floor plan for the new treatment facility. City staff provided a list of needs for administrative, laboratory and maintenance facilities. These requests, along with the requirements for treatment facilities, provided the basis for development of the footprint depicted in Figure 4-3. The summary of administrative, laboratory and maintenance facilities is presented in Section 14 of this report. The liquid stream process flow diagram presented in Figure 4-1 illustrates the overall concept of the treatment process. Raw water will be metered and controlled from both the Hyalite Creek source and the Sourdough Creek source, then blended prior to entering a flow control headtower. The amount of flow from each source will be controlled by globe metering valves. From the headtower, flows will be metered to grit removal prior to introduction to preliminary treatment. Overflow from the headtower will be directed to Sourdough Creek. Flows will be directed through a vortex grit unit prior to preliminary treatment. Alternatively, the grit removal chamber may be eliminated and the headtower configured for grit removal. Following grit removal, aluminum.chlorohydrate (ACH) coagulant will be injected before flow enters the flow split to the open rapid mi<Y chamber. Based on the treatability of the source water investigated during piloting, it was determined that flocculation and sedimentation would be needed during turbid snow melt run-off conditions in the water sources. These processes will be open basins allowing gravity flow from the rapid mix, through the basins, to a membrane feed wet well at the end of the sedimentation basin sized for a minimum of 2 minutes storage. Water from the membrane feed wet well would be pumped through two sets of strainers in series to the membrane treatment system. Membrane filtered water will discharge to a new contact conduit and will be disinfected with sodium hypochlorite, pH adjusted with sodium hydroxide, and fluoridated. Sodium hypochlorite would also be added to the discharge of the contact conduit to boost the chlorine residual as needed. When the raw water is of satisfactory quality, it can be allowed to bypass the rapid mix, flocculation and sedimentation basins and be fed directly to the membranes systems via the membrane feed pumps and strainers. Additionally, raw water can be directed to bypass the grit system and feed directly into the flow split and rapid mix. Bozeman Hyalite/ Sourdough WTP Replacement Project Page 4-6 fl Section 4. Treatment Plant Process and Layout MORRISON so MAIERIE,~c The solids stream process flow diagram in Figure 4-2 illustrates the overall concept of the solids handling process. Several waste solids streams will be generated by the pretreatment and membrane systems including: • Grit removal basin slurry Sedimentation basin sludge removal • Strainer flush water • Membrane backwash waste Solids from the pretreatment operations will be collected by gravity at the pretreatment solids pump station from which it is either pumped or directed by gravity to the gravity thickener. Sodium bisulfite, sodium hydroxide and polymer are available to be added to the gravity thickener influent to facilitate the solids settling efficiency, aluminum removal, and de-chlorination. Clarified effluent from the gravity thickener will normally discharge to the creek but can be discharged to the decant pump station for recycle to the head of the grit removal facilities. The solids from the gravity thickener will be pumped to drying beds and the liquid overflow can be directed as gravity flow to the creek discharge or pumped to the front of the plant or directed, to the DAF if water quality problems occur. Backwash from the membranes is collected in the backwash waste equalization tank. Residuals from the equalization tank are pumped to either of two dissolved air floatation (DAF) thickeners. Polymer is added ahead of the DAF. The floated solids skimmed from the DAF will be pumped to the drying beds and the effluent will normally flow by gravity to the creek but can be diverted to the decant pump station for recycle to the head of the water treatment plant. Water decanted from the drying beds also flows by gravity to the decant (return) pump station. The water collected in the decant (return) pump station can be directed to the DAF or to the front of the plant or to the creek discharge. Strainer backwash will be collected in the drain sump in the piping tunnel and pumped to either of the two DAFs. In addition to the parallel flow-type scenario of the gravity thickener and DAF, overflow from the gravity thickener can be directed to the drain sump for treatment in the DAF. Additionally, all residuals can be treated through only the DAF process or only the gravity thickener in the event one or the other unit processes are out of service. The gravity thickener will be evaluated during the initial final design, and may be eliminated as a cost savings measure. Should that occur, all flows originally planned for the gravity thickener will be directed to the drying beds. In addition to the drying beds, a decant lagoon will be provided for collecting various plant overflows and basin drains, and to provide backup for the other solids handling systems. 4.4. Facility Water Balance A DRAFT water balance is presented in the attached Figure 4-4. The water balance includes all planned unit processes and presents projected water flows for the following flow conditions: Bozeman Hyalite/ Sourdough WTP Replacement Project Page 4-7 fl Section 4. Treatment Plant Process and Layout ® MORRISON Mca~MAIERIE,m • Maximum Day (22.0 mgd) • Average Day (9.6 mgd) • Minimum Day (3.0 mgd) • Buildout Maximum Day (36.0 mgd) Bozeman Hyalite/Sourdough WTP Replacement Project Page 4-8 SODIUM PERMANGANATE (FUTURE) SODIUM HYDROXIDE (ALT FEED POINT) SODIUM HYPOCHLORITE SODIUM HYPOCHLORITE SODIUM HYDROXIDE FLUORIDE • SODIUM HYPOCHLORITE (ALT FEED POINT) F-I BLOWOFF TO CREEK SODIUM HYPOCHLORITE (ALT FEED POINT) I r ^ ALUMINUM CHLOROHYDRATE - PRE-TREATED WATER - 1 F`I~I`- -D~J~ I- -i-"n I HIGH FLOW FCV AS 10 ?A - 111- 4 I ~F C~~ - - -1 - ~► i MEDIUM FLOW FCV BYPASS ii HYALITE RW (PRESSURE) ~1 AIR SCRUB BLOWERS I BYPASS MF FEED WET WELL Ilillllillll -011 MEMBRANE SYSTE y TO SOURDOUGH ~. RESERVOIR • FLOCCULATION i I HYALITE RW RW -~~-I I-~'I IMF--I SW TW STRAINERS T FW • m m APID MIX 0 SEDIMENTATION GRIT REMOVAL U u (GRAVITY) -IIIIIIII!III ^I I STRAINERS FCV i CONTACT CONDUIT HEAD TOWER FEED PUMPS FLOW SPLIT i 1 BLOWOFF TO CREEK HIGH FLOW FCV I I 1 1 - NC • NC • T T BYPASS I fi T I I I I GRS I J 1 NC • T 0 r I 1 1 0 U U T v.r ► O O w V) 0 0 T T SOURDOUGH RW OF 1 4-2 0 LAGOON IF OF MEDIUM FLOW FCV TO SOURDOUGH CREEK I I M i f- I I ~ y F-_ --10 1- TEMPORARY CONNECTION C CEBW 2 4-1 0 NEJTRALJZA10, TANK RFD S 4-2 0 RIF EO TANK FOR STARTUP CLASSIFIER BYPASS -all -I nn v GRIT, I ' I O O DUMPSTER L SBW 3 4-2 _~0 RIF EO TANK SBW 1 GRIT PUMP r SPR L 1 4-2 FROM SOLIDS HANDLING J OF L_ _~0 HEADTOWER > -~i L --I --I NC SERVICE WATER 1 SERVICE WATER SODIUM HYPOCHLORITE ACID CIP TANK / SERVICE WATER PUMPS I RF IU CIP PUMP 1 f REVERSE 1 T REVERSE FILTRATION FILTRATION TANK PUMPS I SS & GRS CAUSTIC CIP TANK IPW i ►~- -I-~'~ - 4 4-2 0 GTH THICKENING, L CIP PUMP CITRIC ACID SODIUM HYDROXIDE SODIUM HYPOCHLORITE C:lpwworkinglseald04779921Figure 4-1 PFD liquM.dwg. 911/2010 5:01:21 PM. hfancher HPA, PA CITRIC ACID SODIUM HYDROXIDE SODIUM BISULFITE AIR COMPRESSORS 4~ ow TO VACTOR TRUCK CIPW NEUTRALIZATION LOADING STATION CEBW TANK 2 ( 4-1 r OM MF SYSTEM DATE CITY OF BOZEMAN - HYALITE / SOURDOUGH WATER TREATMENT PLANT REPLACEMENT PRELIMINARY DESIGN PROCESS FLOW DIAGRAM / LIQUID STREAM August, 2010 FIGURE MORRISON ka.11111 MAIERLE, INC. HDR E Ml d.g, pc 4-1 L - FLT - DAF I- Iu ul m RFD & SBW RFD & SWB 3 4-1 OM f,3F SYSTEM - / BACKWASH WASTE EQUALIZATION \TANK/ 1 I O T f DAFE 1 I DRYING BED ~OF SS -_l SOURDOUGH CREEK (DISCHARGE PERMIT) SOURDOUGH BLOWOFF HYALITE BLOWOFF HEAD TOWER OVERFLOW RETURN 1 4-1 -~O 101 O 1-► O 1 I I¨ NC NC SODIUM BISULFITE 101 DAFE O I I O T I SAMPLE POINT O 10 RETURN PUMPS D DECANT D SODIUM HYDROXIDE SODIUM BISULFITE 1 NC I 1 T NC TYPICAL OF 2) DAF RESIDUALS PUMP GTE SS & GRS 4-1 FROM PRETREATMENT - - --~ • SODIUM BISULF COI- ITE SODIUM HYDROXIDE POLYMER GRAVITY THICKENER I I I L _ T NC 101 GTE NC O SS D OI CITY OF BOZEMAN - HYALITE / SOURDOUGH WATER TREATMENT PLANT REPLACEMENT PRELIMINARY DESIGN PROCESS FLOW DIAGRAM / RESIDUALS STREAM DATE August, 2010 FIGURE 4-2 MORRISON HDR EMI-d.9, Mc ® MAIERLE IN C OF 1 4-1 1 M PROCESS • r I POLYMER LAG )ON DECANT 10 ~► DRYING BED GRAVITY THICKENER RESIDUALS PUMP i -FBI , FLTEFMD ,LITER M O F I I 4.0 FUTU MEM6R-E © FILTER MODULE MODULE. TYP 6 ~, I III MEMBRANE FILTER O O 0 a D 0 .I~ SACKWASH -n~~ II III SUPPLY PUMPS I III III III ~I RAIE RI,1F SERNCE WATER ~Jf RAIE RAIF HSJf RATF RATE ( PASTF PUMPS SEmING rAN I_ I_ 13 0 0l L= i I rein A O mn LeaDaemmc > Em I L7 C ro ~IIIII -J n A i , U ~I .1 I rF TOT I I I ELOCCUIAEOM AO~AIION n OCCULADON L J b III 7ANs V 13 0 13 I_ ElLULOLY efmmE fDlsru smeeDE C 7 L 7 n /5-p 1\ L -rG)a~ I U-4 Vet t1 U V 7 c -04L]L= 0 MFAW OUIV 0 [ -.1K mu OO P2B70t6 O Tool o q Il M. M :51 ' O V U e q C EaAS~ YdL1rf I I c) ;1 frUnR C 0 e q R r man= e q U ,t-1 rl LAJ I I III U V Q II f~- IIII ----T IIII . IIII' YEHCLE ADD65 DOOR, ,YP ~K LIC F,~RF RAn EIU LUNG DFAMSON FOR "URE PRELWNARY TREATMENT JI-4 ~~(- ~ I I I I I I I / \ IRUEI R , S.I l II I I mF RF> I I f".RF E.-SIGN / FIYâHiREF1S 11 I I LB'mJ FLOCCULAl10N TANK HIGN RATE PI ATF sEnIINc rANN 1 f•RR UNII I~~ ~//~ I~ I I II I FLOOR PLAN 1/32'= V-0" // // \\ ~F'11111 I IrUTURE F%RWSI IN RrtuRF E~PAM£ HIGN RATE PIAiEON I I E11I118E 11 R6PJD I FLOCCUTAnON r K I I ~\ iNICiSEp(f+ I~~ ~// ]I J I I II L ~~----~_-JL N~ £ETTIING TA JLA DATE CITY OF BOZEMAN - HYALITE / SOURDOUGH WATER TREATMENT PLANT REPLACEMENT August, 2010 fl PRELIMINARY DESIGN FIGURE ;~ MOMSON NOR ENb.-dn6.l 4-3 PRELIMINARY WTP BUILDING FLOOR PLAN MAIERLE, INC a 15 14 PLANT SERVICE WATER HYDRO-PNEUMATIC TANK (SERVICE WATER) 16 BYPASS BYPASS BACKWASH 17 CHEMICAL 18 CIP/EFTA a TO LAGOONS 41 rrl O O O O 11 12 O No HEAD TOWER GRIT REMOVAL RAPID MIX FLOCCULATION SEDIMENTATION 1ST STRAINERS 2ND STRAINERS MEMBRANE SKIDS (6 TRAINS) O O CONTACT CONDUIT O FINAL EFFLUENT 13 TO DISTRIBUTION AVG. DAY: 9.6 MGD MAX DAY: 22 MGD MIN DAY: 3 MCD FUTURE AVG MAX DAY: 36 MGD SAMPLE LINES Flow Segment / Description 1 Hyalite (Pressure) 18,897,148 6,082,094 7,915 TBD 2 Hyalite (Gravity) 0 0 0 TBD 3 Sourdough 4,260,000 4,000,000 3,150,000 TBD 4 Head Tower Effluent 23,157,148 10,082,094 3,157,915 37,888,952 5 Grit Removal Tank Influent 23,157,148 10,082,094 3,157,915 37,888,952 6 Rapid Mix Influent 23,157,148 10,082,094 3,157,915 37,888,952 7 Sedimentation Effluent 23,083,148 10,078,294 3,156,727 37,767,861 8 1st Strainers Effluent 23,080,484 10,075,630 3,154,063 37,763,865 9 Membrane Influent 23,079,152 10,074,298 3,152,731 37,761,867 10 Membrane Effluent 23,079,152 10,074,298 3,152,731 37,761,867 11 Contact Conduit Influent 22,006,050 9,605,350 3,005,350 36,006,050 12 Contact Conduit Effluent 22,006,050 9,605,350 3,005,350 36,006,050 13 To Distribution 22,000,000 9,600,000 3,000,000 36,000,000 14 House Water System Tank Fee 1,050 350 350 1,050 15 Service Water 5,000 5,000 5,000 5,000 16 Backwash & Cleaning Water 715,401 312,632 98,254 1,170,544 16A Backwash & Cleaning Water 1,073,102 468,948 147,381 1,755,817 17 Membrane Backwash Water 714,591 311,822 97,444 1,169,330 18 CIP Volume 540 540 540 810 18A CIP Volume 810 810 810 1,214 19 CIP Recycle Volume 432 432 432 648 20 Sedimentation Waste 74,000 3,800 1,188 121,091 21 Cyclone Influent 0.00 0.00 0.00 0.00 22 Decant Water 0 0 0 0 23 1st Strainer Waste 1,332 1,332 1,332 1,998 23A 1st Strainer Waste - available 2,664 2,664 2,664 3,996 23B Minor Process Waste Streams 14,000 10,000 7,000 20,000 24 2nd Strainer Waste 444 444 444 666 24A 2nd Strainer Waste 1,332 1,332 1,332 1,998 25 Membrane Cleaning Waste 540 540 540 810 26 Membrane Backwash Waste 714,591 311,822 97,444 1,169,330 27 OAF Influent 733,031 326,262 108,884 1,195,990 28 DAF Effluent 730,151 325,686 108,704 1,191,277 29 Sourdough Discharge 767,151 327,586 109,298 1,251,823 30 Effluent from Classifier 0.00 0.00 0.00 0.00 31 Gravity Thickener Influent 74,000 3,800 1,188 121,091 32 Gravity Thickener Effluent 37,000 1,900 594 60,545 33 Drying Bed Influent l 0 0 0 0 34 Gravity Thickener Sourdough E 37,000 1,900 594 60,545 35 Gravity Thickenerto Drying Be 37,000 1,900 594 60,545 36 DAF to Drying Beds 2,880 576 180 4,713 37 Continuous OF from Head Tow 0 0 0 0 38 Cyclone Recycle 0.00 0.00 0.00 0.00 39 Classifier Inlet 0.00 0.00 0.00 0.00 40 Gravity Thickener to DAF 0 0 0 0 41 OF to Lagoons 0 0 0 0 19 O RF 20 21 O 37 CIP 25 WATER BALANCE 27 29 r'1 DAF CYCLONE 0 0 0 1O 2 39 of AVG Day (9.6 MGD) 0 0 0 0 a t, z a O Units (gpd) (gpd) (gpd) (gpd) 34 23 24 SOURDOUGH DISCHARGE So r1 32 O 31 O CLASSIFIER GRAVITY THICKNER DRYING BEDS & DECANT O GRIT TO WASTE DATE FR HDR E,am«n,c. M, August, 2010 FIGURE 4-4 MORRISON AL MAIERLE, INC. A. m„ea,~ co-.w+,.r CITY OF BOZEMAN - HYALITE / SOURDOUGH WATER TREATMENT PLANT REPLACEMENT PRELIMINARY DESIGN WATER BALANCE (DRAFT) VACTOR TRUCK LOADING STATION v a fl Section 4. Treatment Plant Process and Layout ® MORRISON al MNERIE,m 4.5. Unit Process Design Criteria Generally, the facility requirements identified in this preliminary design report are based on projected flows, raw water quality, and treated water quality requirements for the year 2025. For some unit processes, facility requirements were based on a 2015 design condition to allow for effective phasing of the processes into the ultimate capacity of 2025 conditions. The design criteria are presented in Table 4-1. Table 4-1. Unit Process Design Criteria. Build-out Flow Min Flow Peak Flow Average Flow Units Item General Design flow MGD 22 9.6 36 3 Maximum filtered water turbidity Maximum filtered water turbidity 95% of time Giardia lamblia NTU NTU % removal 0.15 0.1 99.99 Cryptosporidium % removal 99.99 Minimum LRV 4 Raw Water Intake and Transmission Diameter Sourdough intake 30 Design flow unknown MGD 6.5 4 0 psi Control valve inlet pressure unknown 37 40 Hyalite pressure intake Diameter 24 Hyalite gravity intake Diameter 21 Influent Overflow Control Head tower Number 1 Capacity 36 MGD Preliminary size (Alternate) L x W x D 14'8" x 9'6" x 19' (18'xl8'xl9') Weir length 9 FT HL over weir 1.50 1.09 0.63 0.28 FT Overflow Number Preliminary OVF elevation Pipe diameter 1 5227.50 30 2 30&24 FT IN Raw Water Flow Meter Sum flows from various raw water sources and Type subtract a measured overflow Pretreatment Bypass Bozeman Hyalite/Sourdough WTP Replacement Project Page 4-13 Section 4. Treatment Plant Process and Layout ~ 77MOR JSON am MAIERIE.Nt Bozeman Hyalite/Sourdough WTP Replacement Project Page 4-14 Peak Flow Average Min Build-out Flow Flow Flow Units Item Same 30 IN Size Grit Removal Grit tank Number 2 1 Type Vortex 30 Capacity, each MGD 18 FT Diameter, each 5 FT Hopper diameter, each 7 FT Hopper depth, each Grit pump (4-inch) Number 3 2 Capacity, each 250 250 gpm HP Power, each 10 Grit cyclones Number 4 2 Decant volume, total 460 230 ea gpm Underflow volume, total 40 20 gpm Grit Classifier Number 1 lb/hr Capacity 2000 cu ft/hr Loading rate 15 HP Motor size 1 Preliminary Treatment Rapid Mixing Tank Number 2 1 ft Length 15 15 ft Width 5 5 ft Depth 4.5 4.5 gal Capacity, each tank 2,500 2,500 Minimum detention time 30 30 sec 1/sec Mix gradients 1,000 1,000 Mixers Number 3 3 Type Top Entry HP Motor size, each 10 r fl Section 4. Treatment Plant Process and Layout W MORRISON na MAIERI m Average Flow Bozeman Hyalite/ Sourdough WTP Replacement Project Page 4-15 Peak Flow Min Build-out Flow Flow Units Item Flocculation Tanks 5 3 Detention time min 27 12 88 Stages per tank 3 ft Length per tank 45 ft Width, each tank 30 ft Depth, each tank 15 gal Volume, each tank 61,000 Flocculators Number 15 9 Type Horizontal Paddle Wheel 1 /sec Mix gradients 80/50/30 ft/sec Paddle speed, each 0.5 to 3.0 1HP -15i stage, 2HP-2nd stage, 3HP-3`d stage HP Motor size, by stage Sedimentation Tank Number 5 3 gal Volume, each tank 134,000 ft Length, each 50 Width, each ft 30 ft Depth, each 15 ft/s Max velocity 0.03 Incline plates Surface loading rate gpm/SF 0.46 0.5 0.21 0.04 SF Total plate area 118,560 71,136 degrees Inclination angle . 60 ft Plate length, each 10 Number 2,635 1,581 ft Plate width, each 4.5 Hoseless Cable Vacuum System Number 5 3 ft Head loss 2 HP Motor, each 1 Membrane Feed Wet Well gal Volume, total 57,922 35,314 fl Section 4. Treatment Plant Process and Layout N" MORJSON o~1MNERIE,m Average Flow Peak Flow Min Flow Build-out Flow Item Units Detention Time min 2 17 5 2 Membrane Feed Pumping and Straining Feed pumps Number 8 5 Type Horizontal Centrifugal, Split Case Capacity, each 4357 @ 110 ft TDH gpm Motor size, each - VFD driven HP 150 Strainers Number 8 12 Type Amiad 18" EBS Capacity, each strainer 5,809 gpm Underflow (Backwash) gpd 2,664 1,332 3,996 3,996 Power, each strainer HP 05 Membrane Treatment System, Backwash, and Cleaning Membrane system skids Number 9 6 Type Microza UNA-620A Flux, each gfd 77.3 Area per Module SF 538 Number of modules per unit 124 Number of membrane modules 1,116 744 Air scrub blowers Number 2 Type Roots EasyAir X2 w/refrigerant drier Air flow cfm 372 Motor size, VFD driven HP 50 After coolers Number 2 Type Electric Power, each HP 2 High pressure air compressors Number 3 4 Type Atlas Copco GAS Motor size, each 7.5 Chemical cleaning Acid CIP tank .g Bozeman Hyalite/Sourdough WTP Replacement Project Page 4-16 Neutralization Flow Meter Bozeman Hyalite/Sourdough WTP Replacement Project Page 4-17 Section 4. Treatment Plant Process and Layout ® MORRISON nx MAIERIE.De Min Flow Average Flow Build-out Flow Peak Flow Units Item Number Type Capacity Diameter Caustic CIP Tank Number 1 FRP 3,200 gal IN 96 1 Type FRP Capacity 3,200 gal Diameter IN 96 CIP Circulation Pump 2 (no additional required at build-out) Number gpm Capacity 372 Motor size, each HP 15 CIP Drain Pump Number 2 (no additional required at build-out) gpm Capacity 372 Motor size, each HP Chemical cleaning flow meter 15 Number 1 Magnetic Type Size 3 IN Capacity 0-400 gpm Neutralization Tank Number 1 Type FRP Capacity 11,500 gal Diameter IN 144 Number 1 Magnetic Type Size 3 IN Capacity 0-400 gpm Reverse Filtration (RF) RF supply pumps 2 Number Bozeman Hyalite/Sourdough WTP Replacement Project Page 4-18 Section 4. Treatment Plant Process and Layout NJMORRISON oil MAIER1E,m Build-out Flow Min Flow Peak Flow Average Flow Item Units Type Horizontal Centrifugal, Split Case Capacity, each gpm 992 @ 70 ft TDH Motor size, VFD driven HP RF supply tank 25 Number 1 Type. FRP Capacity 3,000 gal Diameter IN 90 RF flow meter 2 (one on the shelf) Number Magnetic Type Size IN 6 Capacity, each 0-1,000 gpm Backwash waste equalization tank Number 1 1 Capacity, each gal 9,000 Diameter 120 IN DAF feed pump Number 2 Motor size HP 25 Capacity gpm 765 RF waste flow meter Number 1 Magnetic Type Size TBD Capacity TBD Service Water Service water pumps Number 2 Type End Suction Centrifugal Capacity gpm TBD Motor size TBD HP Service water flow meter Number 1 Type Magnetic EDR Section 4. Treatment Plant Process and Layout MORMSON am MAIERIE m Min Flow Build-out Flow Average Flow Peak Flow Item Units Size IN TBD Capacity Residuals Handling Dissolved air flotation (DAF) thickener DAF thickening unit Number Capacity Size (w x l x h), each unit Blower motor size, each Rake motor size, each DAF solids pump Number Type Capacity Motor size, each DAF flow meter Number Type Size Capacity DAF solids flow meter Number Type Size TBD 2 764 7x16x10 20 0.5 2 (no additional required at build-out) Rotary lobe 100 2 1 Magnetic 6 800 1 Magnetic 4 gpm gpm ft HP HP gpm hp IN gpm IN Capacity gpm 100 Gravity thickening Influent GT flow meter Number 1 Magnetic Type Size IN 4 Capacity gpm 200 Gravity thickener tank Number 1 1 Size (diameter) FT Mechanism motor HP Gravity thickened solids pump Bozeman Hyalite/ Sourdough WTP Replacement Project Page 4-19 25 20 1 1 fl Section 4. Treatment Plant Process and Layout E MORMSON nf~mam'w Average Flow Peak Flow Min Build-out Flow Item Units Flow Number 2 2 Type Rotary lobe Capacity 50 gpm Motor size, each HP 2 Effluent GT flow meter Number 1 Type Magnetic Size IN 4 Capacity 200 gpm Effluent thickener flow meter Number 1 Type Magnetic Size IN 4 Capacity 50 gpm Sludge Drying Beds Number 10 16 Size, (I.xwxd) FT 30x130x2.5 Capacity gal 590,000 965,000 Lagoon Number 1(no additional required at build-out) gal Capacity 1,500,000 Lagoon/drying beds return pump station Number of Pumps 2 (no additional required at build-out) Type Submersible Capacity 200 to 800 (peak) gpm Motor Size, VFD driven gpm 20 Chemical Feed System Polyaluminum Chloride (ACH) Concentration % as A1Z03 23.5 mg/L Average Dosage 5 PACI tank Number 1 bulk + 1 day Total capacity, min gal 11,800 + 775 = 12,575 Max diameter FT 12 Max height FT 14 f Bozeman Hyalite/Sourdough WTP Replacement Project Page 4-20 HR Section 4. Treatment Plant Process and Layout r MORJSON Average Flow Bozeman Hyalite /Sourdough WTP Replacement Project Page 4-21 Peak Flow Min Build-out Flow Flow Units Item Concrete with 100% capacity plus 6-inch Containment freeboard PACI pump Number * 1 duty + 1 standby Type Peristaltic gal/hr Capacity * 2-15 Sodium hydroxide % Concentration 35 mg/L Average Dosage 10 Sodium hydroxide tanks Number * 2 bulk + 1 day gal Total capacity, min * 2*8,460 + 775 = 17,695 FT Max diameter 12 Max height FT 14 Concrete with 100% capacity plus 6-inch Containment freeboard Sodium hydroxide pumps Number * 2 duty + 1 standby Type Peristaltic gal/hr Capacity * 2.6-200 - Sodium permanganate % Concentration 20 mg/L Average Dosage 0.6 Sodium permanganate totes Number * 2 gal Total capacity, min * 2*275 = 550 Max length/width IN * 48 Max height IN * 48 Containment Portable tote storage tub Sodium permanganate pumps Number * 1 duty + 1 standby Type Peristaltic gal/hr Capacity * 0.4-2.4 Sodium hypochlorite % Concentration 12.5 Sodium hypochlorite tanks till Section 4. Treatment Plant Process and Layout MORRISON am MAIERIE,P& Average Flow Bozeman Hyalite/Sourdough WTP Replacement Project Page 4-22 Peak Flow Min Build-out Flow Item Units Flow Number * 3 bulk + 1 day Total capacity, min gal * 6,700 + 2*16,000 + 775 = 39,675 Max diameter FT 14 Concrete with 100% capacity plus 6-inch Containment freeboard Raw sodium hypochlorite feed pump Application Pre-oxidant Average dosage mg/L 2.0 Number * 1 Type Peristaltic gal/hr Capacity * 3.5-26 Distribution sodium hypochlorite feed pump Application Distribution residual trim Average dosage mg/L 0.5 Number * 1 Type Peristaltic Capacity gal/hr * 0.9-6.4 Disinfection sodium hypochlorite feed pump Application Disinfection Average dosage mg/L 2.2 Number * 2 duty + 1 standby Type Peristaltic gal/hr Capacity 3.8-28 Fluoride % Concentration 23-30 Average dosage mg/L 3.0 Fluoride tank Number * 1 bulk + 1 day gal Total capacity, min * 6,900 + 775 = 7,695 Max diameter FT 10 Max height FT 14 Concrete with 100% capacity plus 6-inch Containment freeboard Fluoride pump Number * 1 duty + 1 standby Type Peristaltic f- Section 4. Treatment Plant Process and Layout MOMSON us oil MP ERt x Min Flow Average Flow Bozeman Hyalite/ Sourdough WTP Replacement Project Page 4-23 Peak Flow Build-out Flow Units Item gal/hr * Capacity 0.18-2 Citric acid % Citric Acid 50 Citric acid totes Number 2 gal Total capacity 2 *275 = 550 Containment Portable tote storage tub Citric acid pump Number 1 Air diaphragm Type Capacity 11 gpm Sodium bisulfite %. Concentration 38-40 Sodium bisulfite totes Number 2 gal Total capacity 2*275 = 550 Containment Portable tote storage tub Sodium bisulfite pump Number * 1 Air diaphragm Type gal/hr Capacity * 0.1 HP * Motor size Polymer a Concentration TBD Polymer totes * Number 2 gal Total capacity * 2*275 = 550 Containment Portable tote storage tub Polymer pump * Number 2 Peristaltic Type * Capacity TBD gpm HP * Motor size TBD Disinfection Contact conduit Number 1 Cris Peak Flow Build-out Flow Average Flow Units Item Length FT 1100 Diameter FT 8 Number 1 Type Magnetic Size IN 30 Capacity gpm 25,000 Effluent flow meter Footnotes * At buildout, additional building space is required for chemical storage or chemical deliveries will be required more frequently than 30 days. Additional chemical pumping may be required. Min Flow fl Section 4. Treatment Plant Process and Layout s MORMSON 02 MAIERMm Bozeman Hyalite/ Sourdough WTP Replacement Project Page 4-24 11 _ 1. iN, 4ZIZ . `` aaf r c 0 I 0 MR W iI MORRISON na MAIERIE.D;c • City of Bozeman Hyalite /Sourdough Water Treatment Plant Replacement Project Section 5. Intakes and Raw Water Transmission Prepared by: Mike Hickman Reviewed by: Date: James Nickelson March 10, 2010 DRAFT 5.1 Introduction Raw water is brought to the City's water treatment plant on Sourdough Canyon Road from two separate water sources: Bozeman Creek and Hyalite Creek. The Sourdough intake is located on Bozeman Creek, about 1.2 miles south of the City's primary water treatment plant on Sourdough Canyon Road. Bozeman Creek, also known as Sourdough Creek, will be referred to herein as Bozeman Creek in conformance with USGS quad maps. The Hyalite intake is located on Hyalite Creek, about 3.1 miles southwest of the water treatment plant. Intake and transmission main locations are shown on Figure 5-1. The Hyalite Creek source has the advantages of a reservoir to store water for the peak summer season, and a larger drainage basin than the Sourdough intake. The City has water purchase contracts that allow reservoir releases into Hyalite Creek, to provide supplemental flows at the Hyalite intake during periods of high demand. However, the City has limited water rights in the Hyalite drainage. Therefore, the Sourdough intake remains the City's base water source, and must be utilized to the maximum extent possible while meeting stream flow and water rights constraints. Raw water is delivered to the plant by one transmission main from the Sourdough intake, and two transmission mains (primary and secondary) from the Hyalite intake. This section describes the existing and proposed raw water facilities. Section 5.2 describes the existing Sourdough intake and operational issues, identifies alternative solutions to address the operational issues; and based on discussions with City staff, describes the preferred alternative for intake improvements. Section 5.3 briefly describes the Hyalite intake, where no improvements are proposed. Section 5.4 describes the existing raw water transmission facilities, proposed improvements and connections to the proposed water treatment plant, and operations for the three transmission mains including a table of estimated line pressures at the proposed water treatment plant. Table 5-1 lists record drawings that were referenced for information on the intakes and transmission mains. Estimated construction costs for the proposed facilities are included in Section 16 (Summary of Cost Estimate). is is W- Bozeman Hyalite/ Sourdough WTP Replacement Project Page 5-1 fl Section 5. Intakes and Raw Water Transmission g MORRISON na MAIERLE.nc Table 5-2 Record Drawings Plan Set Water Supply System Improvements - Phase II (March 1957, Morrison-Maierle, Inc.) Water Works Betterment - Bozeman Creek Diversion Structures (December 1969, Thomas, Dean & Hoskins, Inc.) Water Transmission Main Replacement (August 1974, Thomas, Dean & Hoskins, Inc.) Water Treatment Plant (April 1982, Thomas, Dean & Hoskins, Inc.) SourdouSb Creek Supply Iine - Water System Improvements (May 1985, Thomas, Dean & Hoskins, Inc.) Bozeman Creek Water Line Quly 1996, Thomas, Dean & Hoskins, Inc.) Sourdough Transmission Main Quly 2002, Thomas, Dean & Hoskins, Inc.) Transmission Main Composite (unknown origin, one sheet) Bozeman Water Supply - Hyalite Transmission Main Qanuary 2007, Morrison-Maierle, Inc.) Description Hyalite spillway, secondary transmission main and miscellaneous abandoned structures Sourdough spillway and miscellaneous abandoned structures Sourdough transmission main and miscellaneous abandoned structures At existing WI?: overflow (wasting) drain lines, and connecting structures for all three transmission mains At existing WTP: overflow (wasting) drain lines, and connecting structures for all three transmission mains Sourdough transmission main Sourdough surface intake and transmission main Sourdough transmission main and Hyalite secondary transmission main Hyalite intake and primary transmission main Bozeman Hyalite/ Sourdough WTP Replacement Project Page 5-2 X14 fl Section 5. Intakes and Raw Water Transmission am MORMON am MAUERLE,urc 5.2 Sourdough Intake 5.2.1 Existing Facilities The existing Sourdough intake consists of a concrete spillway structure with earth containment berms on either side, a surface intake trash rack and vault, a fine screening vault with a curved metal (Coanda) screen housed in a temporary building, and a flow measurement flume. Other facilities and structures on the site are mostly abandoned components of previous intakes. Existing intake facilities are shown on Figure 5- 2. During normal operation, stream water backs up behind the spillway, flows under a wood baffle and into the intake vault, through a steel bar screen with 6-inch bar spacing, a slide gate and a 30-inch ductile iron pipe, and into the fine screening vault. Water flowing through the screen drops into the 30-inch ductile iron Sourdough transmission main, through a flow measurement flume, and then continues by gravity flow to the water treatment plant. A slide gate can be opened to bypass the fine screen in the event of blockage. Excess water and debris that washes over but not through the fine screen exits the vault through a 24-inch bypass line back to the stream. Spillway pool elevation is controlled by wood timbers placed above the spillway's center concrete overflow weir, and by two manually operated sluice gates at the bottom of the spillway that can be opened to flush out sediment. Flow to the transmission main is regulated using a manual slide gate in the intake vault. The intake site is accessed by driving south from the water treatment plant on Sourdough Canyon Road about 0.6 miles to a locked gate, continuing another 0.5 miles past the gate, then turning right onto a spur road through a meadow. The spur road and intake area are accessible to non-motorized public use. The main (Forest Service) road south of the gate is used all year as a recreational trail, and is groomed for skiing in the winter. Winter use has become increasingly popular since regular grooming began; this use discourages winter vehicular access by City staff for intake maintenance. Topographic surveys of the Sourdough intake and water treatment plant sites were completed and used in combination with record drawings to compile base maps of existing ground elevations, utilities, structures and vegetation at each site. The two sites were then connected with approximate locations of the transmission main and access road on a USGS topographic quad map. Spillway and Spillway Pool The spillway pool is contained by a concrete spillway between two earth berms. The spillway uses three broad-crested concrete weirs and two manually operated sluice gates to pass stream flow. The crest elevation of the two side weirs is about 2.0 feet higher, and the bottom (flowline) of the sluice gates is about 4.4 feet lower, than the center weir crest elevation. At times of seasonal high demand, the spillway pool depth is increased by closing the sluice gates and by manually raising the center weir crest elevation to match the crest elevation of the side weirs. The center weir crest is raised by placing 2-inch x 10-inch timbers across its face. Bozeman Hyalite /Sourdough WTP Replacement Project Page 5-3 t '- -4 Damaged stem mount for north slide gate 1 ' N- it+.° 0RP .•j,, _ fl Section 5. Intakes and Raw Water Transmission " MORRISON a i MAIME, w- The raised pool elevation increases head at the existing surface intake, and results in a higher flow rate to the treatment plant. Spillway structure, with timbers across center overflow weir. Preliminary calculations show that under the above "worst case" operational scenario (sluice gates closed and boards across center weir), the spillway can pass a 50-year flood (about 810 cfs) with 0.1 feet of freeboard to the existing overtopping elevation of 5309.4. In a 100-year flood, overtopping would first occur over the north berm near the intake vaults. Therefore, there is a significant risk of overtopping when the center weir crest is raised. This should be taken into consideration when designing and operating a new intake. The condition of the existing concrete spillway, constructed in 1969, has not been evaluated. The concrete walkway has cracked at the stem anchor for the north sluice gate and needs to be repaired; the gate itself may also be damaged. Additionally, the mounting areas for both gate stem anchors should be reinforced to withstand the forces exerted by gate operation. Because it is uncertain whether the north sluice gate can be closed again after it is opened, the gate's condition will be evaluated during the construction phase and serviced, repaired or replaced as required. Downstream of the spillway, the stream bed and banks show no signs of excessive scour or erosion, and appear to be stable. On the north side of the spillway pool, a submerged retaining wall extends from the spillway to the original, abandoned intake structure. Over time, large debris carried by stream flow tends to accumulate in front of the spillway near this wall. As part of regular maintenance, City staff hauls out debris over the retaining wall using tow chains and a small truck. This works reasonably well, and City staff did not request any improvements to this operation. Bozeman Hyalite/ Sourdough WTP Replacement Project Page 5-4 1 I 2 5 3 4 I 1 6 7 I 8 It I' NASH ROAD Sl 7Si J. I I; I, l / o~ \ ~ ~ ..528 T •'. WATER - ~..-~- - - f TREATMENT/-,, ,, •1 ,!~~ PLANT, I I ` /~~ r~ if 1 /~1'~,T J ` \ ~,_~ ter- T / Ste` 1' mac_ ~~ ~-~- '~~~ ~- , ~ f ITY OF BOZEMAN --'PROPERTY LINE (APPROXIMATE)~~ fr 5 77 0 ( IN FEET ) 2000 l 1~ t I r ~/,d 2105\055\ACAD\EXHIBITS\5.1 LOCATION-MAP. DWG PROJECT MANAGER JRN DESIGNED BY MGH CHECKED BY DRAWN BY LOCATION MAP FILENAME SHEET PROJECT NUMBER 2105.055 SCALE 1"=2000' FIG. 5-1 z 3 S 1 4 6 8 7 • - ABANDONED -STAND PIPE _5310 _~' FOREST SERVICE ROAD / (APPROX. LOCATION) / / / / FINE SOREENIN VAULT AND TEMPd'ARY BbILP ' T:,. VAULT / ABANb IN KE / / / / \ / BOLLARD ~o / X x 300 x AINI LL 30" TRANSMISSION MAI~t of 3001 ----BARBED WIRE FENCE x O O x CPNOETE SPILLWAY 'A - - - - - - X 1!vc LARGE EVERGREEN TREE X/r / / LARGE HBO LARD COTTONWOOD TREE o~ SS 00 CONCRETE FLUME AND 18" VCP INTAKE LINE (ABANDONED) SOIL DIKE I DIESE GENERATOR VAU AND FENCE (ABANDONED) BYPASS LINE CENTERLINE BOZEMAN CREEK (APPROXIMATE) 0 50 ( IN FEET ) N:\2105\055\ACRD\EXHIBITS\5.2 EX. - INTAKE- FACILITIES.DWG PROJECT MANAGER DESIGNED BY MGH City of Bozeman DRAWN BY MORRISON SRI MAIERLE, INC. EXISTING INTAKE FACILITIES Water Treatment Plant CHECKED BY l~tE~pY[aFpK SHEET FIG. 5-2 FILENAME 2010 Bozeman, Montana SCALE 1 "=50' ISSUE DESCRIPTION DATE PROJECT NUMBER 2105.055 a 3 'r Y ti V, -i . 777- I t -t Abandoned intake vault (left) and intake vault (right) Bozeman Hyalite/Sourdough WTP Replacement Project Page 5-7 fl Section 5. Intakes and Raw Water Transmission J.I MORMON nA MAIERLE.Ne Intake Vault There are two intake vaults side-by-side along the north side of the spillway pool: the original intake vault that has since been abandoned, and a larger vault that was installed in 2002 to replace the original vault. The larger (east) vault will be referred to as the "intake vault." The smaller abandoned vault is described below under "Abandoned Intake Structures." The intake vault supplies and regulates surface water flow from the spillway pool to the fine screening vault. Water from the spillway pool first flows into a sediment forebay (under wood baffle in photo), and then continues through a sloped steel bar screen, a slide gate, and a 30-inch pipe to the fine screening vault housed in a small temporary building. The wood baffle was added to prevent excessive floating debris (sticks, etc.) from passing through the bar screen and slide gate. In the winter, icing of the intake has been a problem. Possible reasons are fluctuations in spillway pool elevation that allow ice chunks to go under the baffle, and the formation of frazil ice which during especially cold weather can attach to suspended particles, flow under the baffle, and then adhere to each other and to hard surfaces. Under certain conditions, ice can also accumulate inside the 30-inch pipe between the intake vault and the fine screening vault; large debris (sticks, etc.) inside the pipe may contribute to this problem. Fine Screening Vault The fine screening vault is a three-chamber concrete vault. The first chamber backs water up to flow over a broad-crested weir onto a Coanda intake screen. A Coanda screen is a curved metal V-wire screen designed to be self-cleaning as water, flowing over it at high velocity, sweeps away solid particles too large to fit through the openings. Water passing through the screen enters the second chamber where it drops vertically into the inlet end of the transmission main. Water and solids that wash over the screen fall into the third chamber, which drains to a 24-inch bypass line back to the stream. This system works well except in sub-freezing conditions when it tends to ice up, often to the point of total blockage which occurs quite often at the Sourdough intake. A bypass sluice gate built into the concrete weir wall can be opened to allow direct flow to the transmission main, but using it defeats the fine screening that is desired at the intake. A temporary building was constructed over the vault in an attempt to reduce winter icing problems; this has not fully resolved the problem. As a result, the bypass sluice gate is typically left open most of the winter, allowing unscreened raw water through the transmission main. fl MORMSON NA MAIERLE,Lm Section 5. Intakes and Raw Water Transmission Intake Vault MAN ICI: SIFP SI I 1L'H CONS'1' -~~ SID NQ 02700-25 l F~ ,-' 086.•10 11 = 1036:0 3G" OIA. cm 1082.3 Iffo_RI +96i.1 I~ IRJ FITTING (NO MEGA LUG) FOR RLBAR s--E. CF IAII /y) _1) of I Fine Screening Vault i} Y 9' LENGTH OF PIPE 2' 9" 3'-5 y2 / ~^ E_=1094.ty.1 Q.10' t4_ LD. n.I r IN'AKE SCRFr4. ,I iVA<13- GNAVEL JAS= U L REBAR pOU ~. UPRIc~irtY'012 2" D. PROFILE `' !3 ACROSS (2 BARS) 0 1 LS7 BEN[) MJ:.pC x\O1 1 TYPE i WANED ROCK -+~- t~HrIHS CCMP~CIL ELF' m7.50 POURED SEPARATELY; NO KEY RESM /5 UPRGIff 012" O.C /4 ACROSS 012 O.C. L="CEI 1?C` 16":t 18" ~CPF',INC I \&L-10M IUR RE9AP _ 2.7 SFr CCTH1.. A 1I.D.) / 30" 611A.~~~ m" Dl,, n.LP• r'1 ].i.T~. I E. M I 2.) SEICTIOH C/5 APPLIED TO SCREEN STRUCTURE Fine screening vault (from Sourdough Transmission Main, July 1992, Thomas, Dean & Hoskins, Inc.) Flow Measurement Flume The flow measurement flume is a parshall flume installed in a manhole on the 30-inch gravity transmission main, about 15 feet north of the fine screening vault. Flow measurement is inaccurate due to turbulence from the nearby transmission main inlet (a vertical 90-degree bend in the fine screening vault). Additionally, the flume is about 10 feet below the top of the access riser, which is where the measurements are read from. The combination of turbulence and poor lighting makes accurate readings difficult. Abandoned Intake Structures The intake site also includes several abandoned structures, some of which date back to the original stream intake. The original stream intake discharged through an 18-inch pipe and concrete flume into a settling pond, and then out through a transmission main intake to the now-abandoned 18-inch transmission main. The settling pond's outlet structures (for the transmission main intake and a 12-inch bypass line) have since been removed; the pond was backfilled and is now a flat, grassy meadow. Improvements were made to the original intake structures in 1969; these structures were abandoned in place in 2002 when the current intake structures were installed. The concrete spillway was constructed in 1969 and remains in use. All currently existing (remaining) abandoned structures are shown on Table 5-3, and consist of an abandoned stream intake and attached retaining wall, a concrete generator vault (fenced, with vent pipes), a concrete flume, an 18-inch pipe from the abandoned intake to the flume, a barbed wire fence and a stand pipe. City staff wishes to remove all of these structures except the pipe and the barbed wire fence. C A I C 1.) 10" FLOOR FOR SCREEN STRUCTURE POURED FIAT O 1066.00 Bozeman Hyalite/ Sourdough WTP Replacement Project Page 5-8 n U1 fl Section 5. Intakes and Raw Water Transmission MORRISON INUMAIERLE,nc Operational Issues The current intake facilities have functioned adequately except in the winter, when ice in the stream, intake vault, fine screening vault, and in the pipe between the two vaults can result in complete blockage of flow to the transmission main. Once frozen, it is difficult to thaw the intake. Furthermore, site access is difficult in the winter because the access road is groomed for recreational use as a ski and walking trail. When the Sourdough intake freezes, water must be supplied from the Hyalite intake. Winter use of Hyalite water is undesirable because it cuts into the fixed volume, available by water rights, normally reserved for the high demand (summer) periods. Operational issues at the intake are summarized as follows: Ice Dams Winter ice dams occur frequently on Bozeman Creek, blocking stream flow for up to 12 hours before eventually breaking. Following ice dam formation, the cold weather combined with decreasing flow to the intake creates ice blockage that can be very difficult to remove. Ice dam formation is strictly weather dependent and cannot be controlled. Intake Freezing Even without ice dam formation, freezing can occur at the intake vault and the fine screening vault. The fine screen is made of steel and is highly susceptible to glazing over with ice; this has occurred frequently enough in the past that the fine screen is now regularly bypassed through most of the winter. Even with the bypass open it has been observed by City staff on several occasions that, long after an ice dam in the stream has broken and the spillway pool has re-filled, flow blockage can persist in the intake vault and in the pipe between the bar screen and the fine screening vault. It's possible that ice and slush from the spillway pool may be freezing onto large debris in the pipe, causing this pipe to ice up. In any case, there are several issues related to winter icing at the intake. Accumulation of Debris and Sediment at Spillway Logs, branches and other debris too large or too heavy to float over the spillway crest collects and sinks at the upstream side of the spillway. As part of regular maintenance, City staff periodically removes large debris by cutting it down to manageable size, pulling it out with a tow chain attached to a vehicle, and hauling it away. This works reasonably well; improvements to this operation are not considered to be a high priority. When the sluice gates are opened to flush out sediment, large debris can lodge up into the gate openings and prevent them from being fully closed. This discourages use of the sluice gates and accelerates accumulation of sediment and other debris that, in a natural stream, is transported downstream. Inoperable Sluice Gate at Spillway The concrete walkway to which the sluice gate stem anchors are attached is badly cracked at the north sluice gate, rendering it inoperable. The concrete mounting point and/or bolted connection may not be strong enough to withstand the pressure exerted by the gate stems; the south gate may also be at risk. Current practice is to leave the north gate closed, and to open the. south gate every other year to flush sediment out of Bozeman Hyalite/ Sourdough WTP Replacement Project Page 5-9 IDR . Section 5. Intakes and Raw Water Transmission ,. MORMSON QAI~ MAIERLUx the spillway pool. This has not been very effective in moving bed load. The south gate is the one farthest away from the intake vault, which reduces its effectiveness in moving material away from the intake area. Flood Conveyance Capacity at Spillway Current practice is to place 2 IN x10 IN wooden timbers across the center spillway crest to raise the spillway pool's water surface elevation. The timbers are held in place by ropes tied to the handrail for the concrete walkway across the spillway structure; water pressure seals the timbers against the concrete face of the spillway. The wooden timbers are used to raise the spillway pool's water surface elevation and create more hydraulic head, thereby increasing intake flow capacity. As noted previously, this raising of the spillway crest increases the risk of stream flow overtopping the north berm near the intake vault during a major flood or runoff event. Accumulation of Debris and Sediment at Intake Vault and Bar Screen Smaller debris such as sticks, silt, decomposing leaves and other organic matter is drawn toward the intake vault along with the water being pulled in for the City's use. With varying specific gravities, some of this debris floats, some is suspended subsurface, and some settles near the bottom of the intake vault. As part of regular maintenance, the larger floating debris is manually raked up to the top of the bar screen and hauled away, but in the process much of it falls through the bars. Eventually, the remaining heavier (sinking) debris and sediment can accumulate on both sides of the sediment cutoff wall below the bar screen, to a point where it begins to enter the fine screening vault. For much of the year, most or all of the stream flow goes through the intake. The result is that there is not enough bypass flow to direct the undesirable materials toward the spillway's sluice gates, and away from the intake vault. Inaccurate Flow Measurement The existing measurement flume, located in the manhole south of the fine screening building, does not provide accurate flow measurement. The staff gage in the flume is difficult to read from outside the manhole, and the water level fluctuates due to its close proximity to the screening vault. The 30-inch diameter transmission main leaves the fine screening vault through a 90-degree vertical bend. This bend, located about 15 feet upstream of the flume, is most likely the primary cause of turbulent flow and inaccurate measurement in the flume. Poor access and lighting also make flow depth measurement difficult in the flume vault. The flume does not include a data recorder or telemetry connection to the water treatment plant. Deteriorating Building Over Fine Screening Vault A temporary wood building was constructed over the fine screening vault to reduce icing problems on the screen. The building is beginning to deteriorate from the moisture, and should be replaced with a permanent structure. Bozeman Hyalite/Sourdough WTP Replacement Project Page 5-10 fa Section 5. Intakes and Raw Water Transmission S2 MORRISON ad MAIERLE.m 5.2.2 Improvement Alternatives Several potential solutions were evaluated to determine the most economical and effective way to meet current and future operational and performance requirements. Several alternatives were evaluated to arrive at the preferred design concept described in Section 5.2.3. Based on discussions with City staff, development of design alternatives was guided by the following considerations and project goals: • Design Flow: Provide intake capacity of 400 miner's inches (10.0 cfs, or about 4,500 gpm). • Winter Icing: Reduce or eliminate the need for fine screen bypass in the winter, reduce or eliminate seasonal interruptions to intake flow, and reduce maintenance activities associated with winter icing. • Reliability: The Sourdough intake is the City's primary water source, and must be reliable in the winter season as well as in the warmer months. • Reduced Maintenance: Reduce overall maintenance requirements, including debris removal and sediment control. Low maintenance is important because access to the intake site is along a very popular hiking and ski trail to nearby U.S. Forest lands. Winter access to the intake is over a groomed ski trail and is possible only on snow machines, on skis, or on foot. • Fine Screening: Provide fine screening with '/8-inch maximum opening size. It is more cost-effective to return the larger particles to the stream via bypass piping at the intake than to remove and dispose of them at the treatment plant. Sediment removal at the intake will also reduce accumulations in the transmission main. While screens with '/8-inch openings are acceptable, screening out even smaller particles is desirable for overall treatment plant operations. • Flood Conveyance: Maintain the spillway's existing capacity to pass major floods, and protect intake facilities from erosion and flooding. • Flow Control at WTP: Provide flow control at the water treatment plant rather than at the intake. • Flow Measurement: Provide for measurement of transmission main flow rate. • Access: Provide easy access to facilities. • Electrical Power: The nearest source of electrical power is an existing overhead line located on Sourdough Canyon Road at the water treatment plant, approximately 6,200 feet north of the intake. Given the high volume of recreational use in the area, overhead power lines are unacceptable, and underground power lines are not economically feasible for this project. Therefore, electrical power would need to be provided by generator, battery or solar power. • Site Cleanup and Visual Screening: Remove the abandoned facilities except the 18-inch pipe, and visually screen the proposed facilities. Bozeman Hyalite/Sourdough WTP Replacement Project Page 5-11 zeal R? fl Section 5. Intakes and Raw Water Transmission i MORMON ni MAIERLE.ur Alternative #1 - Improve Existing Surface Intake as Primary Intake The existing surface intake functions well except in the winter, when icing is a major problem. Alternative #1 proposes to modify other components of the existing surface intake and spillway to address current operational issues and improve winter reliability, while continuing to use the existing fine screen facility throughout the year. Existing intake facilities are shown on Figure 5-2. There are two ,problems at this particular site that are very difficult to overcome with a surface intake: debris and sediment accumulation, and intake freezing. Debris and Sediment Accumulation Debris and sediment accumulates in the spillway pool and intake due to the much lower downstream flow velocity through the pool. Flow to the intake is often a large percentage of total stream flow; to maximize use of Bozeman Creek water rights, most of the stream flow goes through the intake much of the year. As a result, much of the sediment is directed toward the intake rather than toward the spillway. During these frequent times when bypass flow is minimal, debris will tend to migrate toward and into the intake vault. This cannot be avoided due to the low base flow in the stream. Spring runoff brings the opportunity to open the sluice gates and flush out some of the sediment, but because the intake is so far upstream of the sluice gates (about 40 feet), the scouring action at the gates does not have much effect at the intake. The top of the intake vault's sediment cutoff wall is only about 2.2 feet higher than the invert elevation of the two sluice gates. Sediment storage volume is minimal, and sediment quickly builds up to the point of overtopping the cutoff wall. Intake Freezing Winter freezing at the intake falls into two categories: floating ice chunks, and frazil ice suspended in supercooled water. Floating ice chunks can be screened out of the intake with a baffle, but only if the baffle extends above and below the water surface enough to hold back the ice. Large fluctuations in the spillway pool's water surface elevation, caused by frequent ice dams, make this difficult if not impossible. The other type of ice, frazil ice, forms when supercooled water comes in contact with objects such as the steel screen in the fine screening vault. Frazil ice is difficult if not impossible to deal with unless a stable, large volume pool can be kept in place at the intake. Under a large ice-covered pool, the supercooled water from the open stream will warm up as it flows slowly to the intake under the insulating ice layer of the spillway pool. If the travel time is adequate, the small particles of frazil ice suspended in the water will melt before reaching the intake screen. Due to the low stream flow, small spillway pool and frequent ice dams at the Sourdough intake, the ice layer covering the spillway pool breaks up often and formation of a stable insulating ice layer is unlikely. Relocating the fine screening facility to a point well downstream of the intake vault could resolve icing of the fine screens, but sediment deposition in the transmission main between the intake vault and fine screening vault may be significant, and would be a major consideration with respect to maintenance. If fine screening were moved Bozeman Hyalite/Sourdough WTP Replacement Project Page 5-12 fl Section 5. Intakes and Raw Water Transmission us MORRISON am MAIERLE.nc to the treatment plant, the entire transmission main would see higher sediment accumulations, especially at the low point in the line. In summary, the reliability of the existing intake is compromised by unreliable base flow in the stream and the lack of a stable ice cover on the spillway pool, and low maintenance cannot be achieved without a significant bypass flow. Therefore, modifications to the existing surface intake were not pursued as a stand-alone intake solution. Alternative #2 - Construct New Surface Intake as Primary Intake For the same reasons identified in Alternative #1, a new surface intake is not feasible. Winter freezing cannot be fully addressed with any surface intake at the current Sourdough intake site, due to lack of a stable base flow and lack of a large spillway pool to dampen the effects of stream flow fluctuations. After discussing the difficulties of a surface intake with City staff, it was decided that the existing surface intake should be retained as a backup, with minor modifications. This leads us to a search for a new intake that is reliable in the winter. The intent is to use the new intake continuously as the primary intake, and to provide for use of the existing (backup) intake during maintenance activities on the primary intake. Alternative #3 - Infiltration Gallery Above Spillway This alternative proposes a submerged infiltration gallery under the spillway pool as the primary intake. The infiltration gallery would consist of several zones of collection piping, each with a submerged stainless steel well screen connected to solid pipe draining to a common header pipe. A discharge line would route the water from the header pipe to the existing transmission main. The well screens would be bedded horizontally in a gravel pack under the stream. The discharge line would discharge into a connection vault installed in-line on the existing 30-inch transmission main. Because infiltration galleries will eventually clog to some degree, a backwash system would be included as an essential component of the facility. The backwash system uses a combination of high pressure air near the well screens and high water flow rates in reverse direction through the well screens. The air causes turbulence to dislodge and suspend the sediment, and the water pushes it out through the gravel pack into the stream flow so it can be carried away. Compressed air would be supplied by a high volume diesel compressor housed in a new building. Backwash water would be supplied by the 24-inch Hyalite primary transmission main in combination with the 30-inch Sourdough transmission main; this eliminates the need for large water pumps. During backwash of the proposed Sourdough intake, valves and a new bypass line at the water treatment plant will be used to temporarily divert a portion of the Hyalite water back up in reverse through the Sourdough transmission main to the Sourdough intake. Because of the higher elevation at the Hyalite intake, water pressure would be sufficient to supply the required backwash flow rate and pressure. The location of the infiltration gallery in this alternative was chosen to take advantage of the spillway pool and the close proximity of the surface intake. The existing spillway protects the infiltration gallery from stream erosion and provides additional operating head. Close proximity to the existing surface intake keeps pipe lengths and construction cost to a minimum, and allows for easy access. Bozeman Hyalite/Sourdough WTP Replacement Project Page 5-13 ~~21 Bozeman Hyalite/ Sourdough WTP Replacement Project Page 5.14 fl Section 5. Intakes and Raw Water Transmission d MORRISON a, MAIERLE.1. Being just upstream of the spillway, the location proposed in this alternative also presents a disadvantage. The fact that stream flow velocity drops as water enters the spillway pool will enable more sediment to settle out over the infiltration gallery than if installed under an open stream reach. To address this, the spillway pool bottom would be re-graded to create a narrower base flow stream channel centered over the infiltration gallery; this will maximize stream flow velocity at times when the spillway's two sluice gates are open. Sediment accumulation, and therefore backwash frequency, can be significantly reduced by opening up the sluice gates as often as possible, especially during backwash and during times of high sediment load and high flow rate (i.e., spring runoff). Based on prior experience with similar intakes, the required backwash frequency may be on the order of as little as once per year depending on the sediment loading and use of the sluice gates to transport the sediment through the spillway. Backwash operations will be supervised by City staff to assure public safety. -An infiltration gallery would eliminate winter ice formation on the fine screens. Winter reliability will be greatly enhanced because the rock filter material and perennial stream flowing over the intake screens will prevent ice blockage. Because winter ice dams on the stream break up within about 12 hours or less, freezing down to the buried screens is unlikely, and subsurface stream flow should continue to supply a small but possibly significant flow of water to the infiltration gallery after the spillway pool has drained out. Alternative #4 - Infiltration Gallery Below Spillway Alternate #4 proposes to move the infiltration gallery of Alternative #3 to a point downstream of the spillway, where stream flow velocities and scour action are greater, and sediment deposition would be less than in Alternative #3. Downstream of the spillway, flood flows have the potential to significantly alter the stream bed and damage the infiltration intake screens. Therefore, Alternative #4 would require protective gabion baskets surrounding the infiltration gallery. Alternative #4 would need to be about 50 feet downstream of the.existing surface intake and transmission main, making it more difficult to coordinate backwash operations because air and water controls will be farther away from the intake gallery. The additional pipe and gabions would also make Alternative #4 more expensive to build. Unlike Alternative #3, the water stored in the spillway pool would not be available to feed the infiltration gallery in the event of short-term stream blockage by ice dams. Additionally, the absence of a spillway pool means the infiltration gallery would operate under a lower head (water pressure) than Alternative #3, and would therefore need to cover a larger area to supply the same flow rate. For the reasons described above, it was decided that Alternative #4 provides no significant advantages over Alternative #3, and has several less desirable characteristics. Therefore, Alternative #4 was removed from further consideration. Alternative #5 - Intake at a New Location Another possibility would be to construct a new intake at a new location. There are several reasons this option will not be pursued at this time. Bozeman Creek is in a narrow canyon with difficult access. The existing location is ideal in that it is in a large, open meadow with fa Section 5. Intakes and Raw Water Transmission & MORRISON na MAJEU.Ne plenty of room for the facilities, it has a serviceable dam and spillway, existing access, and it is on City-owned property. A new surface intake at a different location would require a costly new diversion structure including a new dam and spillway to provide enough hydraulic head to supply the design flow of 10 cfs. As stated above, a surface intake is not recommended due to the unreliable water supply in the winter (i.e., ice dams). A new infiltration gallery and/or surface intake at a different location would require significant tree removal and re-grading for access and for construction. The existing location minimizes impacts. At some time in the future, a large reservoir may be constructed on Forest Service land several miles upstream of the current intake. A new reservoir would provide enough depth for a reliable surface intake, but would require a costly extension of the existing transmission main. There are many hurdles to overcome before a reservoir could be permitted and built, and there is an immediate need for intake improvements and higher flow capacity. Therefore, deferring intake improvements is not an option. 5.2.3 Preferred Alternative Based on discussions with City staff, Alternative #3 (Infiltration Gallery Above Spillway) was chosen as the preferred alternative for a primary intake, for the following reasons: • Any surface intake on Bozeman Creek is unreliable in the winter due to low base flow, frequent ice dams, and ice blockage of the intake. • The infiltration gallery can draw surface and subsurface water stored behind the spillway and dam. This will have a dampening effect on sudden, brief interruptions in winter stream flow, as the stored water continues to feed the intake. • Flow control will be moved to the water treatment plant, and can be more easily adjusted to reduce the amount of overflow water diverted back to Bozeman Creek at the plant. • An infiltration gallery under the spillway pool is close to the existing facilities, and provides more operating head and higher flow capacity per square foot than a gallery downstream of the spillway pool. The higher sediment deposition rate above the spillway can be managed and is offset by the higher head and corresponding higher flow capacity (flow rate per square foot). • The ability to maintain full design flow capacity with the spillway's sluice gates open will allow more prolonged or frequent use of the gates, which will increase sediment transport through the spillway. • An intake at a new location would result in greater cost with no offsetting advantages. Environmental impacts, for construction and for permanent access, would be much greater than at the existing intake location. An infiltration gallery would reduce the time and effort required to keep the intake clear of sediment and debris, and would provide a reliable winter water supply that alleviates concerns about ice formation on screens. An infiltration gallery provides the best assurance of an uninterrupted, steady water supply during sub-freezing weather. The existing surface intake has considerable value as a secondary (backup) intake, and will be retained for that purpose. Although there are operational issues with the existing surface Bozeman Hyalite/ Sourdough WTP Replacement Project Page 5-15 I - -i (FROM INTAKE BUILDING) 12* DIA. COLLECTION LINES (TO VALVE VAULT) D 3" GRAVEL GABION BASKETS GEOTEXTILE 1°-1Y~" GRAVEL BEDDING AIR PIPING F 18' DIA, INTAKE SCREEN 20' 0 un -el 0 I 0 i 2 0 I .n J STREAM ~ FLOW AIR PIPING (UNDER AND THROUGH INTAKE SCREEN) fl Section 5. Intakes and Raw Water Transmission MORRISON RA MAIERLE,Nr intake, major improvements to this intake are unnecessary because it will be used only rarely once the infiltration gallery is in place. 5.2.4 Proposed Improvements The proposed improvements are built around the preferred Alternative #3, constructing a new infiltration gallery under the spillway pool and retaining the existing surface intake as a secondary or backup facility. This arrangement will involve some modifications to connect the two intakes to the same transmission main. A new intake building is proposed to house the existing fine screening vault, backwash equipment for the new infiltration gallery, and miscellaneous equipment and controls. Proposed improvements to the intake area are described below. Transmission main improvements are described in Section 5.4. Infiltration Gallery The infiltration gallery is proposed as a set of six zones of equal size and capacity. Each zone's water supply piping would consist of a submerged 18-inch diameter stainless steel intake screen (a standard well screen with continuous'/8-inch slot openings) connected to a 12-inch pipe that discharges to a common 24-inch header pipe. The intake screens would be bedded horizontally in a "gravel pack" under the stream, with the screen bottom being about 6 feet below the stream bottom. The gravel pack would be covered with protective rock-filled gabion baskets. Each zone would also include air piping for backwash, as described below under "Backwash Facilities." To align all six zones under the stream bottom, three sets of two zones each will be installed end-to-end along the stream flow direction. Figure 5- 3 shows a typical plan and section of two zones under the stream bottom. 3" DIA AIR LINES PLAN SECTION A-A Figure 5- 4 Intake Screens and Air Piping Each zone's 12-inch water supply piping would slope away from the stream bottom and connect to a valve vault and a common 24-inch header pipe. The header pipe would lead to a 24-inch discharge line that discharges into the existing 30-inch transmission main at a n- G V. , Bozeman Hyalite/ Sourdough WTP Replacement Project Page 5-16 5 fl Section 5. Intakes and Raw Water Transmission MORJSON oil MMERLE,m proposed connection vault. The connection vault would have a sediment collection sump to allow the larger sediment particles to settle where they can be removed. Refer to Figure 5-5 for an overall piping plan. The infiltration gallery's size and shape are oriented to generally match the plan location of the constructed stream bottom above the gallery; this will maximize flow velocity and sediment transport directly above the gallery. The stream bottom and a 2-3 foot deep "base flow" channel will be constructed of galvanized, PVC coated gabion baskets having a design life of approximately 75 to 100 years. The alignment of the infiltration gallery's edges can be permanently marked on the stream bank and spillway as a guide for future dredging operations, should they become necessary. The gabions will provide a vertical barrier to limit dredging depth, and will protect the infiltration gallery from damage by dredging or by stream bed erosion. Backwash Facilities The backfill surrounding the infiltration gallery will filter out most of the sand and larger particles. Because infiltration galleries will eventually clog to some degree, a combined air/water backwash system would be included as an essential component of the facility. The backwash system will deliver a combination of high air pressure and high water flow rates to dislodge and suspend the sediment so it can be carried away by the stream flow. Compressed air on the order of 750 to 900 cubic feet per minute (cfm) will be supplied by a high volume diesel compressor housed in a proposed intake building. Each zone would include a supply line connected to several laterals, with small discharge nozzles evenly spaced along the laterals around and inside of each well screen. The air piping is shown on Figure 5-6. Backwash water will be supplied by the 24-inch Hyalite primary transmission main in combination with the Sourdough transmission main. Valves and a new bypass line at the water treatment plant will be used to temporarily divert a portion of the Hyalite water back up in reverse through the Sourdough transmission main to the Sourdough intake. Because of the higher elevation at the Hyalite intake, water pressure from unobstructed flow would exceed the Sourdough transmission main's maximum pressure rating; therefore a pressure reducing valve will be installed on the bypass line. The reduced pressure will be sufficient for backwash. To be effective, backwash flow capacity should be on the order of twice the intake design flow, or about 9,000 gpm (13 MGD) to backwash the entire facility (six zones) at once. Subtracting this value from the 17.5 MGD design capacity of the Hyalite primary transmission main would leave only 4.5 MGD available to supply the WTP during backwash. For this reason, it is proposed to backwash no more than two zones at a time. Backwashing two zones at a time would require 3,000 gpm (4.3 MGD), allowing up to 13.2 MGD supply to continue through the Hyalite primary transmission main to the WTP during backwash. Similarly, backwashing one zone at a time would require 1,500 gpm (2.2 MGD), allowing up to 15.3 MGD to continue through the Hyalite primary transmission main to the WTP during backwash. If desired, an additional 8.6 MGD could be routed directly to the WTP through the Hyalite secondary transmission main. Bozeman Hyalite/Sourdough WTP Re lacement Project Page 5-17 ~~+,~P J R X O O 3 4 5 6 2 1 8 7 / FO~'F." T ~ ~ p0 ~ _ Ln / RO SERVICE / 5320 S LL G- TUBE _ 1 ` X HEADER PIP _-x ~--~ L VA-VE~IA0L O X RELOCATED BARBED WIRE FENCE X FLOW MEASUREMENT V~ EXIST) 30" TRANSMION MAIN CONNECTION VAULT LL CREEN P4 30 DI • / INFILTRATION G- LERY EXISTI G-FINE SCREENING VAULT jBvc GABI01 DEFLEC~OR W~LL Bvc LEGEND 9 VALVE o CLEANOUT 20 0 ( IN FEET ) N:\2105\055\ACRD\EXHIBITS\5.4 PROPOSED INTAKE-PIPING.DWG PROJECT MANAGER MORRISON iag MAIERLE, INC Hal DESIGNED BY DRAWN BY CHECKED BY PROPOSED INTAKE - PIPING PLAN MGH City of Bozeman Water Treatment Plant HDREwfte bS. - DESCRIPTION PROJECT NUMBER 2105.055 Bozeman, Montana SHEET FIG. 5-4 FILENAME SCALE ISSUE DATE fl Section 5. Intakes and Raw Water Transmission MORRISON nA MAIERIE.LxG The proposed maximum backwash flow rate of 3,000 gpm equates to about 6.7 cfs being discharged into the stream bed above the infiltration gallery. Stream flow records for Bozeman Creek just upstream of the intake site (USGS, Sourdough Creek Gaging Station, 1937- 1986) indicate seasonal low flow rates ranging from 5.5 to 13.4 cfs (typically January through March), and seasonal highs ranging from 20.1 to 157.4 cfs (typically May or June). Scheduling of backwash operations will take into consideration impacts to the stream, as dictated by the applicable discharge or other permits to be obtained for the facility. "Drawdown," or head loss through the gallery at different flow rates, can be monitored and used to predict when a screen backwash may be needed. Refer to discussion below under "Flow Measurement." Gallery Piping and Vaults Gallery piping and vaults are shown on Figure 5-7. Zone piping is gathered into a pipe field between the existing intake and the toe of the fill slope of the Forest Service road. The zone pipes cross so the valve locations in the vault can relate directly to the location of the corresponding well screen. For example, for each pair of well screens, the south valve operates the south screen and the north valve operates the north screen. Operation of the valves is discussed in Section 5.2.4. Piping from the infiltration gallery to the connection vault will be sloped continuously to drain toward and into the connection vault. The slope, combined with water flowing toward the connection vault, will aid in transporting sediment through the pipes and into the connection vault for storage and removal. It will also allow complete drainage of water stored in and above the infiltration gallery during interruptions in stream flow, for example during winter ice dam blockage upstream of the intake. As a result, the piping will be as deep as 18-20 feet below existing grade, and about 6-8 feet deeper than the bottom of the existing surface intake vault. Refer to Figure 5-8 for a schematic profile view of this system. CONNECTION VAULT TOP ELEV. 5308.0 BUTTERFLY VALVE GROUND LINE VALVE VAULT TOP ELEV. 5309.0 CLEANOUT VAULT TOP ELEV. 5304.0 ELEV. 5310 GABION LINED I~ STREAM CHANNEL ELEV. 5300 ELEV. 5290 EXISTING 30" DIA. TRANSMISSION MAIN (TO WATER TREATMENT PLANT) 24" DIA. DISCHARGE LINE 12" X 12" WYE 1% (TYP.) GEOTEXTILE 12" DIA. ZONE PIPING 18" DIA. WELL SCREEN 24" DIA. HEADER PIPE Figure 5- 9 Intake Piping Profile Bozeman. Hyalite/ Sourdough WTP Replacement Project Page 5-19 ski fl Section 5. Intakes and Raw Water Transmission & MORMSON M.a MAIERLE,nc The header and zone pipes were located to minimize the height of cut slopes during construction. However, some type of temporary shoring will probably be needed. The valve vault will extend below the groundwater table and will be designed to be water-tight. However, the vault may leak a bit with age, and pumping may be necessary before entering. Automated vault drainage options, such as automatic sump pumps powered by hydraulics (water pressure) or solar panels, will be evaluated during final design. In the unlikely event that one of the valves in the valve vault fails, there needs to be a way to isolate the valve from the infiltration gallery for valve removal and replacement. As an alternative to diverting the stream and dewatering the area, the currently proposed solution is to install six cleanouts, one for each intake line. Each.cleanout would consist of a 12-inch pipe dropping at a 45-degree angle (shown as red dashed lines in Figure 5- 10) to a vertically oriented 12-inch x12-inch wye on the horizontal zone piping. A pipe plug (7-inch deflated dia.) can be inserted through the cleanout and pushed into the through line with a pole, and then inflated to block the flow from the intake screens. The air hose, tether and solid pole mechanism required to insert and remove the plug are available. The plug can be filled with water to reduce buoyancy caused by static head, as the pipes will be submerged to the stream/pool water surface elevation. The cleanouts would be capped with blind flanges and designed to withstand high (backwash) pressure. Because vehicular access is required over the cleanouts, they would be buried in washed rock to one foot over the blind flange. The washed rock would facilitate the excavation required to access the cleanout flanges. The washed rock backfill is proposed rather than a concrete cleanout vault due to the lower cost and the low probability of use. Options other than the above-described sewer plug and cleanout, such as line freezing, will be evaluated during final design. Spillway Pool The entire spillway pool, and its containment dike east of the existing surface intake vaults, will be excavated and re-constructed during installation of the infiltration gallery. The constructed stream bed above the infiltration gallery will be lined with a rock-filled gabions. The gabions will define a 21-foot-wide channel with 2:1 side slopes to about 2 to 4 feet above the channel bottom. The gabion-lined channel dimensions will be as required to withstand erosion from the higher stream velocities that would occur when both of the spillway's sluice gates are fully opened. Erosion protection on either side of the gabions will be provided as necessary to prevent undercutting of the gabions. At higher water surface elevations the constructed stream bed will be submerged, and stream flow velocity in the pool will be reduced. In Section 5.2.1 it was noted that there is only about 0.1 feet of freeboard above the 50-year spillway pool elevation, and that the portion of stream flow not able to pass through the spillway would first begin to overtop at the north berm near the existing intake vaults. As part of the project, the emergency overflow path will be moved to the other (south) side of the spillway by filling the north berm across its length, and excavating a designated emergency overflow path into the south berm. The emergency overflow will incorporate erosion control measures. The existing surface intake'is located on the outside of a bend in the stream. Therefore, stream flow, including sediment and floating debris, is directed toward the intake. Additionally, the bottom of the existing surface intake vault is lower in elevation than the Bozeman Hyalite/Sourdough WTP Replacement Project Page 5-20 fl Section 5. Intakes and Raw Water Transmission " MORRISON MAI MAIERLE.LNc invert of the spillway sluice gates and the stream bottom, and sediment gravitates toward the intake when pulled in that direction by intake use. To address these issues, a gabion deflector and sediment cutoff wall is proposed as a way to re-direct stream flow, debris and sediment toward the spillway, while allowing overflow into the surface intake at any spillway pool elevation. Referring to Figure 5-11, the proposed wall has three top (TW) elevations: the east end wall (TW=04) will deflect floating debris under normal operating conditions; the long wall (TW=02) will deflect bottom sediment and bed load but will allow overflow into the intake when the spillway's sluice gates are closed; and the west end wall (TW=00) will allow flow into the surface intake under low stream flow conditions (i.e., sluice gates open). When the spillway's sluice gates are closed, most of the wall will be submerged. As mentioned in Section 5.2.1, the spillway's north sluice gate is not being used because of a damaged upper stem anchor point, located on the edge of the concrete access walkway over the spillway. As part of this project the damaged concrete will be repaired and gate stem anchors and connections for both gates will be reinforced to handle the forces exerted by gate operation. Before repairs are made to the sluice gate anchors, the gates will be evaluated to be sure they are both functioning as designed, and will be replaced if necessary. Intake Building A new intake building is proposed to permanently house the existing surface intake's fine screening vault, and to provide a secure area for the infiltration gallery's diesel air compressor and for miscellaneous intake equipment, controls and accessories. The proposed intake building will have two separate rooms with separate access and different floor elevations: Fine Screening Room Finished floor elevation is set level with the top of the existing fine screening vault, and stairs will provide access to an upper level landing and 3-foot door out of the building. The upper landing at the exit door will be level with the floor elevation of the adjoining compressor room, a rise of about 4 to 5 feet. Because turbulent flow in the fine screening vault can produce high humidity, this room's interior will incorporate water-resistant materials and/or coatings as needed to protect the building from moisture. Since the surface intake will be used only as a backup, tarps or rubber mats can be placed over the vault to reduce moisture and humidity in the room. Compressor Room The compressor room will house equipment for the infiltration intake including a large, permanently mounted diesel powered air compressor. Access will be provided by an overhead door on the north side, and a 3-foot door on the south side next to the door into the fine screening room. The compressor room's floor elevation will be set high enough to provide a level work area south of the building, outside the two 3-foot doors. Exhaust ductwork, shrouding and louvers will be provided as needed for a safe installation. Heat and electricity will not be required for normal operation of the intake, but may be needed occasionally during maintenance activities. A heat source, such as propane heaters, will be provided and kept safely inside the intake building's compressor room in a standby mode that allows for easy manual startup and adequate ventilation. The fine screening room Bozeman Hyalite/Sourdough WTP Replacement Project Page 5-21 FINE SCREENING ROOM FORE 5320 RELO D BA-8 D WI' FENC- FF=05.8 COMPRESSOR ROOM LO SERVICE • 4 FF=09.8 SECTION A-A (INTAKE BUILDING) VALVE VAULT X (TO, EL. 09.0) FLOW MEASUREME~, ~~U LTs a, CON, ECTION VAULT EXI TING FLUME V, LT FIN S RFFNI G 1 0 •~ =:eM FF=05.8 i INFILTRATION GALLERY ;0 DI O O O i DEFLECTOR/ WALL 0 S Pl LLWAY `LUICE ATES ( IN FEET ) N:\2105\055\ACRD\EXHIBITS\5.6 PROPOSED INTAKE-SITE-PLAN.DWG PROJECT MANAGER DESIGNED BY MGH City of Bozeman MORRISON Aid MAIERLE, INC. Hal PROPOSED INTAKE - SITE PLAN DRAWN BY Water Treatment Plant CHECKED BY OR E~gYeeYp.lc ISSUE SHEET FIG. 5-6 FILENAME 1 "=50' Bozeman, Montana SCALE 2010 DESCRIPTION DATE 2105.055 PROJECT NUMBER fl Section 5. Intakes and Raw Water Transmission MORRISON MAIERLE.m will not require heating. Electrical wiring for lights and accessory power outlets will be installed with the building and designed for connection to a small, portable electrical generator that can be kept in the building when not in use. Translucent wall panels will be included to bring in ambient lighting. To help with snow removal in front of the two 3-foot doors, finished floor and concrete landing elevation will be about one foot higher than the surrounding finished grade elevation. The building's roof should be high enough to discourage people from climbing onto it (see Figure 5-12, Section A-A). Building size will be approximately 1,000 square feet. The intake building will be a significant addition to the site, and should be visually screened from the recreational users of the Forest Service road. If desired, berming and/or use of native plants and trees could be added to provide visual screening. The existing building over the fine screening vault will be removed and disposed of. The aluminum decking over the existing fine screening vault will be retained. Connection Vault The surface intake and the infiltration intake will both discharge into a proposed connection vault. The main purpose of the connection vault is to provide a way to switch between use of the existing surface intake under open channel flow conditions with flow control at the intake, and the proposed infiltration intake under full flow conditions with flow control at the treatment plant. Valves are provided around the connection vault to shut off flow to the intake not in use, and to bypass the vault for pressure backwash of the infiltration gallery. Under the proposed scenario, switching the raw water supply between the two intakes is simply a matter of opening and closing a few valves. However, it will not be possible to use either of the intakes during backwash of the primary (infiltration) intake. A secondary purpose of the connection vault is to provide a sediment collection and storage sump for the two intakes that precedes flow into the transmission main. Because the infiltration gallery discharge line would be about 7 feet lower in elevation than the stream, it will not be feasible to install a gravity cleanout line for removing accumulated sediment and the sump will need to be cleaned using a trash pump. Very little sediment is expected to get through the infiltration gallery's well screens, and what does get through will be fine-grained materials. Flow Measurement Accurate flow measurement is required for flow into the transmission main from the primary (infiltration) intake, and to a lesser extent for flow into the transmission main from the secondary (surface) intake. If possible, continuous transmission of real-time flow data to the water treatment plant is desired. For the primary intake, an electromagnetic probe type flow meter (AquaProbe II) will be installed in a new flow meter vault. This type of meter can be either battery or solar powered; battery power is proposed. The flow meter will be hard-wired to the intake building. Transmission of real-tune data directly to the water treatment plant appears to be feasible. For the existing intake, automated flow measurement will not be necessary. Open channel flow into the transmission main from this intake can be measured usin-a the existing flow Bozeman Hyalite/Sourdough WTP Replacement Project Page 5-23 fl Section 5. Intakes and Raw Water Transmission 01MORRISON NA MERLE= measurement flume, or by measuring total flow into the fine screening vault (over the concrete weir) and then subtracting the flow into the 24-inch bypass line. Given that the existing intake will be relegated to a backup role, the inaccuracies of the existing flow measurement flume are acceptable to City staff; therefore, the existing flume will remain in place. As fine sediment migrates through the infiltration gallery's gravel filter and toward the well screens, the gallery's efficiency will drop in response to increased blockage. To predict when a screen backwash may be needed, the efficiency of the infiltration gallery (as measured by "drawdown," or head loss through the gallery at different flow rates) can be monitored over time, and compared to baseline values determined just after gallery construction. The baseline drawdown (head loss) values will be recorded for a full range of flow rates up to the design flow. Flow rate will be measured by the proposed flow meter. Drawdown will be measured by installing two stilling tubes with pressure transducers: the headwater stilling tube transducer will record the stream/spillway pool water surface elevation, and the drawdown stilling tube transducer will record hydraulic grade line in the 24-inch header pipe east of the valve vault. The difference between the two elevation readings will be the drawdown head, or head loss through the gallery, at the flow rate occurring when the readings were taken. All values can be recorded by data loggers and transmitted to the water treatment plant. Stilling tubes are proposed inside the south end of the valve vault (see Figure 5-13). The infiltration gallery will be sized for twice the design flow to provide for up to 50 percent blockage with no reduction below the design flow. As blockage slowly occurs over several months, the gradual drop in efficiency can be monitored, and the data can be used to schedule the next backwash operation well in advance of any reduction below the design flow. Site Improvements Drivable access roads will loop around the intake building, with a separate approach to the overhead door on the north side of the building. Vehicle-accessible areas are shown on Figure 5-14. These areas will be surfaced with gravel base course. The area between the proposed intake building and the existing surface intake will be fairly level for vehicle access. The building's upper (compressor room) finished floor elevation is about 6 feet above existing grade at the north end of the building. Fill material will be needed around this end of the building, and is available in the spillway pool and in the dredge spoils area south of the spillway. Also shown on Figure 5-15, a 20 percent (5H:1V) slope east of the existing intake allows vehicle access to the edge of the base flow channel of the stream, to remove stream debris. From this angle, debris lodged in the spillway's sluice gates can be removed more easily than under existing conditions. The following abandoned structures exist onsite, and will be removed and disposed of: • The concrete generator vault, vent pipes and perimeter fencing • The concrete flume located about 300 feet north of the spillway • The standpipe located on the east bank of the spillway pool Bozeman Hyalite/Sourdough WTP Replacement Project Page 5-24 fl Section 5. Intakes and Raw Water Transmission ® MORMON HA MMERLE.Na • The large cottonwood tree located about 40 feet northwest of the fine screening vault, and the surrounding vegetation. • The existing barbed wire fence, as required for construction of the new facilities. The existing barbed wire fence that is removed will be replaced along the perimeter of the new intake facilities. The existing 18-inch pipe from the abandoned intake to the flume will be plugged and abandoned in place. It is proposed to remove the upper portion of the abandoned intake vault to the top of the adjacent concrete wall, plug the outlet pipe, and abandon the lower portion of the structure in place. This will allow the remaining vault and retaining wall to provide retainage that is required due to the steep drop into the spillway pool, and eliminate the additional cost of a replacement wall. . Surface Intake - Bypass Flap Gate It is proposed to change the status of the existing surface intake from the primary intake to a secondary intake that will, under most circumstances, be unused. The 24-inch bypass line will therefore be dry, and could become a route for small mammals and other creatures to enter the fine screening vault. To prevent this, a flap gate will be added to the 24-inch pipe outfall at the stream. 5.2.4 Proposed Operation of Primary and Secondary Intakes The proposed infiltration gallery would operate under a headwater elevation equal to the stream or spillway pool's water surface elevation. The existing surface intake, however, operates at a much lower headwater elevation out of the fine screening vault. Because of this difference, retaining use of the existing intake as well as a new infiltration gallery intake will require several valves and/or slide gates installed in and around the proposed connection vault on the existing transmission main. Under normal operation (i.e., using the proposed infiltration intake), the surface intake would be shut off at the intake vault to stop flow to the fine screening room, and at the connection vault to prevent backflow into the screening vault and bypass line. To use the surface intake, the infiltration intake would be shut off at the connection vault, and the surface intake valves would be opened. It will not be possible to draw water from both intakes at the same time, or to use either of them during backwash operations. The following is a general backwash operation sequence. At the Sourdough Intake 1.Open the sluice gates and drain the spillway pool. 2.Remove as much large debris as possible from the stream bed above the infiltration gallery. 3.To prepare for pressurizing the transmission main: a.close the valves on the north and east sides of the connection vault. b.open the valve at the 30-inch x 24-inch tee north of the connection vault. c.close the water valves to the stilling tubes. d.close all the valves in the valve vault. Bozeman Hyalite/Sourdough WTP Replacement Project Page 5-25 fl Section 5. Intakes and Raw Water Transmission 01 MORMSON Ma MAIERLE.ht At the Water Treatment Plant (WTP) 1.Shut off flow from the Sourdough intake at the inlet vault, and reduce flow from the Hyalite intake at the connection building. For the duration of backwash, use water stored at the WTP and/or reservoir on Sourdough Road to supplement the reduced supply. 2.Open the valve on the proposed WTP bypass line; this will run Hyalite water in reverse up to the Sourdough intake and pressim7e the entire Sourdough transmission main up to At the Sourdough Intake 1.Start compressor and pressurize airlines to air header pipe. 2.At the valve vault, open one or more air valves as desired, then after a few minutes open the corresponding water valves. Work from upstream to downstream end of gallery. 3.Remove any additional large debris that is loosened during backwash operations. 4.Shut off air, then water, and then move to next zone or zones. 5.Open air valve for the headwater stilling tube for several minutes, then close it. At the WTP 1. When finished backwashing all zones and the headwater stilling tube, close the valve on the proposed WTP bypass line, and restore Sourdough and Hyalite flows to the WTP. At the Sourdough Intake 1. To restore operation of the infiltration intake: a.close the valves on the north and east sides of the connection vault. b.close the valve at the 30-inch x 24-inch tee north of the connection vault. c.open the water valves to the stilling tubes. d.open all the valves in the valve vault. 5.3 Hyalite Intake The Hyalite intake consists of a concrete spillway and earth berm constructed in 1957, and a new surface intake structure constructed in 2005 and 2006. The surface intake facilities are attached to the east end of the spillway and completely replaced the previous surface intake. The intake serves an irrigation ditch and two transmission mains: the Hyalite primary transmission main and the Hyalite secondary transmission Main. No additional improvements are proposed with this project. The existing facilities are described below. the intake. Bozeman Hyalite/Sourdough WTP Replacement Project Page 5-26 Bozeman Hyalite/Sourdough WTP Replacement Project Page 5-27 fl Section 5. Intakes and Raw Water Transmission MORJSON am MAKE,= 5.3.1 Existing Facilities The Hyalite intake is a surface intake that consists primarily of a spillway structure with an earth containment berm on the west side and an intake building on the east side. Other facilities include an irrigation ditch intake, flow meter vault, retaining walls and other miscellaneous items. The intake building houses a series of underground concrete vaults that utilize two large stainless steel tee screens to provide screened raw water to the Hyalite primary and secondary transmission mains. Flow.control is provided at the intake for the older (secondary) transmission main, which operates under open channel flow. Although fine screening is routinely provided for both transmission mains, under unusual circumstances unscreened water may enter the secondary transmission main. 5.4 Raw Water Transmission Facilities Raw water is brought to the City's water treatment plant on Sourdough Canyon Road from two separate water sources: Bozeman Creek and Hyalite Creek. The Sourdough intake, on Bozeman Creek, is the City's base (primary) water source and must be utilised to the maximum extent possible while meeting stream flow and water rights constraints. The Hyalite intake, on Hyalite Creek, provides supplemental flows during periods of high demand. Raw water is delivered from the Sourdough intake through a single transmission main. With the addition of the proposed infiltration intake, there will be two modes of operation: • Primary Operation: When the proposed infiltration gallery is in use, the transmission main will operate under pressure flow with flow control provided at the WTP. • Secondary or Emergency Operation: When the existing surface intake is in use, the transmission main will operate under open channel (gravity) flow with flow control provided at the intake. Raw water is delivered from the Hyalite intake through two separate transmission mains. Due to the presence of two transmission mains, there will be two modes of operation: • Primary Operation: The newer transmission main, primarily 24-inch diameter, is considered the primary transmission main and operates under pressure flow with flow control provided at the WTP. • Secondary or Emergency Operation: The older line, primarily 21-inch diameter, is considered the secondary or backup transmission main and operates under open channel (gravity) flow with flow control provided at the intake. The following sub-sections describe the facilities, operation and operational constraints of the three transmission mains with respect to their capacity to deliver raw water to the water treatment plant. Backwash operations for the proposed Sourdough infiltration intake facility that utilize the Sourdough transmission main and the Hyalite primary transmission main, are described in Section 5.2.4. The three transmission mains are shown on Figure 5-16. G+~' Bozeman Hyalite/ Sourdough WTP Replacement Project Page 5-28 fl Section 5. Intakes and Raw Water Transmission No MORMON nJ MAUERLE.nc 5.4.1 Sourdough Transmission Main Existing Facilities The original 18-inch diameter Sourdough Transmission Main has been replaced in segments over the years, and now exists as a 30-inch diameter pipeline throughout with a total length of about 6,700 feet. The current alignment, line lengths and years of construction are shown on Figure 5-7. The pipeline is made up of segments of ductile iron pipe, reinforced concrete pipe, and concrete cylinder pipe. There is a low point on the reinforced concrete portion of the pipeline having a maximum operating pressure rating of 100 psi. This point defines a . constraint on the use of this pipeline for backwash of the proposed infiltration intake, but is not a limitation for transmission of raw water from either the existing surface intake or the proposed infiltration intake. The Sourdough transmission main currently operates under open channel flow conditions (i.e., pipe flowing partially full), with flow control at the intake. The line's pressure rating is limited to 100 psi by the reinforced concrete (RCP) portion of the pipeline, which starts at the water treatment plant. The maximum line pressure occurs at the RCP/irrigation ditch crossing near the treatment plant. Based on estimates made from the record drawings, maximum static line pressure at the RCP/irrigation ditch crossing would increase from about 52.8 psi using the surface intake to about 54.7 psi using the proposed infiltration gallery intake, still well below the rated maximum for this pipe. At the maximum design flow of 400 miner's inches (10 cfs), flow velocity would be about 2 feet per second. Therefore, head losses will remain low and the line will respond to flow control at the treatment plant. Proposed Facilities To allow full flow conditions using the proposed infiltration gallery, air, release valves should be added at all existing and proposed high points on the line. Other than the treatment plant and intake ends of the pipeline, only one existing high point was identified on the record drawings, at the D.I.P/CCP connection point located about 1,300 feet south of the intake (see Figure 5-7). A stream crossing would be required to access this high point. A second high point, also requiring an air release valve, will be created at the south end of the proposed intake's header pipe. 5.4.2 Hyalite Transmission Mains No additional improvements are proposed to the existing Hyalite primary and secondary transmission mains, except for connections at the water treatment plant as described in Section 5.4.3. The existing facilities are described below. Hyalite Primary Transmission Main The Hyalite Primary Transmission Main was installed in 2005 and 2006 and has a total length of about 22,900 feet. The upstream 1,700 feet is made of 30-inch ductile iron pipe, and the rest is made of 24-inch ductile iron pipe. The pipeline is designed for pressure flow, and provides higher operating head to the water treatment plant than the secondary transmission main. fl Section 5. Intakes and Raw Water. Transmission MORMSON ad MAIERLE m Hyalite Secondary Transmission Main The Hyalite Secondary Transmission Main was installed in 1957 and has a total length of about 20,100 feet. Starting at the upstream end, the pipeline is made of about 200 feet of 24-inch ductile iron pipe, 18,000 feet of 21-inch reinforced concrete pipe, and 1,900 feet of 18-inch reinforced concrete pipe. The pipeline is designed for open channel (gravity) flow, and provides much less operating head to the water treatment plant than the primary transmission main due to an open-air gradient box manhole located about 1,900 feet upstream of the water treatment plant, at the start of the 18-inch pipe. In terms of pressure, pipe materials are not a limitation for open channel (gravity) transmission of raw water through this line as currently configured. However, sealing or otherwise modifying the gradient box to allow increased line pressure and capacity is not recommended, and could be a concern due to seal damage and leaks either created or enlarged by the increased pressure (refer to Hyalite Water Transmission Main and Raw Water Intake Project - Pre-Design Report, May 2003, Morrison-Maierle, Inc., Chapter 5.3.5). 5.4.3. Connection Facilities at the Water Treatment Plant Site The proposed WTP building will be constructed several hundred feet north of the existing inlet meter vault, where the three transmission mains now terminate. To maintain flexibility at the proposed WTP, all three transmission mains will be extended to the new plant from the vicinity of the existing connection building and inlet meter vault at the southwest corner of the existing WTP building. These connections will involve some modifications to existing piping outside the existing WTP building. Additionally, some temporary connections will be needed to allow uninterrupted use of the existing WTP while the proposed plant undergoes construction, testing and commissioning. This sub-section describes the existing and proposed facilities at the WTP site that are required for raw water delivery to both WTP buildings during and immediately following proposed WTP construction. Existing Facilities Existing facilities at the WTP related specifically to raw water transmission include a connection building, inlet meter vault, head tower, and an overflow drain line. The connection building provides flow control for the Hyalite primary transmission main. Raw water leaving the connection building merges with raw water from the Hyalite secondary transmission main at a connection tee, and the combined flow enters the inlet meter vault. The Sourdough transmission main also enters the inlet meter vault, and the combined flow from all three transmission mains enters a head tower located in the southwest corner of the WTP building. The head tower's overflow weir sets the operating head for the water treatment plant. Overflow water is wasted by discharge into a 24-inch ductile iron drain line that runs west to Bozeman Creek. Bozeman Hyalite/ h WTP Re lacement Pro ect Pa a 5-29 :' Y R P ) R 1 2 3 4 5 1 6 1 7 1 8 SOURDOUGH TRANSMISSION MAIN (from record drawings) End Point Year Installed Length (ft.) Diameter Material i~ Water Treatment Plant concrete cylinder reinforced concrete D class 150 ductile iron class 51 ductile iron Sourdough Intake class 150 ductile iron TOTAL LENGTH : 6,677 WATER `'MEATMENT I' -97.'say~ ~ ~ ~ `~ti y~ ' • 4 - ~-~ ~.~_ _ 2, L •-+9i . . ir' F r i s -~ i.r- -L r. [C• ~ ls,, ( . -'~.~ '~ i_fe'. G ilk, I J f r•--..s ~ ~'~~ ks ` ~` i ' r r~ r,_-_., .' 11 _+ 't',+, 1t9 ! - - mot` i t ,,,r Zo02`.- -- .J -va r; / ` - ~s -- ~ ~~'r.~''r- ~~ ACCT- , a ~.,`--.'--ter . _- ~ tir~~ -~ ~ ~- A _ f - J 0 ••, _ ., rte.'. - ' , # - rre.. - ''~,~ `` ~ j--Cl ENT' - '~ ; r .ter- ~..~.~..-,~ .....-t _y/r -,"~'"`. , i1 - _-~_ ~r~ vu IAL'iGNMENT ~-~'r :''"- y, •y _ .- FOR SERVICE ROAD ~,•';,-:.C's r _ -n' j .5 sir''_ 1 -'~'g' __ ~" - ter . - ~- " ~L•~j~ - ~ ,~- t _• ,*LO"-, INT f i d" _ "- IRRIGATION DITCH-A w ,, _ LOW PO . - --- -- IGI;I•-POIOIL NT ,_„~•"_ F"''~ •,~, . '' - C B ( IN ` EET ) A i~ MAIERLE tNc MORRISON m 0 I 400 ,mrs E,vm:¢ r ISSUE . -t DATE l DESCRIPTION --L ell • i r ~ PROJECT NUMBER PROJECT MANAGER DESIGNED BY CHECKED BY DRAWN BY 2105.055 MGH i Bozeman, Montana k 2010 Water Treatment Plant City of Bozeman 1 i SOURDOUGH TRANSMISSION MAIN \210,0055\ACAO\EXHIBIT :f- 2PUROGH A.414 DV FILENAME SCALE I"=400' A fl Section 5. Intakes and Raw Water Transmission MORRISON VA MAIERLE m Proposed Facilities Proposed facilities at the WTP related specifically to raw water transmission include extensions to the three transmission mains and drain line to the proposed WTP building, and a connecting bypass line from the Hyalite primary transmission main to the Sourdough transmission main that is needed to provide backwash water to the proposed Sourdough primary (infiltration) intake. Proposed facilities are shown schematically on Figure 5-8, and are described below. Transmission Main Extensions The inlet meter vault will be removed, and its functions will be moved into or near the proposed WTP building. The existing connection building will remain in use with the proposed WTP, to provide flow metering and control for the Hyalite primary transmission main as it does now. Similar equipment will be installed in the proposed WTP building to control pressure flow from the Sourdough transmission main. The transmission mains will be extended as follows: • Sourdough Transmission Main Extension: This extension will connect west of the inlet meter vault, and will extend north to the proposed WTP. The line will be split outside the building using valves to route pressure flow (primary operation) to flow metering and control equipment, and gravity flow (secondary and emergency operation) to a head tower and/or an alternate, pressure wasting system inside the proposed WTP building. • Hyalite Primary Transmission Main Extension: This extension will connect northwest of the existing connection building, and will extend to the proposed WTP. A temporary connection will be made west of the inlet meter vault, and will be used until the proposed WTP is tested and commissioned (see "Temporary Connections"). • Hyalite Secondary Transmission Main Extension: This extension will connect west of the inlet meter vault, and will extend to the proposed WTP. The line will discharge into a head tower and/or an alternate, pressure wasting system inside the proposed WTP building. Head Towers and Overflow (Wasting) Systems The Hyalite secondary transmission main will operate only under open channel (gravity) flow conditions with flow control provided at the intake, and the Sourdough transmission main will operate in this manner when the existing surface intake is used. Head towers, or a combined head tower structure, are proposed to stabilize fluctuating gravity flow through these two pipelines and provide for wasting of excess water. It may be feasible, and would be preferable in terms of plant operations, to bypass the head towers and use some type of pressurized flow control and wasting system. However, head towers with raw water pre-screening equipment should be included as a backup system for use in the event that unscreened water is supplied to the WTP. A head tower is not required for the Hyalite primary transmission main, which will only operate under pressure flow conditions and with screened raw water Bozeman Hyalite/ Sourdough WTP Replacement Project Page 5-31 TREATED WATER TRANSMISSION MAIN (ABANDONED) TREATED WATER TRANSMISSION MAIN (PRIMARY) TREATED WATER TRANSMISSION MAIN (BACKUP-NOT USED) co PROPOSED I WATER I' TREATMENT PLANT tl OVERFLOW/DRAIN LINE (PRIMARY) HYALITE SECONDARY FOUNDATION DRAIN LEGEND -DL-- DRAIN LINE EXTENSION SOURDOUGH TRANSMISSION MAIN - - EXTENSION = SOURDOUGH BACKWASH LINE SOURDOUGH BLOWOFF DRAIN LINE = HYALITE BLOWOFF DRAIN LINE HYALITE PRIMARY TRANSMISSION MAIN EXTENSION (SEE NOTE) CONNECTION BUILDING PROPOSED PRESSURE -.613N>- -=•=SBO- -- HBO - ---Hp- _H8- BUTTERFLY VALVE (TYP•) CITY OF BOZEMAN CONNECTIONS AT WATER TREATMENT PLANT NOTE: THE HYALITE PRIMARY TRANSMISSION MAIN (HP) WILL BE INSTALLED TO A TEMPORARY CONNECTION POINT UNTIL THE NEW WATER TREATMENT PLANT IS COMMISSIONED, THEN WILL BE EXTENDED TO A FINAL CONNECTION POINT WHEN THE EXISTING WATER TREATMENT PLANT IS TAKEN OFF LINE. • c~ 1 m' U ROOF DRAIN LINE CL2 DRAIN g0 WTP SANITARY A 1 SEWER SERVICE 50 0 \\pQ% OOR RAIN GALLERY SURGE BASIN DRAIN RETURN LINE IF LINE 0 ( IN FEET ) RECYCLE SD DISCHARGE LINE 18 DI GALLERY: DRAIN.J i CHEMICAL FEED LINES 12 W 4 PVC 2401 RESIDENTIAL SANITARY SEWER SERVICE 24 RCP I a u BACKWASH BAS GRAVITY OUTLET LINE INLET HEADER (ABANDONED) Q c~ /--BYPASS LINE EXISTING WATER TREATMENT PLANT N RECYCLE WATER LINE OVERFLOW/DRAIN LINE (SECONDARY) ON-SITE STAFF RESIDENCE (SINGLE FAMILY HOME) DRAIN /" LINE 12 CI INLET METER VAULT INLET BOX 24 DI PROPOSED REPLACEMENT ~f WEST DRAIN MANHOLE HP (TEM P?) ]r-j HP (FINAL) REMOVE EXISTING WEST DRAIN MANHOLE 6D 6D TRANSMISSION MAIN HBO P RC ' ~a TRANSMISSION MAIN j FOUNDATION DRAIN ,~ Gam/ i\ SOURDOUGH i G- G REDUCING VALVE VAULT HYALITE PRIMARY TRANSMISSION MAIN HYALITE SECONDARY TRANSMISSION MAIN EXTENSION MORRISON AN MAIERLE, INC. An Idmpb.mOvnnd Cango> SOURDOUGH TRANSMISSION 0 = CONNECTION POINT MAIN (ABANDONED) DATE • 02/2010 FIGURE FIG. 5-8 fl Section 5. Intakes and Raw Water Transmission m MORRISON NJ MAJERLE.Nc Drain Line Extension The existing drain line is a 24-inch gravity line running from the existing WTP to Bozeman Creek. Pipe length from the stream outfall to the west drain manhole (located about 40 feet west of the existing WTP building) is 563 feet. It is proposed to extend the drain line from the west drain manhole to the proposed WTP building using approximately 290 feet of 30-inch ductile iron pipe. It appears that the drain line can be extended at the proposed alignment and still maintain adequate soil cover. Preliminary calculations indicate the extended drain line will have a capacity of 24.2 MGD, which is greater than the combined (Sourdough + Hyalite) primary raw water transmission capacity of 23.96 MGD. If the proposed WTP and raw water supply capacity are increased beyond the scope of this project, a second drain line may be required. All drain lines from the existing WTP need to remain operational during construction and commissioning of the proposed WTP. These drain lines can be connected to the proposed drain line extension, or the discharge water can be pumped and discharged to a drain line manhole, surface outlet or to the existing WTP as appropriate. Once the proposed WTP is commissioned, the connections to the existing WTP can be plugged or removed if no longer needed. Backwash Connection Line During backwash of the proposed Sourdough primary (infiltration) intake, backwash water will be supplied by the Hyalite intake by routing a portion of the Hyalite flow through a proposed backwash line that bypasses both the existing and proposed WTP buildings. The backwash line will be located west of the existing connection building, as shown on Figure 5-8. Unobstructed flow from the Hyalite intake would charge the Sourdough transmission main to a static pressure of up to 127 psi at its lowest point, the RCP/irrigation ditch crossing. Since the existing RCP is rated to 100 psi maximum, a pressure reducing valve will be required on the proposed bypass line to assure that pressures do not exceed 100 psi at the low point. The backwash connection line will be closed except during backwash activities. Temporary Connections Temporary connections will be necessary in order to operate the existing and proposed WTP buildings simultaneously while the proposed (newly constructed) WTP undergoes testing and commissioning. The number and location of planned temporary connections is subject to change as final design proceeds, and will be dependent on construction phasing. When the existing WTP is no longer needed, the temporary connections will be removed. With respect to construction of the proposed raw water transmission and wasting facilities, the following temporary connections are anticipated at this time (refer to Figure 5-8). Additional temporary connections not listed here will be required for facilities unrelated to raw water transmission and wasting. Bozeman Hyalite/Sourdough WTP Replacement Project Page 5-33 fl Section 5. Intakes and Raw Water Transmission 0i MORMON NA MAJERIE,nc • Treated Water Transmission Mains (Primary and Backup): The four proposed raw water transmission main/drain line extensions will need to cross the existing treated water transmission mains. • Miscellaneous Drain Lines: Several gravity drain lines leave the existing WTP building and either cross, or run parallel to, the four proposed raw water transmission main/drain line extensions. Temporary pumping or piping will be needed to collect water from these lines and, depending on the water source, to discharge it to either surface water or to the existing WTP backwash basin as appropriate. • Hyalite Primary Transmission Main Extension: As it leaves the connection building, the existing Hyalite primary transmission main drops steeply to cross under the existing Sourdough transmission main, and then rises abruptly to terminate at a tee just west of the inlet meter vault. This tee connects the Hyalite primary and secondary transmission mains. At this time, we anticipate installing a temporary replacement tee at this location to connect the existing Hyahte'primary transmission main to its proposed extension and to the existing WTP. After the existing WTP is taken off-line, the connection to the existing WTP can be removed, and the numerous vertical bends and other fittings in the vicinity can be removed and replaced with a single 90° horizontal bend. • Temporary Power Line: An overhead power line exists above the proposed alignment for the four proposed raw water transmission main/drain line extensions. Rather than working under this line with heavy equipment, the Contractor may prefer to temporarily relocate it. The above list is not comprehensive; the need for additional temporary connections may be identified during final design. 5.5 Operations Due to the raw water delivery system having three transmission mains, two existing intakes and one proposed intake, several modes of operation will be possible. These have been broken down into primary, secondary and emergency operational modes. Each mode of operation will have its own unique flow capacity and pressure. In every case, it is intended to provide as much operational (residual) head at the WTP building as possible. Maximum pressure that will be available for pretreatment processes at the WTP has been estimated based on the maximum flow rate that can be supplied for that particular operational mode. Lower than maximum flow rates will result in higher residual head values. Primary operation will utilise transmission facilities delivering the highest possible flow rate and residual pressure to the WTP; this residual pressure can be used for pre-treatment processes in the proposed WTP. For both raw water sources, primary operation will include fine screening at the intake and flow control at the WTP. Wasting of excess raw water will be through the use of blowoff valves discharging to an extended drain line. Secondary operation will utilize open channel (gravity) transmission to the WTP from the existing surface intakes at Hyalite Creek and Bozeman Creek. For both raw water sources, flow control will be provided at the intake. Under normal operation fine screening will be Bozeman Hyalite/Sourdough WTP Replacement Project Page 5-34 IDR Section 5. Intakes and Raw Water Transmission ]MORRISON 21 MNERLE,. provided at the intake; this is considered secondary operation. Emergency operation covers the possibility that fine screening at the intake needs to be bypassed, resulting in unscreened water flowing through the Hyalite secondary transmission main and/or the Sourdough transmission main. Wasting of excess raw water will occur as overflow from a head tower or an alternate wasting system. Under emergency operation, the flow entering the treatment plant needs to be pre-screened in order to keep large sticks, leaves, fish and other debris out of the plant. Following emergency operation, accumulations of these materials in the head tower may need to be removed or routed through the drain line extension. Excess raw water will be discharged to the extended drain line and into Bozeman Creek west of the WTP. Bozeman Creek Supply • Primary Operation: Primary operation of the Bozeman Creek water supply will utilize screened water from the proposed infiltration intake and the existing Sourdough transmission main, which will provide pressure flow with flow control at the WTP. At the WTP, water in the Sourdough transmission main will be routed directly to flow control equipment located inside the proposed WTP building. If the infiltration intake is not constructed, the secondary mode of operation will apply and will become the primary mode. • Secondary Operation: Secondary operation will urili7e screened water from the existing surface intake and transmission main, with flow control provided at the intake. At the WTP, water in the Sourdough transmission main will be routed through a transmission main extension to a head tower or an alternate wasting system. The head tower or alternate system will divert excess raw water to the proposed drain line extension. • Emergency Operation: Emergency operation will utilize unscreened water from the existing surface intake and transmission main, with flow control provided at the intake. At the WTP, water in the Sourdough transmission main will be routed through a transmission main extension to a head tower or an alternate wasting system. The head tower or alternate system will pre-screen the unscreened raw water before it enters the WTP, and will divert unscreened excess raw water to the proposed drain line extension. Hyalite Creek Supply • Primary Operation: Primary operation of the Hyalite Creek water supply will utilize screened water from the existing intake and the Hyalite primary transmission main, which will provide pressure flow with flow control at the WTP. At the WTP, water in the Hyalite primary transmission main will be routed through flow control equipment inside the existing connection building, and then will continue north through a transmission main extension and into the proposed WTP building. • Secondary Operation: Secondary operation will utilize screened water from the existing surface intake and the existing Hyalite secondary transmission main, with flow control provided at the intake. At the WTP, water in the Hyalite secondary transmission main will be routed through a transmission main extension to a head tower or an alternate wasting system. The head tower or alternate system will divert excess raw water to the proposed drain line extension. r~- R.1P, Bozeman Hyalite/ Sourdough WTP Replacement Project Page 5-35 38.63 37.32 SOURDOUGH TRANSMISSION MAIN Primary Operation (capacity = 6.46 MGD) Screened Water from Infiltration Intake 39.44 I Residual Pressure at the Proposed Water Treatment Plant (psi)' 6.58 - 10.00 13.31 , 20.12 ~ 27.08 31.72 4.25 6.46 8.60 , 13.00 ; 17.50 20.50 Description flow rate (cfs) 3.09 flow rate (MGD) 2.00 Secondary Operation (capacity = 4.25 MGD)2,3 Screened Water from Surface Intake Emergency Operation (capacity = 4.25 MGD)2-3 Unscreened Water from Surface Intake HYALITE TRANSMISSION MAIN Primary Operation (design capacity = 17.50 MGD)4 Screened Water, Primary Transmission Main 111.46 107.24 100.56 ; 91.79 66.92 , 30.15 ; 1.23 Secondary Operation (capacity = 8.60 MGD)2 Screened Water, Secondary Transmission Main 33.65 33.31 32.76 32.01 Emergency Operation (capacity = 8.60 MGD)2 ' Unscreened Water, Secondary Transmission Main 33.65 33.31 32.76 32.01 36.98 36.36 36.98 . 36.36 , - I - I fl Section 5. Intakes and Raw Water Transmission MORRISON enr1MAIEUtz • Emergency Operation: Emergency operation will utilize unscreened water from the existing surface intake and the existing Hyalite secondary transmission main, with flow control provided at the intake. At the WTP, water in the Hyalite secondary transmission main will be routed through a transmission main extension to a head tower or an alternate wasting system. The head tower or alternate system will pre-screen the, unscreened raw water before it enters the WTP, and will divert excess raw water to the proposed drain line extension. Preliminary Hydraulic Summary Due to the multiple modes of operation and the effect of flow rate on the residual pressure available for pretreatment processes at the WTP, preliminary hydraulic calculations are provided in a hydraulic summary table (Table 5-2.). Preliminary hydraulics are based partially on proposed system components; therefore, they are subject to change as final design proceeds. TABLE 5-2: Hydraulic Summary NOTES: 1.Residual pressures are at the proposed WTl' finished floor elevation of 5207.00, and assume pressure flow to the WTP with no head tower or other facilities open to atmospheric pressure. If a head tower is used, residual pressure is limited by the head tower's overflow elevation. 2.Under gravity flow conditions, the indicated residual pressure at the Wl"P is based on back-pressuring the transmission main to the maximum possible headwater depth without affecting intake or transmission main operation or capacity. Full uti l iza t ion of the indicated pressures wi l l require the use of a pressure wasting system at the Vl/CP. 3.The capaci t y of the exis t ing Sourdough surface intake has not been determined, but is assumed equ a l to the current demand. 4.Design capaci t y of the existing Hyalite intake is 17.5 MGD, but the intake was oversized to a llow for parti a l blockage of the tee screens.'I'he c a lculated capacity of the Hyalite prima r y transmission main is approximately 20.5 MGD. N:\2105\055\Prellesign Does\Reports\Section 5 Intakes and Raw Water Transmission\Section 5 Intakes and Raw Water '1'ransmission.doc Bozeman Hyalite/ Sourdough WTP Replacement Project Page 5-36 TOF EL 5298.47 r I I I I I J(~Y NOTES- SEE ARCHITECTURAL FOR STAIR FRAMING LAYOUT AND DIMENSIONING O 0 N TOF EL 5307.55 %%%S% FOUNDATION WALL CORNER INTAKE BUILDING - FOUNDATION PLAN 3/8.. I'-0" CITY OF BOZEMAN - HYALITE / SOURDOUGH WATER TREATMENT PLANT REPLACEMENT IM0RRIS0N _] .JJ MAIERLE, INC. 24'-0" n B I I I I I 1A 0 D 6'-8' FOOTING INTERSECTION. TYP 1 \ 1 1 i F- n X FOUNDATION X%%SX WALL INTERSECTION • STEP FOOTING. TYP i- O O O O MECHANICAL HOUSE KEEPING PAD. COORDINATE LOCATION WITH MECHANICAL/ PROCESS DRAWINGS. SEE STANDARD DETAILS FOR CONSTRUCTION AND REINFORCEMENT REOUIREMENTS I TOC EL 5302.68 c z SEE STANDARD CONCRETE REINFORCING DETAILS ON SHEET 1600SO2. HORIZONTAL AND/OR VERTICAL CONSTRUCnON JOINT N.T INDICATED. SEE STANDARD DETAIL ~-3311-1. AND SPECS FOR JOINT REOUIR • ` EMIT PROPOSED JOINT LAYOUT LOCATION W/ REBAR SHOP DRAWING SUBMITTAL ALL CONSTRUCTION JOINTS BELOW GRADE REQUIRE 6" WATERSTOP A 6 - /~-_ /_j I\ L- - I I REFER TO CIVIL/MECHANICAL/PROCESS DRAWINGS FOR LOCATION OF ALL PIPE OPENINGS IN FLOOR AND WALL REINFORCE I 1 f 1 I OPENINGS PER STANDARD DETAILS i J / C) TYP %X%S% FOOTING CORNER 30'-8" DATE MorCh, 2010 INTAKE BUILDING - FOUNDATION PLAN FIGURE NOR F~'w-rup, Nc. 24'-0' MASONRY CORNER, TYP X D \ ( C S xV.- v c TOC EL TOC EL > r 5305.80 5305.80 JAY NOTES; L O REFER TO CML/MECHANICAL/PROCESS DRAWINGS FOR LOCATION AND ELEVATIONS OF ALL PIPE OPENINGS. REINFORCE PIPE OPENINGS PER STANDARD DETAILS Yr` O O O O O O O O l0 11 12 S >. RD DETAILS -15505-2jj THRU x.5505-3. FOR ALL STEEL STAIR FRAMING ANs .1 CTION REQUIREMENTS. u r <r r, 0 SEE MECHANICAL DRAWINGS FOR ALL REQUIRED OPENINGS IN CMU WALL. SEE DETAIL 4/0100506 FOR WALL REINFORCEMENT REQUIREMENTS. <^ . r i' j EXI STINC f INTAKE STRI.ICTIJP.E D n ~ v' \Y SEE ARCHITECTURAL DRAWINGS FOR ALL CMU CONTROL JOINT LOCATIONS AND DETAIL REQUIREMENTS c ~ EXTERIOR P SLAB, TYP 6'-8' SEE SHEET OOOOAO1 FOR MECHANICAL ENCLOSURE WALL LAYOUT. 0 TOC EL yf.~C"-;~h~; .,~% ~"~`r. \ •Y'r.' \r'w'~C'X Y X ~~'4rlC : V r''a'~' ~/'rrv`r''> '.~ \~ .t \ V V '~ ~n> , ~,r 5311.05 b PROVIDE GALVANIZED LOOSE STEEL LINTELS AT MASONRY VENEER OPENINGS. FOR CLEAR SPAN <= 4'-0" USE L4x4x3/8. FOR CLEAR SPAN > 4'-0" AND <= 8•-6" USE L6x4x3/8, AND FOR CLEAR SPAN > 8'-6" USE L8x4x3/8. r\ 0 h c X \MASONRY '1 XXXS)L41NTERSECTION,. r~ yr c v CONCRETE SLAB-ON-GRADE CONTROL JOINT LAYOUT NOT SHOWN. CONTRACTOR IS REQUIRED TO SUBMIT PROPOSED JOINT LAYOUT TO ENGINEER FOR APPROVAL PRIOR TO POURING SLAB. SEE DETAIL 3/OIOOSO6 FOR CONTROL JOINT REQUIREMENTS. r 0 c i c t c < • 4'-8' 1 ua e c 0 M L i~ G ~ TOC EL 0 N 0 DRAIN 5311.05 c r. e -6 SLAB- r a e r a~. . D `L XS ON ON-GGRADRAD E G r e e . r F .. c, c J 0 c TOC EL r < J 531 1.05 / y r r lr A X FOUNDATION WALL CORNERDOOLXS 30'-8" INTAKE BUILDING - FOUNDATION/FLOOR FRAMING PLAN 3/8" = 1'-0" DATE CITY OF BOZEMAN - HYALITE % SOURDOUGH WATER TREATMENT PLANT REPLACEMENT March, 2010 INTAKE BUILDING - FDN/FLOOR FRAMING PLAN FIGURE M0RRIS0N J& MAIERLE, INC. HDR Ergim..oq K a o Z I US 2 N Q 2 2w w SIM~ L • N W N W N a_ N a 0 I7YP N a 0 n n n I i 2.-0" OUTRIGGER EXTENSION, 7YP 1 1J~ NOR E~gln-~hq, Yt. March, 2010 DATE FIGURE -, i -i U MORRISON MAIERLE, INC. CITY OF BOZEMAN - HYALITE / SOURDOUGH WATER TREATMENT PLANT REPLACEMENT INTAKE BUILDING - ROOF FRAMING PLAN PSF nTyp KEY NOTES; Ot HORIZONTAL JOIST BRIDGING NOT SHOWN FOR CLARITY PROVIDE BRIDGING FOR ALL OPEN WEB STEEL JOISTS PER MANUFACTURERS REOUIREMENTS CONNECT BRIDGING TO WALL PER DETAIL EE/OtOOSO6. SEE ARCHITECTURAL FOR LAYOUT AND EXTENTS OF AWNING O 2'-3^ 14K3 ® 4' -0" O.C TYPI { HSS Oi"x2Y2"YA" OUTRIGGER, TYP H) INTAKE BUILDING - ROOF FRAMING PLAN 3/a' 1 tYz' DEEP, 20 GAUGE. 060 GALVANIZED STEEL DECK N o~ z oz x v 3 m O ~ x W a~ HD P~ 8" SPLIT FACE CMU, SOLID GROUTED Sim 8" SPLIT FACE CMU, SOLID GROUTED T T CMU WALL I I i BEYOND I I I B5 ® 32" O.C. HORIZONTAL I i 9 RISERS ® 7" = 5.25' TOC El =531 t .05 I #5 ® 32" O C. VERTICAL 10 TREADS 0 10.3" = 90' I I - --I-- ~ 6" SLAB- ON-GRADE 1/2- PREMOLDED 15 VERTICAL, MATCH Ad-\ TOC EL 0 -53111 05T- TOC EL =531 0.05 TOC EL I~ JOINT FILLER (PJF) CMU VERTICAL SPACING ~-3~ 5~- I t .o I "x4" BEVELED CHAMFER. \ 6" SLAB- ON-GRADE CONTINUOUS STAIR CONNECTION TOC EL 05505-28 STAIR TREAD <05505-32>, 6' SLAB- ON-GRADE a. 5 TOC EL =5303 80 TOC EL 0 .80 ` EXISTING INTAKE GRATING AND SUPPORT 85 ® 12" O.C. HORIZONTAL I I I STAIR CONNECTION 05505-27 ,95 2 ® 12" O.C. DOWEL, CENTERED IN WALL 1'-4• 1'-4" 1'-4'1 -4- 1 d5 ® t2" O.C t'- TRANSVERSE TOC EL EXISTING INTAKE VAULT TOC EL =5298.x7 TOC EL =5298.a / =T~ 5298 a -5307.55 (3))94 LONGITUDINAL OI FOUNDATION SECTION i l I'-O_ 3/8 0 FOUNDATION SECTION I I 3/8- 1'-0" FOUNDATION SECTION n~ 3/4- = 1'-0- ► 1) 0100501 oloosa OIOOSOI 8" SPLIT FACE CMU. SOLID GROUTED 95 ® 32. O.C. VERTICAL 8" SPLIT FACE CMU, SOLID GROUTED #5 VERTICAL, MATCH CMU VERTICAL SPACING I r EXISTING INTAKE Y GRATING AND SUPPORT ( 85 ® 32" O.C HORIZONTAL I"m4" BEVELED CHAMFER, CONTINUOUS 70C EL =5301 OS TOC EL -531 1.05 e n I 1/2- PREMOLDED 95 ® 12" O C.. EACH JOINT FILLER (PJF) WAY, EACH FACE 6" SLAB- ON-GRADE L 6' SLAB- ON-GRADE EXISTING INTAKE ~G RATING AND SUPPORT ¢5 DOWELS ® 12" O.C.. TO~ EACH FACE T.C EL 5305 80 #5 ® 12- OC 80 #5 ® 12- O C.. EACH TRANSVERSE WAY, EACH FACE TOC EL -_29 : 29: 4 EXISTING INTAKE VAULT i b 195 L DOWELS ® 12" O.C.. EACH FACE 10 5/8" 3)®4 LONGITUDINAL TOP AND BOTTOM 4'-0" 10 5/8- III #5 0 12- TRANSVERSE.C FOUNDATION SECTION ( I EXISTING INTAKE VAULT TOC EL TOC EL = 298 4 -5307.55 O]ODS01 1/2 1 -0 0 DATE CITY OF BOZEMAN - HYALITE / SOURDOUGH i (3)#4 TOP AND NBOTTOIMAL WATER TREATMENT PLANT REPLACEMENT March, 2010 2'-8" FOUNDATION SECTIONS AND DETAILS FIGURE FOUNDATION SECTION nE1 FOUNDATION SECTION nD1 -~ M0RRIS0N J~ MAIERLE, INC. OIOOS01 3/6- = t'-0" OIOOS01 1/2" - 1'-0- GROUNDWATER ANTICIPATED NEAR EXCAVATION BOTTOM, DEWATERINC MAY BE REQUIRED. IF GROUNDWATER CAN NOT BE TOLERATED, AS DETERMINED BY ENGINEER, A SUBFLOOR AND PERIMETER DRAINAGE SYSTEM WILL BE REQUIRED AT THE CONTRACTOR'S EXPENSE. KOp lr,glMe.4q, K IM0RRIS0N JJ~ i MAIERLE,1NC COMPRESSOR ROOM 4' DRAINAGE GRAVEL 70C EL =5311.05 T~. 311.0 r, kl~ :vas.,. +~_ ,r. '~6.4;: :'.•_.._....:.-..`*.iiu II„h r I FINE SCREENINGS ROOM ;n WATERPROOFING/ DAMPROOFING PER SPECIFICATIONS COMPACTED STRUCTURAL BACKFILL EXCAVATION SLOPE PER OSHA GUIDELINES COMPACTED STRUCTURAL 13ACKFILL r TOC EL 4!f. :i. 't: ¢14~ L Lr,il 3~r~~ I~-,~.",jjS Ird !.•.i~~~ ij`- ~I~~':~ ~T~?(_.:;~.1~.71L~~1 .il~~lk.~l_, i~+..:11_.C_,(i ~i~'~,[.~ti SUBEXCAVATE ALL EXISTING FILL AND SOFT. WET CLAY FROM BENEATH BUILDING FOUNDATION AND SLAB DOWN TO NATIVE GRAVELS. FOR BIDDING PURPOSES ASSUME NATIVE GRAVEL LAYER EXISTS AT BOTTOM OF EXISTING INTAKE STRUCTURE (ELEVATION 5296.97). REPLACE EXCAVATED AREA WITH STRUCTURAL FILL, PLACED IN 8" MAXIMUM LIFTS AND COMPACTED TO 100% ASTM D698 COMPACTED STRUCTURAL FILL Y ' COMPACTED STRUCTURAL FILL N 2L 1 \- EXCAVATION SLOPE PER :dia1n1,dUitt6~`+. l .~~L. ji}.:,!; OSHA GUIDELINES ~-= It NATIVE GRAVEL CITY OF BOZEMAN - HYALITE / SOURDOUGH WATER TREATMENT PLANT REPLACEMENT DATE March, 2010 FOUNDATION SECTIONS AND DETAILS FIGURE HOOKED CORNER BARS TO MATCH SIZE AND SPACING & LAP TO HORIZ. REINF. U.N.O. LAP STD. HOOK 0 DOWELS PER ACI 318 a g #4 Z-BARS 0 12" MAX. O.C. HORIZ. WALL DOWEL TO MATCH SIZE & SPACING OF HORIZ. REINF_ U.N.O. /- MATCH FDN FND, WALL BEYOND -i-\\-. I r REINF_ STD. HOOK 0 DOWELS PER ACI 318 WALL REINF --- CORNER BARS TO MATCH LAP TO EXT FTC LONITUDINAL REINF FOOTING LONGITUDINAL REINF 7 i T.O. FTG. (SEE PLAN) THICKEN SLAB & EXTEND ACROSS TOP OF FND. WALL 0 OPNG LAP FACE OF FTC PAN SECTION - INTERSECTION SECTION - INTERSECTION PLAN SECTION - CORNER SINGLE MAT R4 X-6, 0 12" MAX. EXTERIOR SLAB, >> BLOCKOUT TOP OF FND. WALL 0 OPENING CORNER BARS TO MATCH SIZE AND SPACING & LAP TO HORIZ. REINF., U.N 0. STD HOOK 0 DOWELS PER ACI 318 SEE FDN. PLAN OPENING I~I TERMINATE VERT. & HORIZ. WALL REINF. 0 OPENING M STD. HOOK 0 DOWELS T.O.SL. SEE FDN./FLR PLAN PER ACI 318 TYP, FTG. REINF. 1 (MAX T.O. FIG. (SEE PLAN) DOWELS TO MATCH SIZE AND SPACING& LAP TO LONGITUDINAL REINF. - (L COAT W/BOND BREAKER B" y-e• #4 F-0 1j_ MAX. MATCH T" ADD HORIZ REINF BELOW BLOCKOUT MATCH SIZE & NUMBER OF TEMINATED BARS a INTERSECTING FTC FND. WALL & FTG . SEE FDN. DETAILS FND. WALL "T". FtC. THICKNES FTC. LONGITUDINAL HORIZ. WALL DOWEL TO MATCH SIZE & SPACING & LAP TO OF HORIZ. REINF., UNO REINF. REINF PLAN SECTION - CORNER PLAN SECTION - INTERSECTION TYP FTG REINF, Fl FVATIoN P DOUBLE MAT NOTFS• I TRANSVERSE & DOWEL REINF. NOT SHOWN. PROVIDE PER FDN. DETAILS. 2. SEE GENERAL STRUCTURAL NOTES FOR LAP LENGTHS. SECTION NOTES* 1. SEE GENERAL STRUCTURAL NOTES FOR LAP LENGTHS. SLAB/FDN. WALL 0 WALL OPNG.I NTS oloosol _ FDN. FOOTING STEP DETAIL I I NTS OIOOS01 FDN. WALL CORNER/INTS. REINF. NTS OIOOSOI FTG. CORNER/INTS. REINF. DETAIL NTS I J I 1 OIOOSOI D: Z 0 um; a QQ W W o: a ~ ~ e z ¢U I~ \a REINFORCING INTERRUPTED BY OPENING ,I I~u I IY .4l T_ _IF ___ SIKAFLEX 2C JOINT SEALANT W/ BACKER ROD I I OPIJG. AS REO'D It. NI ----7Ir\ ~ II v II IT / ~I SAWCUT JOINT, SEE NOTES PROVIDE BARS W/ AREA e 1 CUT SIDE OF BLOCK EOUAL TO INTERRUPTED o Z ~ g GROUT THE (3) VERT.CORES 0 CORNER, PROVIDE (1) VERT. BAR AS INDICATED. W/ MATCHING FDN DOWELS REINF PLACE )4 OF THIS GROUT THE (3) VERT. CORES 0 CORNER, PROVIDE (1)VERT BAR AS INDICATED. W/ MATCHING FDN. DOWELS REINF. EA SIDE OF OPNG. 5 0.3" MAX. SPACING. 6" SLAB W/ ,¢4 0 ~I K 2 I I I I I ~ ( 12" O.C., EA WAY PROVIDE (1)f4x4'-0" DIAGONAL 0 EA_ LAYER OF REINF. - 4 CORNERS VARIES, SEE FON PLAN REINF 0 BOND EMS. LAP PLIC E TYP PROVIDE (1)#4x5'-0" DIAGONAL 0 EA. LAYER OF REINF - 4 SIDES UNDISTURBED NATIVE 6' CRUSHED GRAVEL' SUBGRADE NOTES' 1.SEE FDN. PLANS FOR JOINT LOCATION & SPACING 2.SAWCUT SLAB WITHIN 12 HOURS OF FINAL FLOATING. BOND BEAM REINF STD. JOINT REINF NOTE, OMIT ADDITIONAL REINF. FOR OPENING DIAMETER < 12" COMPACTED MASONRY WALL CORNERS re OIOO NS I T I I SLAB CONTRACTION JOINT (SCJ)n NTS `OIOOSOI 6" SLAB-ON-GRADE DETAIL ( I NTS I OIOOSOI OPENING REINFORCING DETAIL I I I0109SO. S01 NTS 12" DIA LAP SPLICE (TYP. ALL SPLICES) V SCHEOUL ERT. REINF, SEE WALL ROUGHEN SURFACE TO Y" AMPLTUDE (Z)VERT, EARS W/ FON DOWELS. U.N.O. PRE-FABRICATED JOINT REINF T" 0 EA. CRS. OF JT, REINF SPLICE = 6" PREFORMED GROUT CORES ADJACENT TO JOINT & PLACE (2)#5 BARS IN EA CORE. W/ MATCHING FDN DOWELS. U N.O. PVC SHEARLUG STD. JOINT REINF VERT REINF., SEE WALL SCHEDULE SASH BLOCK UNIT UT SIDE OF BLOCK f RECESS SEALANT 1/2 (2)VERT. BARS W/ FON DOWELS, ORNER BARS TO U.N.O. MATCH BOND BEAM REINF ALTERNATE DIRECTION OF HOOK IN WALL) BOND BM. REINF ROUGHEN SURFACE TO 1:" AMPLITUDE SEE ARCH, FOR SEALANT NOTFS; 1 COORDINATE FINAL LOCATION OF M C.J.'S WITH MASON'S BLOCK LAYOUT AND REINFORCING STEEL SHOP DRAWINGS DATE 2 BOND BEAM REINFORCING BARS & JOINT REINF ARE TO STOP AT THE CONTROL JOINTS EXCEPT FOR THE BOND BEAMS WITH CONTINUOUS REINFORCING LOCATED AT THE ROOF AND TOP OF WALLS AS NOTED ON THE DWGS. CITY OF. BOZEMAN - HYALITE / SOURDOUGH BOND BM. REINF BOND SFAM RFINF WATER TREATMENT PLANT REPLACEMENT Morch, 2010 CONTINUOUS INTFSECTIONS la v 3 BOND BEAMS WITH CONTINUOUS REINFORCING SHALL HAVE DUMMY JOINTS PROVIDED IN LINE WITH THE CONTROL JOINTS NOTF' AT PARTITION WALL TO STRUCTURAL MASONRY WALL INTERSECTIONS. PROVIDE JOINTS PER SHT. ARCH FOUNDATION SECTIONS AND DETAILS FIGURE I II MORRISON JAI MAIERLE, INC. HDR Eryew.req, Yc. CMU WALL CONTROL JOINT (M.C.J. MASONRY WALL INTERSECTIONSn8 B 10100S01f NTS OIOOS.. NTS HSS BLXG. TO TOP R 3-12 4fs- DECK ATTACHMENT, SEE GEN. STRUCT. NOTES FOR REQUIREMENTS HSS 714-x214-A.-BLKG. BETWEEN JOISTS WALL TOP R x5"xCONT. W/ YT" DIAL x5" EMBED WELDED HEADER ANCHORS O 24 MAX O.C., 4 MAX. FROM ENDS MTL. ROOF DECK. SEE ROOF PLAN OUTRIGGER TO MTL. ROOF DECK. 15" BENT F PLATE qI _ BETWEEN JOIST TOP PL 31s' SEE ROOF PLAN MTL ROOF DECK. MTL. ROOF DECK, ~s I 2 SEE ROOF PLAN SLOPE SEE ROOF PLAN 3-12 TOP CHORD EXT..--/ EE ROOF ASSEMBLY NOT SHOWN FOR CLARRY.~ SEE ARCHITECTURAL I ROOF ASSEMBLY NOT SHOWN FOR CLARITY, SEE ARCHITECTURAL HSS OUTRIGGER.-/ PLAN SEE PLAN TO CMU-5322.72 z < N !D O CMU VARIES TOP CHORD EXT, ROOF JOIST, SEE PLAN SEE ROOF PLAN I JOIST BRG. - ROOF JOIST, #5 CONT O T O.W ROOF JOIST, -L- \- ROOF JOIST, SEE ROOF PLAN SEE ROOF PLAN SEE ROOF PLAN I .L ~ I SPLIT FACE MASONRY BRG. WALL, SEE TON PLAN SLOPED GROUT CAP CAST W/ TOP OF C.M.U. WALL. SEAL FORMS TO PREVENT GROUT LEAKAGE ,§5 CONT O T.O.W O CMU ® BRG VARIES #5 CONT. O T.O.W R %"x5-x 0'-8" W/(2)%' DIA x6" HEADED ANCHOR STUDS ® 3" SPLIT FACE MASONRY BRG. WALL. SEE FDN. PLAN SPLIT FACE MASONRY J BRG. WALL, SEE FON. PLAN V ROOF FRAMING SECTION I I t" t'-0' f I ROOF FRAMING SECTION 3/a- 1'-0" ROOF FRAMING SECTION 1 1 ROOF FRAMING SECTION (-7) 1 1/2* 1'-0" L3x3x><'xO'-8' W/(2A' DIAL :a" EMBED EPOXY ANCHORS (SEE GEN STRUCTURAL NOTES FOR EPOXY REQUIREMENTS) - ROOF DECK NOT SHOWN FOR CLARITY TO CMU, ® VARIES r' C~ TO CMU O BRG = 22. &TO CMU O BRG/ =5322 72 JOIST/ L T BRG. i 7G p 2 T&B HORIZONTAL BRIDGING STRUTS BY JOIST MFR. 4 JOIST BRG. I I I 1 TO CMU O BRG -4-'~~j ROOF JOIST, \TO CMU O BRGok =5379.71 SEE PLAN -5319.71 ROOF FRAMING SECTION 1 1/2" 1'-0- ROOF FRAMING SECTION l l ROOF FRAMING SECTION I I 1" v 1•-O" I ' ROOF FRAMING SECTION I 1 I 1 ~TO CMU, VARIES/- DATE CITY OF BOZEMAN - HYALITE / SOURDOUGH r WATER TREATMENT PLANT REPLACEMENT March, 2010 L ROOF FRAMING DETAILS FIGURE --- J J MORRISON till MAIERLE, INC. ... Enpino~rlrq. K ROOF FRAMING SECTION ~1 ," a t'-0' v 1 1) ) Z " J r ~ k' Z q~ w t S 4 Rd 10 0 ,\ ~ ~. ~ « ~~m~/~ J\~ \~ ~~ - ~ / f.«~~~ x. I',- 11 ~ ~ ~/ ~ ! ~ ~ A n fl 13` MORRISON lom MAIERIE,Nc • City of Bozeman Hyalite /Sourdough Water Treatment Plant Replacement Project Section 7. Grit Removal, Rapid Mix, Flocculation and Sedimentation Prepared by: Jeff Ashley Reviewed by: James Nickelson Date: August 6, 2010 7.1. Introduction Pretreatment processes are typically used in surface water treatment facilities to physically and/or chemically condition raw surface water prior to further treatment. For the new water treatment plant, pretreatment is especially important in order to protect the downstream membrane filtration system. This section discusses the pretreatment unit processes proposed for the new plant. 7.2. Regulatory Standards The Montana Department of Environmental Quality (MDEQ) has specific design standards included in DEQ-1 Design Standards for Water Works. A review of these design standards was performed and they are incorporated in the pretreatment unit process design in this Section. Design standards applicable to individual unit processes are discussed in this section. 7.3. Description of Pretreatment Unit Processes The pretreatment system proposed for the new water treatment plant includes the following unit processes: • Grit removal, • Rapid mix, and • Flocculation/Sedimentation. Each of these processes is discussed in detail below. Strainers are also included for pre- treatment but are located just prior to membrane filtration. • r • 'JX M11 Bozeman Hyalite/Sourdough WTP Replacement Project Page 7-1 Description Size or Design Criteria 36 mgd Expansion 23.1 mgd 1 additional unit Number 1 unit Design Flow Rate 23.1 mgd Up to 36 mgd Diameter of Chamber 16 to 18 feet, each unit Smith 8 Loveless, Pista Type Vortex-type grit chamber, self-priming grit pump, and cyclone/classifier 1 hp - paddle wheel, 10 hp - grit pump, 1 hp - cyclone/ classifier (each unit) Horsepower Potential Equipment Supplier Page 7-2 Bozeman Hyalite/Sourdough WTP Replacement Project fl Section 7. Grit Removal, Rapid Mix, Flocculation and Sedimentation MORRISON MAJERIE,Nt 7.3.1. Grit Removal The pilot testing identified sandy grit present in the raw water requiring removal in the pretreatment process. A gravity fed grit removal system is proposed for the plant, similar to systems used in wastewater treatment plants. Options for these types of systems include aerated grit chambers, vortex-type grit removal systems, and horizontal flow grit chambers. The horizontal flow type is not as effective compared to the other options under changing flow rates, and the aerated type requires additional energy consumption for a blower system. A vortex-type grit removal system is very effective with varying raw water flow rates, and requires little energy. For these reasons a vortex-type grit removal system is proposed for the new treatment plant. A vortex grit chamber consists of a cylindrical tank in which the flow enters tangentially, creating a vortex flow pattern. With the assistance of a slowly rotating paddle wheel, grit settles by gravity into in a grit hopper at the bottom of the tank while effluent exits at the top of the tank. The grit that settles into the grit hopper is removed by a grit pump. Types of pumps used for grit pumping include submersible, air lift, self-priming and recessed impeller. It is proposed to urili7e a self-pruning grit pump for the new plant. The grit slurry will then be pumped into a grit cyclone/classifier. Grit removal from the raw water will occur prior to any chemical additions to the water under normal operating conditions. The amount of grit removed by the process will vary throughout the time of year. DEQ-1 Design Standards for Water Works does not specifically address grit removal since this primarily is a wastewater treatment process. Table 7-1. Grit Removal System Design Parameters Future facility expansion includes the addition of an additional vortex chamber. This addition would give the facility grit removal capacity of up to 46.2 mgd depending on the diameter of grit chamber selected. fl Section 7. Grit Removal, Rapid Mix, Flocculation and Sedimentation MORMON EA MNERLE.Lic 7.3.2. Rapid Mix Natural organic matter is often present in surface raw water, which can form disinfection byproducts when combined with chlorine during final disinfection. Certain other raw water contaminants such as iron and manganese can discolor the water when these contaminants are oxidized by chlorine. This may also lead to membrane fouling if not removed in the pretreatment process. ,It is common to include chemical addition and mixing, and subsequent flocculation and sedimentation in surface water treatment plants to enhance the removal of turbidity, natural organic matter, and specific contaminants such as iron and manganese. Pilot testing for the new water treatment plant showed that coagulant addition will reduce operating costs for membrane filtration due to reduced fouling of the membranes. Therefore, chemical addition, mixing of the chemicals, flocculation and sedimentation systems have been added to the pretreatment process.-An oxidant feed system will also be accounted for in the design for future removal of iron and manganese if required. For proper chemical addition to the raw water, mixing is needed to blend coagulants and other conditioning chemicals into the raw water stream. The mixing is accomplished by imparting energy to the flow stream either mechanically or hydraulically with head loss devices. The goal is to quickly and evenly disperse the chemical in the raw water. The primary mixing regime used in pretreatment is rapid mixing. Rapid mincing provides high energy input and is used for mixing primary coagulants, such as alum or ferric, which have a very fast reaction time. The proposed ACH and PACL also require rapid mixing to fully disperse the chemical within the raw water. Pretreatment rapid mixing can be accomplished by a variety of devices, including: • Hydraulic mixing, such as provided by a hydraulic jump, Parshall flume or a baffled chamber. • Mixing chamber with large mechanical mixers to provide a velocity gradient of at least 750 feet per second per foot (fps/ft.) • High intensity in-line static mixing elements, jet injection pump mixers, or small in-line mechanical mixers that provide a velocity gradient of approximately 1000 to 2000 fps/ft and a detention time of about one second or less. The Montana Department of Environmental Quality (MDEQ) Circular DEQ1-Standards for Water Works contains several regulations pertaining to rapid mix design and sizing: 1.The rapid mix basin must have a detention time of no more than 30 seconds with a mixer capable of imparting a minimum velocity gradient (G) of at least 750 fps/ft. 2.Mixing device must be capable of providing adequate mixing for all treatment flow rates. Static mixers may be used where flow is relatively constant and high enough to maintain necessary turbulence for complete chemical reactions. 3.Rapid mix and flocculation basins must be as close together as possible. For the new water treatment plant, it is proposed to utilize rapid mixing with three parallel chambers (tanks). Each tank will have a vertical shaft mixer a minimum velocity gradient (G) of 1000 fps/ft. One tank can be on-line to treat 7.7 mgd, with a detention time of 10 seconds. All three tanks can be on-tine at 23.1 mgd, and retain detention time of 10 seconds Bozeman Hyalite/Sourdough WTP Replacement Project Page 7-3 5 x 5 x 4.5 feet deep fl Section 7. Grit Removal, Rapid Mix, Flocculation and Sedimentation MORRISON MAIERIEaNr each. For lower flows, tanks can be taken off-line as needed to maintain detention times below 30 seconds. For the low flow condition of 5.0 mgd, one tank will provide a detention time of approximately 15 seconds. Mixing tanks with higher detention times where evaluated, but require larger mixers, and more horsepower, thus increasing capital and operational cost. Possibilities for future expansion to a 36 mgd facility include the addition of two additional mixing tanks of the same mixer characteristics. This would provide additional rapid mix capacity of up to 38.5 mgd. Table 7-2. Rapid Mix System Design Parameters Description Size or Design Criteria 23.1 mgd 36 mgd Expansion Type Mixing Chamber Number 3 Units 2 Additional Units Design Flow Rate 1 unit at 7.7 mgd 4 10 second detention time 2 units at 11.5 mgd each 4 13 second detention time 3 units at 23.1 mgd each 4 10 second detention time 1 unit at 5.0 mgd 4 15 second detention time 5 units at 38.5 mgd 4 10 second detention time Dimensions Horsepower 10 hp, each mixer G Value (sec") 1,000 Potential Equipment Supplier Hayward Gordon In order to provide flexibility in operation, it is possible to include a common channel in between the rapid mix tanks and the flocculation basins. This would allow plant staff to take a rapid mix tank off-line, yet still maintain all of the flocculation basin trains on-line. This would require the use of slide gates or valves to isolate each rapid mix tank. This option will be explored in additional detail during the final design of the project. 7.3.3. Flocculation/Sedimentation As discussed in a previous section, flocculation and sedimentation processes have been proposed as part of pretreatment design. The goal of the flocculation/sedimentation process is to reliably produce settled water which will reduce membrane fouling and increase membrane flux. Once coagulant has been added and mixed in the rapid mix process, particles in the water begin to coagulate and collect into floc particles. A flocculator imparts gentle mixing to increase the efficiency of floc formation. These larger floc particles are more easily settled. Immediately following flocculation, sedimentation is used to remove flocs large enough to settle in a reasonable time period. Sedimentation basins are either rectangular or circular basins designed maximize the settling efficiency of the particles. Low settling velocities and 0 Bozeman Hyalite/ Sourdough WTP Replacement Project Page 7-4 FDR Section 7. Grit Removal, Rapid Mix, Flocculation and Sedimentation y MORRISON WAA MAIERIE.ic even distribution across the flow path are key components to high efficiency settling. Additionally, the use of plate settlers increases the effective surface area, which increasing the settling efficiency of the sedimentation basin. The Montana Department of Environmental Quality (MDEQ Circular DEQ1-Standards and the Recommended Standards for Water Works regulations pertaining to the proposed flocculation and sedimentation design and sizing are summarized below: • The flocculation basin must have a flow-through velocity between 0.5 to 1.5 feet per minute and provide a detention time for floc formation of at least 30 minutes. • Flocculation agitators must be driven by variable speed drives with the peripheral speed of paddles ranging from 0.5 to 3.0 feet per second. • Flocculation and sedimentation basins must be as close together as possible. The velocity of flocculated water through pipes or conduits to settling basins shall be not less than 0.5, nor greater than 1.5 feet per second. Allowances must be made to minimize turbulence at bends and changes in direction. • Sedimentation must follow flocculation. The detention time for conventional sedimentation basins must be a minimum of 4 hours. Reduced sedimentation time may be approved when equivalent effective settling is demonstrated. • The velocity through settling basins must not exceed 0.5 feet per minute. The basins must be designed to minimize short-circuiting. Fixed or adjustable baffles must be provided as necessary to achieve the maximum potential for clarification. • The rate of flow over the outlet weirs may not exceed 20,000 gallons per day per foot of weir length. Where submerged orifices are used as an alternate for overflow weirs, they should be not lower than three feet below the flow line with flow rates equivalent to weir loadings. • Mechanical sludge collection equipment must be provided. • Tube or plate settlers will be considered; however, proposals for settler unit clarification must include pilot plant and/or full scale demonstration satisfactory to the reviewing authority prior to the preparation of final plans and specifications for approval. Overflow rates must be a maximum of 2 gallons per minute per square foot based on the portion of the basin covered by the settlers unless higher rates are successfully shown through pilot plant or full scale demonstration studies. Mixing in the flocculation process is essential to increase particle collision and floc growth. Too much mixing, however, will shear the floc particles reducing their settling efficiency. Due to this balance, higher mixing velocities early in the process provides more mixing and collision of particles, while lower mixing velocities in downstream portions prevent floc shearing. A horizontal paddle type flocculator has been proposed for this application. The paddle type mixer consists of a shaft with arms protruding out to support paddle blades that span the tank transverse to the flow. As the central shaft slowly rotates, the blades gently mix the basin. Three paddles in-series allow for stages of flocculation with different velocities to achieve the velocity gradient previously mentioned. It is proposed to incorporate three parallel flocculation basins with three stages each, to meet the 23.1 mgd design condition. Bozeman Hyalite/Sourdough WTP Replacement Project Page 7-5 Type Horizontal Paddle Flocculator Basins Page 7-6 "1' Bozeman Hyalite/ Sourdough WTP Replacement Project ', Y ~ P J Description Size or Design Criteria Flocculation 36 mgd Expansion 23.1 mgd Number 3 parallel basins of 3 stages each 2 additional parallel basins of 3 stages each MR Section 7. Grit Removal, Rapid Mix, Flocculation and Sedimentation MORMSON 2A MAIER1E.m Downstream of the flocculation basins, Dissolved Air Flotation (DAF) was evaluated as an alternative pretreatment process to follow the flocculation unit process. DAF is based on the principle that the naturally occurring and coagulated particles can be made to float with the help of dissolved air bubbles. The flocculation time used in DAF plants are typically less than those used by a conventional coagulation/ sedimentation plant. Advantages of DAF include: • Small tanks compared with those for sedimentation. • Possibly lower coagulant and flocculent aid dosages can operate without polymer addition. • Provide better removal of low density particles and algae. • Less affected by changes in water temperature. Based on the above advantages, it was determined that DAF should be considered as suitable pretreatment option for the membrane filters being used for the Bozeman WTP. Additional telephone research was conducted to discuss DAF application for the Bozeman Hyalite and Sourdough water sources. The evaluation found that for water supplies with a heavier (denser) particle load and high amount of turbidity from lighter colloidal solids, DAF units experience difficulty in handling a rapid fluctuation in solids loading and tend to foam. Raw water data shows a heavier particle load in the raw water at Bozeman which does not lend itself to DAF. Additionally, conversations with plant operations staff indicate there has not been a problem with algae in the raw water. The telephone survey of existing water treatment plants using DAF as pretreatment turned up some unfavorable installations and recommendations to use a different technology. For these reasons DAF will not be considered further for pretreatment at the Bozeman WTP. High rate sedimentation using plate settlers is proposed for the Bozeman WTP. The preliminary design consists of rectangular sedimentation basins with plate settlers to maximize settling in a reduced footprint at low cost. Plate settlers consist of plates that are inserted into the effluent end of sedimentation basins, usually at an angle of about 55 degrees from horizontal. Incorporating settlers in a sedimentation basin significantly increases the settling surface area of the basin. Therefore, a smaller basin can provide adequate settling with a significantly reduced detention time. It is proposed to incorporate three parallel sedimentation basins to meet the 23.1 mgd design condition. A Hoseless Cable-VacTM as manufactured by Meurer Research, Inc. is proposed for removal of sludge as is settles off of the plate settlers and to the bottom of the basins. This sludge collection technology consists of a perforated header with a telescoping manifold. The settled solids are fed through orifices in the suction header and removed from the basin through the manifold as the assembly travels along the basin. Table 7-3. Flocculation/ Sedimentation System Design Parameters Bozeman Hyalite/ Sourdough wTP Replacement Project Page 7-7 fl Section 7. Grit Removal, Rapid Mix, Flocculation and Sedimentation as MORRISON ad MAIERIE.nc Size or Design Criteria 7.7 mgd per basin 4 Detention time: 34 minutes per basin 4 Flow-through Velocity: 1.4 ft/min per basin 30 x 16 x 17 feet deep per basin Description Design Flow Rate Basin Dimensions # of motors per Basin 3 Horsepower per Basin G Values (sec') 6 hp (1 hp - stage 1, 2 hp - stage 2, 3 hp - stage 3) 80, 50, 30 (stages 1, 2, 3) Potential Equipment Supplier Meurer Research, Inc. Sedimentation Type Basins with Plate Settlers Number Design Flow Rate Basin Dimensions 3 basins 23.1 mgd through 3 basins 10.32 gpm per plate 2 additional basins 15.4 mgd through 2 additional basins 10.32 gpm per plate 40 x 28 x 16 feet deep per basin Plate Dimensions 4.5 x 10 feet each Plates per Basin 527 Potential Equipment Supplier Meurer Research, Inc. The future 36 mgd facility expansion would require the two additional parallel basins of the same paddle flocculator and sedimentation basin characteristics. This would provide additional capacity of up to 38.5 mgd. J J C 0 ` `" } i 1 O 1 J` 0 } 1 I-al JS MORRISON 011MAIERIE.nc • City of Bozeman Hyalite/Sourdough Water Treatment Plant Replacement Project Section 8. Chemical Feed Systems, Disinfection and Corrosion Control Prepared by: Nathan Kutil and Tricia Quigley Reviewed by: Gary Fuller Date: November 4, 2010 8.1. Introduction This section covers treatment chemical feed and storage requirements, as well as chemical sequencing constraints. Intended chemicals for use within the plant are listed in Table 8-1 and injection points are shown on Figure 4-1. Table 8-1. Chemicals Required at New WTP. • Liquid Concentration Chemical Aluminum Chlorohydrate (ACH) or Polyaluminum Chloride (PACI) Ferric Chloride (FeC13) Sodium Hydroxide (SH) Sodium Permanganate (SPM) Sodium Hypochlorite (SHC) Injection Point At Rapid Mix At Rapid Mix (should aluminum based coagulants not suffice) At acid CIP neutralization, after disinfection, alternative at plant influent Provisionary injection point at plant influent At membrane CIP system, at membrane effluent, alternative at Use 23.5% as A12O3 Remove organics and suspended solids TBD Remove organics and suspended solids pH Control, acid CIP Neutralization 35% Metals precipitation and taste and order 20% Pre-oxidant, Disinfection 12.5% ~d Bozeman Hyalite/ Sourdough VrP Replacement Project Page 8-1 Citric Acid (CA) CIP 50% At membrane acid CIP system 23-30% At membrane effluent Fluoridation Hydrofluorosilicic acid (HFA) plant influent, after clearwell and prior to the strainers Sodium Bisulfite (SB) 38-40% At the CIP neutralization tank and the backwash equalization tank Hypochlorite CIP neutralization Polymer At residuals handling IBD Aid in dewatering EDR Section 8. Chemical Feed systems, Disinfection, and Corrosion Control Im MORRISON old MAIERLE.L%c The following sections provide a discussion of the chemicals used by treatment processes: • Pretreatment • Metals precipitation • Membrane cleaning • Disinfection • Fluoridation • Corrosion control 8.2. Pretreatment Pretreatment at the new WTP is planned to include grit removal, rapid mix, flocculation, sedimentation, and straining. Although not anticipated to be required year round, coagulant (chemical addition) is planned during some portions of the year to assist with the following water treatment objectives: • Reduce large sediment load present in Sourdough and Hyalite Creeks during snowmelt runoff conditions. • Remove color for compliance with the secondary maximum contaminant level requirement. • Reduce the formation of disinfection byproducts. • Reduce premature fouling of the membranes and associated energy consumption. Either an iron or aluminum-based coagulant can be used to meet these objectives. However, an aluminum-based coagulant has been selected for initial use at the new WTP due to a preference by the membrane filter manufacturers, reduced chemical safety and handling hazards for operators, and less impact on water pH that reduces downstream chemical use. Page 8-2 Bozeman Hyalite/ Sourdough WTP Replacement Project Unit Processes Flow Pacing fl Section 8. Chemical Feed systems, Disinfection, and Corrosion Control ,, MORRISON r9~ MAIERIB.nG The aluminum-based coagulant planned for use is polyaluminum chloride (PACI). PACI can be used interchangeably with a similar coagulant called aluminum chlorohydrate (ACH). Additionally, the chemical feed systems and treatment processes at the WTP will be designed to accommodate iron-based coagulants (ferric chloride or FeC13) in the future, should the WTP operators determine use of ferric chloride is preferred. ' A switch to ferric chloride could be determined to be beneficial based on a change in raw water quality, new discharge or monitoring requirements or other factors, including treatment performance. 8.2.1. Polyaluminum Chloride PACI will be used as the primary coagulant to remove color and suspended solids as A12O3 at a 23.5 percent concentration. The chemical will be delivered in bulk form by a delivery truck, with an expected delivery capacity of 4,000 - 5,000 gallons. The delivered chemical will be unloaded by the trucks delivery pump into an on-site storage tank. A chemical transfer pump will transfer PACI to the day tank and a chemical metering pump will feed the PACI directly from the day tank to the injection point. The Rapid Mix will mix the coagulant with the raw water. A standby chemical metering pump and feed dosage monitoring will be provided. The design data for the PACI chemical feed system is summarized in Table 8-2. Table 8-2: PACI Chemical Feed System Design Criteria Values Treatment Applications Remove Organics and Suspended Solids Average Dosage, mg/L 5 Required Storage at Average Dosage at 22 MGD for 30 days, gallons 10,500 Actual Tank Volume, gallons Two 6,500 gallon bulk storage tanks One 400 gallon day tank Total tank volume = 13,400 gallons Containment Structural Concrete with 100% Capacity Plus 6-inch Freeboard Number of Pumps, duty + standby = total 1+1=2 Required Pump Capacity Range, gph 1.9 to 14.2 Feed Control Tanks, pumps, and ancillary equipment for the coagulant system are not included in the scope of supply for the previously procured membrane system. All equipment associated with the receiving, storage, and use of this chemical will be provided as part of the Construction Contract. Bozeman Hyalite/ Sourdough WTP Replacement Project Page 8-3 Unit Processes Values pH Control, CIP Neutralization Treatment Applications Containment Structural Concrete with 100% Capacity Plus 6-inch Freeboard Average Dosage, mg/L 9.0 Required Storage at Average Dosage at 22 MGD for 30 days, gallons 13,000 Two 6,500 gallon bulk storage tanks One 400 gallon day tank Total tank volume = 13,400 gallons Actual Tank Volume, gallons Number of Pumps, duty + standby = total 2+1=3 Required Pump Capacity Range, gph Feed Control 2.6 to 200 A Set Volume with pH Residual Feedback for CIP Neutralization and Flow Pacing with pH Residual Feedback for pH Control fl Section B. Chemical Feed systems, Disinfection, and Corrosion Control MORRISON MIA MAIERLE,nc 8.2.2. Sodium Hydroxide Sodium Hydroxide or caustic soda (NaOH) will be added at the CIP neutralization tank for to neutralize the acid chemical cleaning solution, and after disinfection for pH adjustment prior to the distribution system for corrosion control. An alternative dosing point will be located at the Rapid Mix Tank for pH control prior to coagulation (the alternate dosing locations may not be used at all times). To avoid chemical scaling that occurs at the injection points with Sodium Hydroxide, provisions will be made for a feed point that will be located above the water surface. Denser than water, sodium hydroxide will tend to sink to the bottom of the tank, so provisions for proper mixing by mechanical or hydraulic means shall be implemented at each feed point. Caustic soda will be received at the facility in truckloads of bulk 35 percent liquid solution, similar to the PACI system. The bulk storage tanks will be located in a designated room. Chemical metering pumps will be used to feed NaOH directly from the day tank to the feed points. The design data for the raw caustic soda chemical feed system is summarized in Table 8-3. Table 8-3: Raw Caustic Soda Chemical Feed System Design Criteria As part of the membrane procurement contract, certain equipment associated with the caustic soda system for use on the membrane equipment has already been purchased. Examples of pre-purchased equipment include; CIP tanks, transfer pumps, flow meters, valving, and various associated equipment. Detailed review of the procurement shop drawings will be required during design to avoid duplication of equipment purchase and to clearly define equipment which is supplied and installed by the Construction Contractor vs. that which is supplied by the Membrane Seller and installed by the Construction Contractor. Bozeman Hyalite/ Sourdough WTP Replacement Project Page 8-4 fl Section 8. Chemical Feed systems, Disinfection, and Corrosion Control ]MONSON iii n MAIERLE,m 8.2.3. Metals Precipitation Metal (such as iron and manganese) compounds are typical constituents of lake bottom sediments. When oxic conditions exist (dissolved oxygen is present in the water column), metals are confined to the anoxic sediment, where they are biologically acted on by reducing bacteria. Soluble metals are released in the sediment through microbiological action. If the water column above the sediment becomes anoxic, as it does after lake stratification, the biological processes which operate in the sediment also become active in the water column, creating a zone in which soluble metals are present From the perspective of treatment of metals in drinking water, the objective generally is to foster the formation of the solid phase so that the metals can be removed in a particulate form. The first step in ensuring effective removal of metals in a treatment plant is to chemically oxidize them. The purpose of oxidation is to convert the dissolved metals to colloidal or particulate forms that can be coagulated and removed by settling. This is particularly critical for membrane treatment plants, as dissolved iron/manganese can foul the membranes. Various oxidants can be used to change the oxidation state of metals including sodium permanganate and sodium hypochlorite. Sodium permanganate is highly effective at oxidizing metals over a wide range of pH and water temperature. The reactions are rapid (laboratory reaction rates are 1 to 2 minutes) and complete at pH above 5.0. The efficiency of permanganate oxidation goes down significantly at water temperatures below 10°C. Permanganate doses must be controlled so that no excess passes through the treatment plant. to the distribution system as it can cause pink/red water. Sodium hypochlorite is also capable of removing metals such as iron and manganese through the oxidation process. Sodium hypochlorite is a less efficient oxidizer, with reactions taking up to 30 minute. A highly effective disinfection agent, when introduced into the raw water stream, sodium hypochlorite has the potential to increase disinfection by- products (DBPs) by reacting with organics. Used primarily as a disinfectant, sodium hypochlorite is often readily available in many water plants. Although it is not a highly efficient oxidizer, provisions will be made to provide a plant influent feed as an alternative to sodium permanganate, because of its availability in this facility. This provision is used as an alternative that will only be used to protect the membranes in case of sodium permanganate feed system failure or if disinfection of raw water is required at the front of the plant. Although historic records do not show metals in the surface water being a problem at the Bozeman Hyalite/Sourdough WTP, metals are subject to accumulation and periodic release from lakes and reservoirs. In anticipation of the possibility of metals release from the Sourdough and Hyalite Reservoirs, a sodium permanganate chemical feed system will be incorporated into the design of the pretreatment system at the new WTP. Provisions will include an intermediate bulk container (IBC) and containment, chemical feed pumps, and a chemical injection quill positioned ahead of the rapid mix chamber. In general, the sodium permanganate system will be completely installed for provisionary use and only the stored chemical itself will be absent from the completed treatment plant. Sodium Permanganate The layout will accommodate an IBC system for small volume storage (chemical will not be stored on-site until needed). The design includes one in-service chemical metering pump Bozeman Hyalite/Sourdough WTP Replacement Project Page 8-5 pii% Flow Pacing fl Section 8. Chemical Feed systems, Disinfection, and Corrosion Control MORMON NA MNERLE.Lic and one standby chemical metering pump. A feed dosage monitoring system will also be provided. Chemical metering pumps will be used to feed permanganate directly from the an IBC to the injection points. The design data for the sodium permanganate chemical feed system is summarized in Table 8-4. Table 8-4: Sodium Permanganate Chemical Feed System Design Criteria Unit Processes Treatment Applications Average Dosage, mg/L Required Storage at Average Dosage at 22 MGD for 30 days, gallons Values Oxidizing Agent 0.6 100 Actual IBC Volume, gallons 300 Containment Structural Concrete with 100% Capacity Plus 6-inch Freeboard Number of Pumps, duty + standby = total Required Pump Capacity Range, gph 1+1=2 0.3 to 2.4 Feed Control The metals precipitation system will in its entirety by supplied and installed by the Construction Contractor. 8.3. Membrane Chemical Cleaning In addition to normal, frequent backwashing with air scour, the membrane filters will be cleaned monthly using what is called "clean in place" (CIP) procedure. The CIP system will utilize a base rinse that comprises a mixture of both sodium hydroxide and sodium hypochlorite in sequence with an acid rinse to clean both inorganic and organic foulants from the membrane surface. CIP cleaning solutions can be re-used so a means to recover the used CIP solutions is needed. Membrane racks are anticipated to be cleaned in sequence in order to optimize the re-use of the heated cleaning solution. Approximately 80 percent of the cleaning solution used on the first train can typically be reused to clean the second train. Once all of the racks are cleaned, the spent cleaning solution will be discharged to the neutralization tank for pH neutralization and/or dechlorination. Enhanced flux maintenance (EFM) is a less aggressive form of a CIP (shorter duration & less chemical). In general these will not be required since the membrane surface area purchased requires a CIP more frequently than an EFM. However, provisions are included in the programming provided by the membrane supplier that allows the operators to initiate an EFM manually from the HMI. EFMs utilize the CIP equipment, so no additional equipment is required. r~-n, Mi Bozeman Hyalite/ Sourdough WTP Replacement Project Page 8-6 Bozeman H alite/Sourdou h WfP Replacement Project Page 8-7 ;:,. Y 8 P J 8 fl Section 8. Chemical Feed systems, Disinfection, and Corrosion Control MORMSON 0,9 MAIERLE,nc 8.3.1. Base Rinse The purpose of the Base Rinse is to distribute a mixture of sodium hydroxide and sodium hypochlorite during the CIP sequences to provide a more aggressive cleaning of the membranes by dissolving any inorganic contaminants that may have adhered to the membranes during normal operation that could not be removed any other way. Sodium hypochlorite storage as part of the Construction Contractor installed system will be used as the chemical source for the base rinse system. This amount is included in the storage requirements and feed rate considerations. Base rinse CIP systems will be provided by Membrane Seller as part of the membrane procurement contract. Careful review of the membrane shop drawings will be required to avoid duplication of equipment and to clearly define the responsibilities of the Construction Contractor. 8.3.2. Acid Rinse The purpose of the membrane Acid Rinse is to distribute citric acid during the CIP sequences to provide a more aggressive cleaning of the membranes by dissolving all organic contaminants that may have adhered to the membranes during normal operation that could not be removed any other way. Acid rinse CIP systems will be provided by Membrane Seller as part of the membrane procurement contract. Careful review of the membrane shop drawings will be required to avoid duplication of equipment and to clearly define the responsibilities of the Construction Contractor. Softening To prevent possible scaling of the tanks, pumps and piping, a water softener will be used to soften the water used to dilute delivered hypochlorite at the discharge of the metering pumps. A commercial grade softener with adequate capacity to keep regeneration cycles over 24-hours will be sized and located within the Chemical Room. In addition, the regeneration wastes from the softener (primarily a strong brine solution) will have to be conveyed to the Residuals Handling processes. A water softener provided by the Membrane Seller will be available to provide sodium hypochlorite dilution water. The water softener provided by the membrane provider shall be sized with a minimum continuous flow rate of 25 gpm, which will adequately fill the sodium hypochlorite tanks. This softener will be urili7ed when it is in standby mode within the membrane process, so it does not disrupt the membrane process and cause unwanted plant shutdowns. The dilution of hypochlorite with softened water will help minimize scaling, but will not eliminate it. To reduce the likelihood of scaling even further, the hypochlorite feed shall be located above the water surface of the tanks that it is feed into. To provide adequate dispersion of the diluted hypochlorite mixing provisions must be made at each feed point. 8.3.3. Neutralization The purpose of the Neutralization system is to provide a means to neutralize the CIP and chemical washing solutions before final disposal. Neutralization will be accomplished in a designated tank with a mixer provided by the Membrane Seller as part of the procurement Page 8-8 Bozeman Hyalite/ Sourdough WTP Replacement Project Treatment Process Cryptosporidium Giardia Viruses Membrane Filtration >3-log removal credit >3-log removal credit 0-log removal credit Not operated to inactivate Cryptosporidium Operated to achieve minimum 0.5-log inactivation Operated to achieve greater than 4-log inactivation' Chlorine Disinfection Overall Treatment to be Provided >3-log >3.5-log >4-log Minimum Treatment Required by SDWA2 Notes: 'Operating the chlorine disinfection system to achieve a minimum of 0.5-log Giardia inactivation will result in a viral inactivation greatly exceeding the 4-log requirement. 2SDWA: Safe Drinking Water Act 2-log 3-log 4-log fl Section 8. Chemical Feed systems, Disinfection, and Corrosion Control & MORRISON nJ MAIERLE.nc contract. The neutralization system will utilize citric acid for high pH waste adjustment and sodium hydroxide for low pH waste adjustment, to obtain an acceptable range of 6 < pH < 9. Additionally, free chlorine concentrations must be less than 0.01 mg/L and adjustment will be made using sodium bisulfate. In addition to the pH probe provided by the Membrane Supplier, a second differential pH/ORP probe and an additional chlorine probe will be supplied as a redundant measure that will alarm SCADA if waste leaving the neutralization tank does not meet the criteria required to send it to the vactor truck loading station. The elements in these instruments are scheduled to be replaced fairly frequently, so a second transmitter is a simple addition to the design that can reduce the risk of releasing un-neutralized waste. 8.3.4. Disinfection Disinfection is accomplished both by filtering out harmful microorganisms and also by adding disinfectant chemicals. The design will provide primary disinfection with chlorine downstream of the membrane filtration system. Primary disinfection by chlorine will achieve a minimum of 0.5-log inactivation of Giardia. This level of disinfection will result in viral inactivation greatly exceeding 4-log. The City will provide secondary disinfection by maintaining a free chlorine residual in its distribution system consistent with the Total Coliform Rule (TCR) for distribution system protection. Log removal credits have been awarded by MDEQ for this treatment plant based on results from the pilot study and LT2ESWTR. Table 8-5 includes, more information regarding the filtration credits that were requested, the anticipated disinfection treatment that shall be provided, along with the overall treatment that will be provided by the new Water Treatment Plant. The overall system filtration and disinfection requirements are summarized in Table 8-5. Microbial treatment requirements as mandated by state and federal regulations require removal or inactivation of 4-log viruses, 3-log Giardia, and 2-log Cryptosporidium (based on the Surface Water Treatment Rule and the Interim Enhanced SWTR). Table 8-5. Treatment Provisions and SDWA Requirements Bozeman Hyalite/Sourdough WfP Replacement Project Page 8-9 fl Section 8. Chemical Feed systems, Disinfection, and Corrosion Control tl0 MORMON NA MERLE= Sodium hypochlorite solution will be used as a disinfectant injected before the contact conduit to provide adequate disinfection credit. Water with lower pH requires less contact time for disinfection. In order to take advantage of this, the pH adjustment for corrosion control will be completed after the disinfection requirement has been met. Additional feed points shall be located prior to discharge of finished water to the distribution system to trim chlorine residual and at the head of the plant to provide oxidation. For infrequent use an additional alternative dosing point shall also be installed as a provision to clean the strainers prior to the membranes if they become clogged with algae or organic debris. The chemical will be delivered in bulk form by a delivery truck, with an expected delivery capacity of 4,000 - 5,000 gallons. The delivery chemical will be unloaded by the trucks delivery pump into an on-site storage tank. One bulk storage tank will be provided to accept delivery of commercial bleach at 12.5 percent solution, but two additional tanks will be used to dilute (using softened water) to a 6.0 percent by weight solution for long term storage. Additionally, a 4-foot diameter day tank will be used in the sodium hypochlorite room. Transfer pumps will be provided to deliver bulk tank chemical to the day tanks, with chemical metering pumps used to feed sodium hypochlorite directly from the day tank to the injection point. The 12.5 percent solution will be diluted to 6 percent with softened water and injected to the various feed points in accordance with the design data for CIP neutralization, disinfection, and distribution uses summarized in Tables 8-6, 8-7 and 8-8 respectively. The total chemical storage requirement includes the dosage requirements for membrane cleaning, disinfection, and distribution only and is summarized in Table 8-10. Additional storage volume can be provided by the transfer tank at times when a greater volume of chemical is required for pre oxidation or strainer and membrane cleaning. With two tanks available for bulk chemical storage of the diluted solution, one tank can be taken offline when the demand for sodium hypochlorite is low. Table 8-6: Distribution NaOCI Chemical Feed System Design Criteria Unit Processes Treatment Applications Average Dosage, mg/L . Number of Pumps, duty + standby = total Required Pump Capacity Range, gph Feed Control Values Distribution Residual Trim 0.5 1+0=1 0.9 to 6.4 Flow Pacing with Analyzer Feed Back Loop Table 8-7: Membrane NaOCI Chemical Feed System Design Criteria Unit Processes Values Treatment Applications Monthly Membrane CIP Average Dosage, mg/L Number of Pumps, duty + standby = total 0,5 1+0=1 Required Pump Capacity Range, gph Feed Control Provided by the Membrane Seller Provided by the Membrane Seller Unit Processes Values Containment Structural Concrete with 100% Capacity Plus 6-inch Freeboard Total Average Dosage, mg/L 4.3 Required Storage at Average Dosage at 22 MGD for 30 days, gallons 25,600 Actual Tank Volume, gallons One 6,500 gallon transfer tank Two 12,000 gallon bulk storage tanks One 900 gallon day tank Total storage volume =34,400 gallons fl Section 8. Chemical Feed systems, Disinfection, and Corrosion Control ®7pI MORRISON Ma MAIERLE.nu Table 8-7: Disinfection NaOCI Chemical Feed System Design Criteria Unit Processes Values Treatment Applications Disinfection Average Dosage, mg/L 2.2 Required Storage at Average Dosage at 22 MGD for 25,600 30 days, gallons Number of Pumps, duty + standby total 1+1=2 Required Pump Capacity Range, gph 3.8 to 28.0 Feed Control Flow Pacing with Analyzer Feed Back Loop Table 8-8: Total NaOCI Chemical Feed Storage System Design Criteria Metering pumps will provide a feed rate proportional to the plant flow rate or chlorine residual as controlled through the plant SCADA system or as controlled by the membrane system. Sodium hypochlorite degrades over time, which can cause the formation of chlorates. If the chlorates are allowed to degrade further perchlorates can be produced. Most sodium hypochlorite products have a small amount of perchlorates present from the manufacturing process, which increases as the chemical ages. Perchlorates have been proven to cause thyroid issues in consumers, so the formation should be limited. With proper storage and handled, the degradation of sodium hypochlorite can be minimized along with the formation f Bozeman Hyalite/ Sourdough WTP Replacement Project Page 8-10 fl Section 8. Chemical Feed systems, Disinfection, and Corrosion Control MORMON NA MAIERIE,nc of perchlorates. Diluting the chemical to a 6 percent concentration with softened water will not only aid in the prevention of scaling, but also decreases the rate at which the chemical degrades. Another key to proper storage that will be implemented in this design includes HVAC provisions to insure that the chemical is stored in a cool environment away from UV light. Proper bulk tank sizing that limits the chemical storage duration to approximately 45 days is an additional element that aids in the prevention of Perchlorate formation. Proper sizing of the bulk tanks will require more frequent chemical delivers, but it can also prevent improper dosing that occurs when there is a lower concentration of available chlorine in solution due to chemical degradation. The sodium hypochlorite handling facilities will be configured to allow for the ability to transfer stored chemical to a truck or trailer mounted tank for transport to the Lyman plant or during emergency situations, to the Bozeman WRF. This will allow the City to take advantage of bulk chemical pricing. 8.3.5. Dechlorination Dechlorination is required to maintain free chlorine concentrations less than 0.01 mg/L prior to discharge of any liquid streams for the plant. Adjustment will be made using sodium bisulfate which will be stored in an IBC located in the chemical room. Sodium bisulfate systems will be supplied as part of the Construction Contract. The chemical feed system will be similar to the sodium permanganate system, feeding chemical directly from the IBC system using chemical metering pumps. 8.4. Fluoridation Liquid hydrofluorosilicic acid (HZSiF6) will be added to the filtered water in the pipe prior to entering the contact conduit. The recommended level of fluoride in potable water is 1 mg/L and is added to reduce tooth decay. Liquid hydrofluorosilicic acid (23 to 30 percent solution) will be delivered in bulk truckload to an isolated chemical tank two or three times per year (a 4,000 to 5,000 gallon truckload of HZSiF6 will last approximately 4 to 6 months). The storage of fluoride must be isolated in order to avoid contamination by hazardous fluoride vapors. This containment can be provided by isolating the fluoride tank inside a dedicated storage area. The fluoride chemical feed configuration consists of a 6,500 gallon storage tank, a 75 gallon day tank with a scale to monitor daily usage and mitigate overdosing, a load cell, one duty and one standby dosing pump, one duty and one standby transfer pump, and a vapor neutralization tank. Fluoride will be pumped with transfer pumps to a day tank. Metering pumps will deliver fluoride to the injection point. Fluoride vapors are corrosive and considered hazardous, so they must be neutralized. Fluoride vapors are collected under vacuum from the bulk tank, day tank, and calibration column and blown into a vapor neutralization tank. In the vapor neutralization tank, the fluoride vapors will bubble through the water creating a diluted solution that is at a more desirable concentration. Under normal operating conditions only a small amount of vapor will be released for neutralization. When the tank is being filled the quantity increases due to the air displacement that occurs. The amount of neutralized chemical required to be disposed of is directly related to the amount and frequency of chemical deliveries. At the Bozeman Hyalite/Sourdough WTP Replacement Project Page 8-11 Unit Processes Values Feed Control Flow Pacing Treatment Applications Average Dosage, mg/L Required Storage at Average Dosage at 22 MGD for 30 days, gallons Actual Tank Volume, gallons Containment Fluoridation 0.7 1,500 One 6,500 gallon bulk storage tank One 75 gallon day tank Total storage volume = 6,575 gallons Structural Concrete with 100% Capacity Plus 6-inch Freeboard Number of Pumps, duty + standby = total Required Pump Capacity Range, gph 1+1=2 0.18 to 1.94 <,J::gA R Bozeman Hyalite/Sourdough WTP Replacement Project Page 8-12 fl Section 8. Chemical Feed systems, Disinfection, and Corrosion Control IN MORRISON ad MAIERLE.L%t suggested dosing rate, Fluoride will be delivered approximately 3 times a year, which equates to the production of only a few gallons of neutralized vapor solution that must be properly disposed of. The contents in the neutralization tank will need to be picked up by a waste company equipped to handle hydrogen fluoride spills. If greater neutralization is required for disposal an alkaline chemical can be added in small quantities.. The design data for the fluoride chemical feed system is summarized in Table 8-9. Table 8-9: Fluoride Chemical Feed System Design Criteria The hydrofluorosilicic acid handling facilities will be configured to allow for the ability to transfer stored chemical to a truck or trailer mounted tank for transport to the Lyman plant. This will allow the City to take advantage of bulk chemical pricing. All fluoride systems will be supplied as part of the Construction Contract. 8.5. Corrosion Control Corrosion control measures for water distribution system lead and copper control will be put in place in the new treatment facility to meet regulatory requirements. Corrosion control will include injection of sodium hydroxide to increase the effluent water pH reduces the amount of lead and copper able to dissolve in the finished water. With the varying alkalinity in the raw water, and the periodic use of coagulant chemicals in the pretreatment process, the required dose of sodium hydroxide for pH adjustment will vary. In accordance with the distribution system RTW model a minimum effluent pH of 8.0 will be maintained during normal operating conditions. The chemical feed system needed for corrosion control was described previously. LYILOMINUM' - CNLONIDE SR~ VENT !' 1 .. I - .. Figure 8-1: Chemical Fill Station fl Section 8. Chemical Feed systems, Disinfection, and Corrosion Control lMORMON MA MAKE= 8.6. Polymer Polymer is used to condition residuals prior to dewatering in the solids handling operations at the plant. Selection of the polymer used will need to be coordinated with the Membrane Seller to assure there are no negative impacts on the membranes due to recycled decant streams off the solids handling processes. As a liquid, the useful storage life of polymer can- be measured in days; however, in solid form it can be stored up to two years. During normal plant operations the anticipated daily dose rate of polymer is low. With very little polymer required per month, it will be provided in dry form to reduce the amount of chemical that is wasted. Additional discussion of the polymer systems/requirements are described in Section 9 - Backwash, Residuals, and Waste Streams. Polymer systems will be supplied as part of the Construction Contract. Details regarding the dry polymer system must be taken under careful review in the final design to ensure that it meets all of the proper requirements. 8.6.1. Chemical Receiving The bulk chemical delivery receiving facility will include lockable quick connections for each chemical system for the trucks to connect to a truck offload panel with digital tank level indication, high level alarm indicators, and containment for any offload spills as shown in figure 8-1. Chemical delivery truck will utilize their trailer mounted pumps for transfer of chemicals to the bulk storage tanks, with return vent piping provided where necessary to contain vapors. All piping and valving mounted on the outside of the building will be positioned so that accidental spills can not occur at eye level as a safety measure. Each chemical connection will have clear signage indicating the chemical type and storage tank volume. To prevent chemical mixing due to spills or overflows, acids and base will be separated into two filling stations with independent spill containment. Additionally, chemical delivery lines will be sloped away from the delivery connection point to limit the volume of chemical that may spill near the receiving facility. 8.6.2. Bulk Storage The sizing of storage tanks will be based on a 30 day average use,at the future 22 MGD plant capacity for the primary dosing point. Storage is not provided for alternate chemical feed points as use of alternate chemical feed points is not anticipated to significantly change total daily chemical usage. Also alternate chemical feed points or dosing locations may not be used at all times. As some fiberglass chemicals tank age they can pose a risk of leaching Bisphenol A or BPA, which can be introduced into the permeate water from chemical dosing. This risk can be minimized if the fiberglass chemical tanks are manufactured with vinyl ester, or chlorinated polyester resins. These resins are compatible with all of the chemicals proposed in this Bozeman Hyalite/ Sourdough WTP Replacement Project Page 8-13 fl Section 8. Chemical Feed systems, Disinfection, and Corrosion Control MORMSON WA MERLE= section at ambient temperatures. Vinyl ester is compatible with both caustic Soda and the chemicals that will be used to clean the membranes up to 150 degrees F, which is higher than the maximum design temperature of the system (100 degrees F). The life expectancy of indoor fiberglass tanks can range between 10 years to the life of the plant depending on what type of chemical is being stored. Sodium hypochlorite tanks typically have the shortest lifespan, however, when operated and maintained properly they have been known to operate without failures for over 25 years. Proper operation and maintenance is as simple as never exceeding the tanks design criteria and conducting a visual inspection on a yearly base, so small problems can be fined before they turn into larger issues. If life expectancy is still a concern, the tank manufacturers that have been specified can provide up to a 5 year warranty if requested. To prevent overdosing of any of the chemicals, each storage tank will be equipped with level sensors that shall be equipped with both a digital signal for alarming and an analog signal for trending. For ease of operation, the instantaneous and daily average dose can be calculated and recorded from the analog signal that will be sent back to SCADA. 8.6.3. Day Tanks Day tanks will be provided for polyaluminum chloride, sodium hydroxide, sodium hypochlorite disinfection system and the hydrofluorosilicic acid fluoridation system. Each day tank will be equipped with a scale to monitor daily usage and mitigate overdosing. Transfer pumps will be used to deliver bulk tank stored chemicals to the day tanks. 8.6.4. Chemical Containment Storage tanks and feed pumps will be situated inside the new WTP building on the south side of the building in individualized concrete containment cells. A minimum of 6 inches of containment freeboard will be provided. A typical chemical truck delivery is 4,000 to 5,000 gallons. The minimum bulk storage tank size will be 6,000 gallons to accommodate a typical delivery while still maintaining a working volume of chemical. Double containment pipe will be utilised for all piping outside of containment. All chemical feed systems which require an IBC for monthly storage will be located in the chemical feed room. To prevent unwanted mixing of chemicals all of the IBCs will have their own individual vents and chemical containment. As a further precaution, feed systems that contain chemicals that have undesirable reactions when mixed will not be located next to each other. Many existing membrane plants have chemical CIP rooms designed in this fashion. If adequate safety precautions are provided, these chemicals can be stored in the same room with out incidence. 8.6.5. Chemical Valves All valves over '/2 inch that are connected to chemical tanks and hazardous chemical piping shall be metal (stainless steel) diaphragm valves for safety were compatible with chemical. All other chemical system valves shall be PVC diaphragm valves. Bozeman Hyalite/Sourdough WTP Replacement Project Page 8-14 fl Section B. Chemical Feed systems, Disinfection, and Corrosion Control 'N] MORMON R0n MAIERLE,m 8.7. Chemical Feed Systems The chemical feed pumps will have a feeding capacity that is broad enough to accommodate the variations in plant flow rate (1.9 MGD to 22 MGD) and appropriate chemical dosages. 8.7.1. Metering Pumps Per the request of the Bozeman WTP staff a peristaltic hose pump will be used for the chemical feed pumps. Peristaltic hose pumps are pulsation pumps; the apparatus includes a calibration column, pulsation dampener (to smooth out the discharge flow), high pressure cut-off switch, pressure relief valve and a meter. The feed pumps should be able to cover both maximum and minimum chemical feed requirements; in cases where the specified range cannot be met, more than one duty pump should be installed. A reasonable turn- down ratio for selection of peristaltic pumps is 100:1. Standby chemical feed units will be provided for all systems; for systems requiring more than one feed pump a single common standby will be provided. During the 2009 summer pilot study various makes of peristaltic pumps were tested on-site by Bozeman staff. Results of the testing led Bozeman staff to have a preference for pumps made by Blue-White Industries called Flex-Pro A3 metering pumps. With the wide range of dosing requirements between chemicals there may be some variation in pump requirements, but when possible the same model and tube size will be used throughout the system. For redundancy, each chemical system will include a duty pump and a standby pump. To reduce downtime due to equipment malfunction repair kits and spare pumps will also be provided for each pump model specified. 8.7.2. Transfer Pumps The Membrane Seller is providing a few chemical transfer pumps with their membrane equipment. Any additional chemical transfer pumps which are required should be specified to match those provided by Membrane Seller. See the Membrane Seller equipment submittal for specifics. Bozeman Hyalite/Sourdough WfP Replacement Project Page 8-15 11 -~ l x" r • I I- I 0 1 fl 0 MORMON AI MAVERLE., City of Bozeman Hyalite /Sourdough Water Treatment Plant Replacement Project Section 9. Backwash, Residuals, and Waste Streams Prepared by: James Nickelson Reviewed by: Travis Meyer Date: August 27, 2010 - 9.1. Introduction The new water treatment plant will generate a number of solid and liquid waste streams. Based on the conceptual design, the following waste streams need to be addressed: • Raw Water Overflow • Grit Removal Waste • Plate Sedimentation Waste • Strainer Backwash • Membrane Unit Backwash • Membrane Clean in Place Waste • Process Overflow • Process Drains • Process Area Floor Drains • Domestic Sewage A number of options for addressing the waste streams have been evaluated and recommendations have been developed. 9.2. Waste Streams The characterization of the various waste streams has been developed based on the conceptual design and data collected during the pilot testing. The following sections provide information on the various waste streams. 9.2.1. Raw Water Overflow The existing plant configuration requires constant overflow of raw water to Sourdough Creek from the head tower of the plant. The plant has three pipe lines that supply water to Bozeman Hyalite/Sourdough WfP Re lacement Project Page 9-1 ~~P J ~ fl Section 9. Backwash, Residuals, and Waste Streams MORJSON MA MAIERLE,tec the head tower. These include the Sourdough supply, the Hyalite pressure supply and the Hyalite gravity supply. The three pipe lines will be connected at the southwest corner of the existing water treatment plant building and combined into a single pipe to feed the new head tower located in the southeast corner of the new water treatment plant building. The raw water overflow will be directed to a pipeline that ties into the existing Sourdough Creek discharge line. Water quality is not anticipated to be a concern as the overflow water either comes directly from Sourdough Creek or from Hyalite Creek. The overflow water will be directed back to the creek without going through any plant process components and water will be. discharged into this pipeline downstream of dechlorination and sampling locations. The flow rate from the head tower will vary dependent on what pipe lines are in operation and changes in water production rates or raw water supply rates. The capacity of the Sourdough Creek discharge he will be designed to slightly exceed raw water demand for the 22 MGD plant design. This is the maximum capacity of the existing he based on head constraints. For the 36 MGD expansion a new discharge pipe to the creek will be required. A pipe line will be stubbed out of the head tower to allow for the future extension of the second discharge line in the future. 9.2.2. Grit Removal Waste The grit removal basin will have a periodic waste stream that will be pumped to a cyclone/classifier. The sand and grit will be sent to a dumpster to be disposed of either on or off site. The liquid stream will be pumped to the raw water supply line that feeds into the rapid mix tanks. The amount of grit generated is highly dependent on the stream conditions and the status of the raw water intakes. During normal flow conditions and normal operation of the screen intakes the quantity of grit will be relatively low. There is no plant specific data available to provide specific design criteria. Based on literature sources it is anticipated that at maximum day water production during high stream flow conditions the grit volume will be less than 10 cubic feet per day. This quantity of grit can be easily handled with a dumpster sized container. During emergency operation of the intakes and pipelines without screening and with high stream flows and high water demands it is probable that girt volumes will exceed this estimate, during these events the dumpster may need to be supplemented by a sma ll loader. Due to the configura t ion of the future grit basin, a separate cyclone/classifier wi l l be required at the second pre t reatment building. 9.2.3. Plate Sedimentation Waste The plate sedimentation system wi l l provide an intermittent flow of waste. The quan t ity and qua l ity of this waste s t ream wi l l vary based on the raw water qua l ity. It is an t icipated that sludge wi l l be removed intermittently as needed to remove the settled so l ids. This waste s t ream wi l l be sent to the gravity thickener. During the pilot test program, set t led waste from the pilot plate settler unit was co l lected and sent to WesTech Engineering, Inc. for bench scale testing. The settled waste sample had a TSS concen tr a ti on of 430 mg/1 which was much lower than typica l ly is removed from a Bozeman Hyalite/Sourdough WTP Replacement Project Page 9-2 Wr, Description 22 MGD 36 MGD Expansion Peak day solids production (lbs/day) Average day solids production (lbs/day) Solids Concentration 1% Discharge rate (gpm) 200 6,100 3,900 312 200 1% 200 Fl Section 9. Backwash, Residuals, and Waste Streams MORRISON 92 MAIERLE,LNr plate settler system. It is likely that the duration and flow rate of the pilot test, which was focused on the membrane units, was not sufficient to produce an adequate volume of sludge from the plate settler unit. It is anticipated that the plate settler will produce a waste stream containing a TSS concentration of approximately 3,000 mg/l. Based on preliminary information from the plate settler manufacturer it is anticipated that the plate settler effluent will be 2 NTU. Based on historical data, during peak water production periods the highest turbidity anticipated is 32 NTU. This will result in a projected peak day solids production of 6,100 pounds per day for the 22 MGD plant. The solids will be removed from the plate settler basins by a vacuum system which will operate intermittently at approximately 200 gallons per minute at a solids concentration of approximately 1 %. During the peak day at historically high turbidity events the vacuum system is estimated to operate approximately 25% of the time producing an average of 51 gallons per minute. On an annual average basis the plate settlers are estimated to produce 312 pounds of solids per day and a volume of 3,800 gallons per day for the 22 MGD plant. The expansion to a 36 MGD plant will generate additional solids and will require additional plate settler basins. The future basins will be equipped with separate waste handling systems. The following table summarizes the estimated loading from the plate settler for the 22 MGD and 36 MGD expansion: Table 9-1. Plate Settler Solids Production Parameters 9.2.4. Strainer Backwash and Membrane Unit Backwash The strainers are located downstream of the sedimentation basin to provide protection to the membrane filtration units. The waste stream from the strainers will be directed to the DAFT. The volume and quality of this waste stream will vary based on plant demands and source water quality. The membrane unit backwash is also variable and will be directed to the DAFT. The waste stream generated from these two processes is estimated based on a 95% recovery rate. Therefore during peak production the units will produce a combined 1.1 MGD of waste. On peak days during historically high turbidity events it is estimated that the waste stream will contain approximately 470 pounds of solids per day for the 22 MGD plant. On an annual average basis the combined waste stream is estimated to be 330 gallons per minute and produce 97 pounds of solids per day for the 22 MGD plant. The following table summarizes the estimated loading from the backwash operation for the 22 MGD and 36 MGD expansion: Table 9-2. Backwash Parameters Bozeman H alite/Sourdou h WTP Replacement Project Page 9-3 .r~ Y R P J fl ®l MORMSON oa MAIM,= Section 9. Backwash, Residuals, and Waste Streams 764 Peak flow rate (gpm) 330 Average flow rate (gpm) Description 22 MGD 36 MGD Expansion Peak day solids production (lbs/day) Average day solids production (lbs/day) 9.2.5. Membrane Clean In Place Waste The membrane units require periodic chemical cleaning. The waste stream from this source varies depending on the type of cleaning. The waste will be treated by neutralizing the acid or base chemical used for cleaning. This waste stream is relatively small and the best disposal method is to discharge to a holding tank for trucking to the wastewater treatment plant. Water quality testing of the clean in place waste stream from the pilot plant is listed in the following table: 470 300 97 62 490 210 The quality of the waste stream is low and as such, treatment and disposal at the wastewater treatment plant is appropriate. The quantity of clean in place waste will be determined by the MF Supplier during the final design phase of the project. 9.2.6. Process Overflow Provisions for handling the overflow of water from the various process components are important for emergency events. The preliminary design allows for these waste streams to gravity flow to a lagoon. The lagoon is intended to hold the overflow until it can be reprocessed or wasted. 7 Bozeman Hyalite/Sourdough WTP Replacement Project Page 9-4 Parameter Result Units Total Suspended Solids Apparent Color 900 cu True Color 300 cu Dissolved Aluminum 122' mg/L Total Aluminum 151 mg/L BOD (Biochemical 'Oxygen Demand) 2,800 COD (Chemical Oxygen Demand) su pH 7.6 mg/L 118 mg/L mg/L 5,200 fl Section 9. Backwash, Residuals, and Waste Streams r MORRISON nâ1I MAIERIE.m. 9.2.7. Process Drains Many of the process units will include drains for maintenance purposes. It is anticipated that process drains will be connected to the gravity thickener; however, during the final design phase these discharge points will be further evaluated. Due to the infrequent use and low volume of waste from these drains, it is not critical as to which solid stream unit they are directed to as long as they are connected to some form of treatment or containment. 9.2.8. Process Area Floor Drains The floor drains in the process area will contain waste from wash downs, leaks, condensation and various maintenance activities. This waste stream will contain low quantities of cleaning agents, general contaminants associated with equipment and floor cleaning and has the potential to contain process chemicals in the rare case of a chemical spill. It is recommended that this waste stream be combined with the domestic sewage and be processed with a conventional septic system. Provisions will be included in the design to allow for the isolation of the flow stream when a chemical spill occurs. The discharge for the process area floor drains will require a discharge permit. Discussions with DEQ indicate this discharge can be included in the overall plant discharge permit; however, it will be considered a separate outfall for monitoring and fee determination purposes. 9.2.9. Domestic Sewage The domestic sewage generated from the water treatment plant's fixtures and from the operator's house will be treated and disposed of on site. It is anticipated that septic tanks will be provided for the two facilities and that effluent from the two systems will be combined and sent to a conventional drainfield for final treatment and disposal. The estimated flow from the operator's house is 300 gpd based on a three bedroom dwelling. Domestic waste from the water treatment plant is estimated to be 130 gallons based on 10 employees and 13 gpd/employee. In addition, miscellaneous flow from the laboratory and ancillary facilities is estimated to be 300 gpd. The total sewage flow is therefore estimated to be 730 I?Dd. Sewage generation will not be impacted by the plant expansion to 36 MGD. 9.3. Gravity Thickener Waste Stream Flow from the plate settler unit basin will be directed to the gravity thickener. The effluent from the gravity thickener will be directed to the inlet of the plant downstream of the head tower or to Sourdough Creek. The solid stream from the gravity thickener will be sent to the drying beds. Polymer will be added upstream of the gravity thickener to assist with the thickening process. During the pilot testing process, a sample of plate settler underflow was sent to WesTech Engineering, Inc. for a bench scale thickening test. The bench scale testing resulted in the following recommendations: • A polymer is needed to assist in effectively flocculating the solids for settling. The polymer used in the test was Ciba Magnafloc dosed at 2 mg/l. Bozeman Hyalite/ Sourdough WTP Replacement Project Page 9-5 36 MGD Expansion Description 22 MGD Westech Engineering Potential Supplier Gravity Thickener Size (diameter in feet) Peak solids loading rate (lbs/day) Peak flow rate (gpm) 200 Mechanism Horsepower 1 25 20 6,100 3,900 200 1 FDR Section 9. Backwash, Residuals, and Waste Streams ® MORRISON UJ MAIERLE.Nr • The thickened underflow is expected to be pumpable. • The supernatant was very clean and resulted in a turbidity of 0.57 NTU, un- measurable TSS concentration and un-measurable aluminum concentration. For the 22 MGD plant and the estimated peak day solids production of 6,100 pounds per day and a loading rate of 12 pounds per square foot per day the required size of the gravity thickener is 25 feet in diameter. Similarly on a peak day production of 74,000 gallons per day and a loading rate of 150 gallons per square foot per day the required size of the gravity thickener is 25 feet in diameter. Peak flow rates to the gravity thickener will be in the range of 200 gallons per minute. The supernatant from the thickener will overflow to the Sourdough Creek discharge. The piping configuration from the thickener will allow for the supernatant to be sent to the head of the plant. The solids will be drained on a periodic basis to a pump station to be sent to the drying beds. For the 36 MGD expansion a second gravity thickener will be required. Based on the potential location for the additional pretreatment facility a gravity thickener dedicated to this pretreatment train is likely. For the additional 14 MGD capacity a 20 foot diameter gravity thickener will be required. The following table summarizes the gravity thickener parameters. Table 9-3. Gravity Thickener Sizing 9.4. Dissolved Air Flotation Thickener Waste Stream Flow from the strainer backwash and the membrane unit backwash will be directed to the dissolved air flotation thickener (DAFT). The effluent from the DAFT will be directed to the inlet of the plant downstream of the head tower or to Sourdough Creek. The solid stream from the DAFT will be sent to the drying beds. Polymer will be added upstream of the DAFT thickener to assist with the thickening process. During the pilot testing process, a sample of the backwash water was collected and sent to WesTech Engineering, Inc. for bench scale dissolved air flotation clarification. The bench scale study resulted in the following recommendations: • A polymer is needed to float the solid particles. Ciba Magnafloc 155 at a dosage of 0.3 mg/l worked well to flocculate the solid particles. Bozeman Hyalite/ Sourdough WTP Replacement Project Page 9-6 Description 22 MGD 36 MGD Expansion Blower Horsepower 20 each 20 Rake Horsepower 0.5 each 0.5 World Water Works 764 Peak flow rate (gpm) 2 Number of units DAFT size (square feet required) 166 106 486 1 Dimension of unit (feet) 7wx161x10h(each) 7wx161x10h Potential equipment supplier fl Section 9. Backwash, Residuals, and Waste Streams MORMSON Y.i~MAIERI m • A recycle rate of 25% is desirable. • A design rise rate of 4.6 gpm/ft2 is recommended. • A saturation pressure of 65 psi is recommended. • A float solids content of 1.8% was developed during the test. • The subnatant had a turbidity of 2.4 NTU, a TSS of 4.3 mg/1 and un-measurable aluminum levels. • The solids removal rate was 98.3%. For the 22 MGD plant, based on a loading rate of 4.6 gallon per minute per square foot and a peak loading of 1,100,000 gallons per day a total surface area of 166 square feet is required. It is recommended that two units be utilized each with a surface area of approximately 84 square feet. This will allow for more efficient operation during non-peak flow times. The 36 MGD plant will require the ability to process an additional 700,000 gallons per day which requires a process unit with a surface area of 106 square feet. Table 9-3. Dissolved Air Flotation Thickener Sizing 9.5. Drying Bed Waste Stream The solids stream from the gravity thickener and the DAFT will be directed to the drying beds to settle out solids for final processing of the solid waste stream. Polymer can be added to the influent to assist in the settling process if desired. The drying beds will be equipped with overflow capabilities and drains. Normal operation of the drying bed system will include filling an individual bed to capacity and then begin filling the subsequent bed. Once a bed is full, the under drain system will be opened to assist in the dewatering of the sludge. The overflow and under drain discharge will be directed to the lagoon lift station to be pumped to the DAFT for treatment. Once the sludge has dried to a point where it can be removed from the bed with a loader it can be stockpiled and trucked to the landfill. The design capacity of the beds will allow for storage of the annual estimated solids stream production plus a buffer of ten percent. If the solids loading from the raw water source is higher than expected or the thickening process in the DAFT or the gravity thickener results Bozeman Hyalite/ Sourdough WTP Replacement Project Page 9-7 O1A Bozeman Hyalite/Sourdough WTP Replacement Project Page 9-8 fl Section 9. Backwash, Residuals, and Waste Streams ~~1 MORRI50N BI MAIERLE.uc in a lower solids content than anticipated the drying beds may need to be flooded more than once which will result in a thicker solids mat. The combined DAFT and gravity thickener waste stream is expected to produce an average solids content of three percent. For the 22 MGD plant it is estimated that the annual solids production will be approximately 149,000 pounds and the annual volume at three percent will be approximately 590,000 gallons. The proposed drying bed configuration consists of ten beds each with an operating depth of 27 inches, a width of 30 feet and a length of 130 feet. The expansion to a 36 MGD plant will require approximately 60 percent more bed area or 6 additional beds. The following table provides information on the proposed drying beds. Table 9-4. Drying Bed Sizing Description Solids production (pounds) Solids volume based on 3% (gallons) Number of beds Proposed Bed Size (feet) 22 MGD 149,000 590,000 10 30 w x 130 l x 2.5 d (each) 36 MGD Expansion 95,000 375,000 6 30 w x 130 l x 2.5 d (each) 9.6. Lagoon A lagoon is recommended for addressing unusual conditions, plant overflows, maintenance activities and operational flexibility. During these events, flow will be directed to the lagoon and depending on the quality of the water it will be wasted through the solids treatment processes or sent to the head of the plant for re-processing. Proposed sizing of the lagoon is to allow for one hour of wasting during peak flow demands. The lagoon for the 22 MGD plant would require approximately 900,000 gallons in volume. The expansion to the 36 MGD plant would require an additional 600,000 gallons. It is proposed to construct one 1,500,000 gallon lagoon with the initial project which will allow for additional flexibility in operation of the plant and avoid the construction of a second lagoon with the expansion project. 9.7. Discharge Permit Considerations The current discharge permit to Sourdough Creek (Bozeman Creek) allows discharge of filter backwash water after treatment. Treatment consists of settling basins and de- chlorination. Permit limits, effective June 1, 2010, consist of the following: fl Section 9. Backwash, Residuals, and Waste Streams In MORMON na MAIERLE,Nr Parameter Average Monthly (mg/1) Maximum Daily (mg/1) TSS 30 45 TRC 0.016 0.021 TDA TSS = Total Suspended Solids TRC = Total Residual Chlorine TDA = Total Dissolved Aluminum 1.0 1.5 pH of the effluent is limited to between 6.0 and 9.0. Monitoring is required prior to the discharge entering Sourdough Creek. A 300 foot long mixing zone is allowed for total residual chlorine and total dissolved aluminum. The Technology-Based Effluent Limits in the permit include TSS. While not included in the permit as a limit, non-degradation limits are included in the Statement of Basis for TSS. Daily Maximum limit was calculated to be 215 lb/day based on a monthly average 323 lb/day based on a daily maximum. The Water Quality- Based Effluent Limits in the permit include TRC and TDA. The 7Q10 value used in determining the water quality- based limits was determined to be 4.3 cfs based on a limited number of data points. The limits for TRC were reduced during the last permit cycle. The limits for TDA were maintained at the previous permit levels; however, it is likely that the limit would be reduced if the plant utilizes an aluminum based coagulant. The Statement of Basis for the permit includes calculations that would place the TDA limits at 0.215 mg/l on a monthly average basis and 0.279 on a maximum daily basis. For planning purposes it should be noted that the 7Q10 is based on a limited amount of data and could change if additional data is collected. A TMDL has not been completed for Sourdough Creek which also has implications relative to future permit requirements. i sT Bozeman Hyalite/Sourdough WTP Replacement Project Page 9-9 U a` r~ ~ u m ti Bozeman Hyalite/Sourdough WTP Replacement Project Page 10-1 fl a MORRISON WAIMMU.. City of Bozeman Hyalite/Sourdough Water Treatment Plant Replacement Project Section 10. Architectural/Structural Approach Prepared by: Donn Hogan / Nate Menuez Reviewed by: Nathan Kutil/Jeremy Grove/Dan Harmon Date: August 31, 2010 10. 1. Introduction This section summarizes the project architectural design standards and outlines the architectural approach for the new facility structures. This approach was developed to provide consistency in design of new facilities and visually mitigate structures adjacent to adjacent properties. Items included within this section are architectural design elements, site layout, colors, materials and textures, interior finishes, access, landscaping, energy • conservation and maintenance. 10.2. Definitions Architectural element - architectural design feature or component. Complementary color - compatible or harmonious colors. Interior finish -building interior surfaces consisting of walls, ceilings, floors, doors, trim and built-in furnishings. Massing - building form or shape. 10.3. Architectural Codes and Standards 10.3.1. Architectural The following codes should be adhered to in the architectural design of this project. • 2009 International Building Code (IBC). • 2006 International Mechanical Code (IMC). • 2006 Uniform Plumbing Code (UPC). • National Fire Protection Association (NFPA). • • Uniform Fire Code (UFC), 2006. fl Section 10. Architectural/Structural Approach RA MORMON MAllER Z. • Life Safety Code, 2006. • American Society for Testing and Materials (ASTM). • American National Standards Institute (ANSI). • Occupational Health and Safety Administration (OSHA). • National Association of Architectural Metal Manufactures (NAAMM). • Sheet Metal and Air Conditional Contractors National Association (SMACNA). • Architectural Sheet Metal Manual, Architectural Sheet Metal Specifications. • Steel Structures Painting Council (SSPC). • 2003 International Energy Conservation Code (IECC). • 2005 National Electric Code (NEC). • Underwriters Laboratories, Inc. (UL). • American With Disabilities Act (ADA). 10.4. Architectural Guidelines and Procedures 10.4.1. Visual Image Policies and Guidelines Architectural Elements The architectural design should strive for visual continuity throughout the facility. The structure may be expressed individually in form or mass, with continuity achieved through use of color, texture, material and detail. The following design criteria should apply to the new structure: • Architectural design elements should employ detailing and massing strategies that minimize the building's visual impact to the surrounding area and that are consistent with the surrounding site contours and grading. • Architectural elements should be simple, yet clearly articulated, to help minimize the building's visual impact on its surroundings. • Architectural massing should be consistent with the overall facility and of the surrounding setting. • Process structures should respond to the expression of their internal functions. • Building and wall surfaces should use distinctive horizontal relief elements to respond to the site context and adjacent structures. • Building character shall be in conformance with rural character of area and take on a "barn-like" unassuming look. • Egress shall account for winter time icing conditions and shall take advantage of warm (south facing) solar orientation. Bozeman Hyalite/Sourdough WTP Replacement Project Page 10-2 [r% fl Colors Section 10. Architectural/Structural Approach MORMSON WA MAIERIE.. All building exterior colors should be integral with the material used and provide a continuous design element throughout the facilities. The following policies will result in architectural continuity through the use of color. Painted or tinted concrete will not be used. Colors should be natural tones - grays, tans, ochres and similar hues that are consistent with the rural "barn-like" character desired and the surrounding natural environment. Accent colors may be complementary, but should be used to a lesser degree. Bright colors and light tones can be used to emphasize or highlight building forms, while darker hues tend to minimize building features. Materials and Textures Material and textures will play a major role in design. Textures, like colors, will tend to mitigate visual impacts with smooth surfaces highlighting building features and rough textures toning these features down. Materials such as metals, glass, glass block and unit masonry present opportunities for harmonious contrast within the overall design. The following are guidelines for materials use: • Wood-like materials should be used as the general material for architectural features. Natural concrete can be used as a secondary material. • Corrosive resistant metals should be considered for use in architectural details (frames, railing, fixtures and other components), and should be consistent throughout the facility. Facility Architectural Concepts - Water Treatment Plant (WTP) The existing Bozeman WTP consists of several buildings and structures that will be replaced by the new water treatment facility. The City has requested that the new facility have a barn- like look that will match the nearby agricultural and livestock structures. The form of the new facility will also reflect the dynamic landscape and mountains of this southern edge of the Gallatin Valley. Preliminary elevation views are presented in Appendix 10.1 located at the end of this Section. These figures were drawn based on previous preliminary building layout so the final details such as roof lines, and doorway and window sizes and locations may change to accommodate the final layout and structural requirements. The building entrance to the administration area and access areas to the process areas will be oriented toward the south in order to take full advantage of the sun's orientation. This approach will provide plenty of natural daylight and solar heat gain during the cold winter months as well as help to keep sidewalks and driveways clear of snow as much as possible. The administration area will also be designed to take advantage of sweeping views to the north toward the valley and the Bridger Mountains. The process area will be located in the center of the building to allow for as much flexibility as possible for phasing of preliminary treatment systems and to maintain safe and convenient access to chemical loadout facilities. All major process areas will have high clerestory windows to illuminate the interior process spaces providing a positive work environment for facility operators. Bozeman Hyalite/ Sourdough WTP Replacement Project Page 10-3 IM Section 10. Architectural/Structural Approach MORRISON DA MAIERIE.m The steeply sloped roof pitches will be standing seam metal roofing and the exterior siding is shown to be a variegated metal siding to blend in with the landscape. A concrete wainscot will protect the exterior walls from snow buildup during the winter. Canopies at the window areas will provide solar control throughout the year and the canopies at the process areas will provide weather protection as well as keeping the facility doors clear of snow and ice. All exterior doors, windows and louvers will be prefuushed or painted to match the other exterior materials. Open basins and process areas are made of cast-in-place concrete with aluminum railings with painted equipment and mechanical components to match the other building features. Where basins share exterior walls (northeast corner) the concrete on the exterior walls could be finished or plated with siding matching the remainder of the structure. Further evaluations for finishing concrete basin exterior walls will be completed during detailed design based on owner preference and cost. Facility Architectural Concepts - Sourdough Intake Structure The existing sourdough intake consists of a concrete spillway structure with earth containment berms on either side, a surface intake trash rack and vault, a fine screening vault with a curved metal (Coanda) screen housed in a temporary building, and a flow measurement flume. The intake site is located south from the existing water treatment plant on Sourdough Canyon Road about 1.1*miles in an area designated as non-motorized public use. A new intake building is proposed to permanently house the existing surface intake's fine screening vault, and to provide a secure area for the infiltration gallery's diesel air compressor and for miscellaneous intake equipment, controls and accessories. The proposed intake building will have two separate rooms, with separate access and different floor elevations that will include a fine screening room and air compressor room. The City has indicated that because the building is located near Forest Service property in a high access recreation corridor, architectural features should match typical Forest Service facilities so as not to attract public attention (blend into its surroundings). Also, since there is limited access to the site, the facility should require little to no regular maintenance. Preliminary elevation views are presented in Appendix 10.2 at the end of this Section. The building will have a Forest Service maintenance facility look that includes decorative concrete walls and masonry colored with earth tones to blend in with the landscape and a steep architectural metal roof. The steeply sloped roof pitch will be standing seam metal. A concrete wainscot will protect the exterior walls from snow buildup during the winter. Glass block windows at roof height .will provide solar control throughout the year and required equipment ventilation will be achieved using similarly shaped louvers that match the windows shape and form. All exterior doors, windows and louvers will be prefnished or painted to match the other exterior materials. 10.4.2. Site Layout and Massing Pavement areas around the site should be screened whenever possible from offsite views. Bozeman Hyalite/ Sourdough WTP Replacement Project Page 10-4 h ~Je fl Section 10. Architectural/ Structural Approach MORRISON s•~MAIERIE,m Freestanding structures, tanks or equipment that cannot be enclosed should be arranged in an orderly fashion to give an uncluttered appearance and should adhere to the building guidelines. The new plant structures are to be designed to blend with the rural character of the area. Massing, form and color should be used to minimize the visual impacts of the plant structures. Landscaping shall be minimized, with the use of low or zero maintenance native materials 10.4.3. Barrier Free Access New administration areas will be accessible per Americans with Disabilities Act Accessibility (ADA) Guidelines, although the new process facilities are not required to be accessible. 10.4.4. Interior Finishes Interior areas will be provided with natural lighting whenever possible. This natural lighting will be provided by skylights, windows and glass unit masonry wherever possible. Interior finishes will be dictated by use and determined by the City of Bozeman during the detailed design. 10.4.5. Coordination Close and continuous coordination and cooperation among the various discipline designers are essential to the project progress and completion. Architects provide input to the various disciplines working on the structures to be built for this project. The checklist that follows is intended to stimulate the coordination process. Site-Architectural • Participate in developing the site layout, traffic circulation and orientation for all structures on the site. • Review grading and drainage and their impact on the structures. • Coordinate landscaping with site grading and drainage. • Coordinate Building Code requirements. Landscaping-Architectural • Develop landscape placement and coordinate planting materials to prevent blocking of building openings (doors, windows) and damage to the plantings from ventilation (heat, fumes). Use low or zero maintenance native materials and concepts. • Coordinate the location of building hose bibs with yard piping layout. Structural-Architectural • Verify concrete finishes for slabs. • Coordinate location and type of construction, expansion, and control joints. Bozeman Hyalite/ Sourdough WTP Replacement Project Page 10-5 fl i Section 10. Architectural/Structural Approach ®11 MORRISON ®A MAIERIE,Ne • Establish railing material, type and detail; determine railing conformance with codes and safety regulations. • Establish rise, run, material and detail of all stairs; verify conformance with codes and safety regulations. • Coordinate size, detail and location of all floor, wall and roof openings. • Establish roof and floor slopes and floor drain elevations for proper drainage. Verify need for sloping structure or topping material. Verify need for depressed slab areas. • Review framing schemes for column locations and size, beam clearances and impacts on other disciplines' work. • Coordinate construction materials to comply with Building Code requirements. HVAC and Plumbing - Architectural • Work with mechanical designer to determine insulation R values required for walls and roof to meet energy code requirements. • Verify size, location and types of wall and door louvers. • Coordinate required roof and wall penetrations. • Verify plumbing fixture count, type, layout and location. • Verify all floor and roof drain locations. • Provide background floor plans and building sections for HVAC designer's use. • Verify size, location and access requirements for all HVAC equipment. • Review air diffuser and grille selection for compatibility with ceiling system. Electrical - Architectural • Review lighting selection, layout and compatibility with ceiling system and air diffusers and grilles. • Provide up-to-date background floor plans for electrical designer's use. 1~ Verify size, location and access requirements for all motor control centers, panels and instrumentation and control equipment. Verify that equipment will fit through openings provided and at locations shown. • Review electrical outlets locations for both inside and outside areas and verify sufficient outlets are provided for operations and maintenance. Corrosion Control - Architectural • Verify types of exposed metals and finishes to be used to prevent corrosion. Bozeman Hyalite/Sourdough WTP Replacement Project Page 10-6 tl Section 10. Architectural/Structural Approach MORRISON om MAIERIE,nc 10.4.6. Products Building Insulation Great care will be necessary in the selection of insulation type and vapor barriers for this facility due to the high humidity environment of the water treatment plant. Roofing Roofing will be a complete system, with compatible insulation, accessories and walking surfaces. Proper drainage for low-slope roofs will be provided with preferred roof slope of 1 /2-inch per foot and an absolute minimum of 1/4-inch per foot. Sloped roof structures, or portions of structures will be a minimum of 3 in 12 pitch for snow clearance. Acceptable roofing products are: • Elastomeric coating on decks or low slope roofs. • Standing seam metal roofing. • Rigid polyiso or polystyrene roof insulation. Roofing systems will include flashing and both the materials and the installation will be guaranteed for a minimum of ten years. Doors Doors will be steel, aluminum, fiberglass or stainless steel as required. Steel doors and frames will be galvanized including fixed glass windows, gas or airtight windows and acoustical . window. Doors will be a minimum of 1-3/4-inch thick and will have a minimum width of 3- feet and a minimum height of 7-feet 10-inches. Fiberglass doors and frames will be used in highly corrosive environments. Metal frames with a gelcoat top coat will be used with fire rated doors. In chlorine, sulfur dioxide, ozone or other hazardous gas handling areas, doors will be gas tight with viewing window. There will be no windows however in the doors to the sodium hypochlorite room due to the degradation of the chemical with W light. Heavy duty weatherstripping usually is adequate for normal doors. Special scribed plates with neoprene edges are required to seal around projecting hoist monorails. The doors on the chemical rooms will be equipped with panic bars and combination locks suitable for arctic conditions. In tunnels, outfall structures or other areas subject to flooding, water tight doors may be required. Exterior doors will swing outward and have non-removable pin type hinges. Door stiles will be wide enough to accommodate heavy duty mortise type locks. Finish. hardware will be heavy duty commercial mortise hardware. Stainless steel, anodized aluminum or other corrosion resistant materials will be used. Locks and master keying will be comparable with locking and keying systems to be established by the City of Bozeman Windows The following will be considered in the selection of windows: Bozeman Hyalite/ Sourdough WTP Replacement Project Page 10-7 i Il Section 10. Architectural/Structural Approach © MORMSON MA Mrl EME L,, • Function. • Water/air penetration rate. • Light transmission. • Comfort. Windows will be anodized aluminum, fixed or openin-a light windows, heavy commercial type. Thermal break window sections and low-E insulating glass units will be used. All insulated glazing will have a minimum thickness of 1-inch. Interior Walls Gypsum wallboard may be used as needed for interior wall construction. Special care will be taken to use water resistant gypsum wallboard where needed. Cement backer boards will be used behind ceramic tile. Concrete and concrete masonry will be used for interior walls of process areas. Flooring Ceramic tile should be used for toilet areas. Quarry tile, sheet vinyl, or resilient vinyl tile may be used for high traffic, plant staff areas and visible areas. Top set base will be used in most locations where floor and wall finishes are specified. Epoxy floor finish will be used for special areas such as special laboratory areas, very high moisture rooms, and chemical containment areas. Ceilings , Acoustical ceilings will be typical 2x2 foot or 2x4 foot ceiling tile in a suspended heavy duty grid. These will be used only in office and public areas. Aluminum grid and moisture- resistant panels will be used in areas having moisture vapor. Acoustical Panels Acoustical panels will be perforated aluminum panels backed with fiberglass sound absorption insulation. Insulation will be wrapped in water proof plastic or fiberglass cloth. Panels will be attached to walls and ceiling with stainless steel or aluminum clips. Panels will be mill finish or have a standard factory applied coating. Architectural Paint Finishes Paint will be semi-gloss or gloss. Flat paint will be used only after evaluation and discussion with the Bozeman Staff. Epoxy coatings will be used for general chemical resistance. Epoxy should not be used in areas exposed directly to sun. Chemical resistant coatings will be used in chemical storage areas. 5;ke_ Bozeman Hyalite/ Sourdough WfP Replacement Project Page 10-8 S fl Section 10. Arch itectural/,Structurat Approach ® MORMON an MAIER1E,nc Louvers and Vents Louvers will be anodized or prefinished aluminum. Acoustical louvers will be used to control sound transmission from generator rooms or other noisy environments. 10.4.7. Energy Conservation Energy conservation is an important concern to the City of Bozeman. It is, therefore, necessary to design for energy conservation during the planning, layout and orientation of all buildings and when selecting building service systems. The HVAC design guide addresses energy conservation considerations, including utilization of hot water heating and cooling from the ground or from the raw water sources. 10.4.8. Life Cycle Cost Effectiveness Obtaining optimum value for every dollar spent should be a goal of every designer. Designers have the greatest impact on total costs because they are the chief decision-makers in the selection of materials and equipment. Designers should be aware of how one discipline's decision affects another. The cost of each element should be justified by its function, reliability or aesthetic value. The cost of each element includes the cost to construct, operate, maintain and replace it. 10.4.9. Maintenance To help control maintenance costs, durable, low maintenance materials and finishes are preferred. When possible, the same kind of items will be used in all facilities. One-of-a-kind elements will be avoided. Elements include doors, door hardware, lighting fixtures that require the same kind of lamps, and a coordinated lock keying system for all facilities. 10.5. Structural Purpose and Content This report describes the structural engineering design criteria for new construction on the project. Included in the criteria are required design loads for buildings, tankage, miscellaneous structures and components. Also included are analysis and design methodologies for various materials of construction including cast-in-place and pre-cast concrete, steel, masonry, aluminum, fiberglass and stainless steel. 10.6. Structural Definitions Allowable Stress Design (or ASD or Working Stress Design) - A method of structural design which applies actual loads to structural elements, and limits the stress on elements to a code- prescribed fraction of the yield or ultimate strength of the material(s). CMU - Concrete masonry unit (concrete block). CIP - Cast-in-place (refers to concrete construction). FRP - Fiber-reinforced plastic. Bozeman Hyalite/ Sourdough WTP Replacement Project Page 10-9 rJ fl Section 10. Architectural/Structural Approach MORJSON nZ MAIERLE.m Strength Method (or Ultimate Strength Method) - A method of structural design which applies factored design loads to structural elements, and strength reduction factors to the yield or ultimate strength of the material(s) being designed. 10.7.Structural Codes and Standards Governing structural design codes are indicated in the Section 2. The designs fall under the jurisdiction of the 2009 International Building Code (IBC) referred to hereafter as "Building Code." In addition to the codes and regulations listed above HDR/MMI will use Specifications for Aluminum Structures, published by the Aluminum Association, for design of aluminum structures or components. Concrete masonry will be designed in accordance with ACI 530- 05/ASCE 5-05/TMS 402-05, Building Code Requirements for Masonry Structures, with due consideration of any Building Code modifications. Water containing concrete structures will also be designed to meet the requirements of the American Concrete Institute's design document ACI-350-05, Environmental Engineering Structures. Structures will be designed for normal sanitary exposure, according to the requirements of ACI-350. 10.7.1. Structural 2009 International Building Code (IBC) • Minimum basic Wind Speed 90 miles per hour, Exposure C. • Seismic Design Parameters: Site Class C, Sips = 0.600 (g), SD1 = 0.300 (g), Seismic Design Category = D. • Ground snow load = 53 psf. • Minimum Design Loads for Buildings and Structures, ASCE/SEI 7-05. American Concrete Institute (ACI) • Reinforced Concrete Design ACI-318-05. • Environmental Engineering Structures ACI-350-05. American Institute of Steel Construction (AISC) • Specifications for the Design, Fabrications, and Erection of Structural Steel. • Buildings, March 9, 2005. • Manual of Steel Construction, Third Edition. • Specifications for Structural Joints Using ASTM A 325 or A 490 bolts, June 30, 2004. American Welding Society (AWS) • Structural Welding Code AWS D1 1-2004. American Society for Testing and Materials (ASTM) Bozeman Hyalite/Sourdough WTP Replacement Project Page 10-10 ~[ri fl Section 10. Architectural/Structural Approach MORRISON an MAIERL&Ls, American National Standards Institute (ANSI) 2006 International Mechanical Code (IMC) 2006 Uniform Plumbing Code (UPC) Occupational Health and Safety Administration (OSHA) 2005 National Electric Code (NEC) National Design Specifications for Wood Construction, 2005 Edition National Association of Architectural Metal Manufactures (NAAMM) Metal Grating Manual Steel Structures Painting Council (SSPC) Factory Mutual System (FM) Underwriters Laboratories, Inc. (UL) American with Disabilities Act (ADA) 10.8. Structural Guidelines and Procedures 10.8.1. General All structural engineering for the project will be done in accordance with the Owner's project requirements and applicable building codes, as well as to reflect the judgment and experience of the engineer responsible for the professional engineering certification of the drawings. Design engineers will use the practices contained in this guide unless there is an overriding reason not to use them for particular components of the project. In that event, the reason will be documented in the calculations. Calculations Structural design may be performed either manually or using computer programs. Computer programs will be either the current HDR/MMI programs or other appropriate industry- standard programs. Specific industry-standard software used on the project may include: • The ISDS structural analysis and design program from Research Engineers. • PCA Column, MATS, PCA Bear and ADOSS from the Portland Cement Association. • RISA 2D from the RISA Technologies. • Visual Analysis V6.0. • Enercalc V6.0. - In addition to manual calculations, HDR/MMI has adapted computer spreadsheets to several structural engineering tasks. Spreadsheet assisted manual calculations will include the same identifying markings as HDR/MMI Computation Pad calculations. These calculations will clearly state input, output, equations used, etc. All calculations will be checked according to HDR/MMI Quality Control Guidelines. Bozeman Hyalite/Sourdough WTP Replacement Project Page 10-11 I Section 10. Architectural/Structural Approach ® MONSON Wa MAIERIE,m Design Method (unless otherwise noted) For concrete design: Strength Method. All other design: Allowable stress design. 10.8.2. Loads General Loads used for design will be obtained using the sources listed on the Structural Design Checklist. Loads to be considered include lateral load and gravity load. Lateral loads are imposed by wind, seismic, soil pressure, equipment loads on soil adjacent to walls and liquid pressure. Gravity loads include dead loads, live loads, snow load, and suction and uplift loads imposed by wind or uplift loads imposed by groundwater. Equipment loads, large piping loads and pipe thrust loads will be accurately determined before design, and the structure design will account for them. The following loads will be used for structural analysis of roofs and framing: • Roof live loads. • Roof snow loads. • Roof dead loads. • Roof wind (uplift) loads. • Floor and platform live loads. • Floor and platform dead loads. • ' Ceiling loads. • Interior wall loads. • Exterior wall loads, including horizontal loads. • Erection and construction loads. • Future loads, if known. • Hoist loads and laydown loads. • Equipment loads. • Piping loads. • Phantom' loads (if used). ' Phantom loads are used in conjunction with piping loads when the location of miscellaneous piping is undetermined. Phantom loads will be one kip on secondary beams and 2 kips on primary beams, placed at the point of maximum moment for bending calculations and at the ends for shear and connection calculations. Phantom loads will not be used for large piping loads. Bozeman Hyalite/ Sourdough WTP Replacement Project Page 10-12 Il Section 10. Architectural/Structural Approach MORMSON MA MAIERIE,nc • Seismic loads. • Any other appropriate loads. Each of the large piping loads will be calculated separately, and their locations determined. Large pipes are designated as over 12 inch diameter. Design Dead and Live Loads For dead load, include all permanent or semi-permanent loads. This includes equipment, piping, banks of conduit, electrical trays, floors, supporting members, walls, partitions, chemicals in bins or on storage floors, and liquid contents of piping, containers and equipment. Dead load also includes weight of soil on soil-covered roofs, if applicable. Storage area loads for bagged chemicals will be in accordance with ACI 350. Assume material to 2/3 of ceiling height'over entire area. Roofing dead loads will be assumed to be 10 psf (non-ballasted) or 20 psf (ballasted), unless actual loads are known. Live loads include all loads not included as dead loads including people, tools and equipment which may be placed on floors temporarily. Live loads will not be applied to floor areas permanently covered by equipment, unless the live load is higher than the equipment load. Several common design dead and live loads are summarized in Appendix 10.3. Design uniform live loads will be indicated on drawings as required by the Building Code. Design Loads for Liquid-Containing Structures Structural design will be performed for maximum liquid levels indicated by process engineers. Applicable load factors and durability coefficients from ACI 318 and 350 will be applied to the loads from these levels. Conservatively, it will be assumed that there is no soil outside of the structure when it is loaded internally with liquid, and no liquid inside the structure when it is externally loaded with lateral earth pressure. Liquid-containing structures will also be checked for worst case loading. This load is typically from an overtopping condition, unless there is an absolutely fail safe overflow below the overtopping level. The worst case loading level will be indicated in the calculations. The following unit weights will be used for design: • Water: 62.4 pcf. Uplift Loads Structures will be designed against flotation (buoyant) forces. Dead load only will be used to resist uplift with a minimum factor of safety of 1.10. In the event that construction becomes uneconomical, the use of ground anchors or pressure relief valves will be considered. The minimum groundwater level to be used in uplift calculations is the 100 year flood elevation. The geotechnical consultant will be asked to recommend if a higher groundwater elevation is warranted. Water unit weight for uplift calculations is 62.4 pcf. Bozeman Hyalite/Sourdough WTP Replacement Project Page 10-13 100% of the lifted load Elevators Rotating equipment 20% of the total machine weight Reciprocating equipment 50% of the total machine weight 25% of the wheel loads Railroads and forklifts Cab operated traveling cranes and hoists 25% of the lifted load Pendant operated traveling cranes and hoists 10% of the lifted load fl Section 10. Architectural/Structural Approach MORRISON ma MAIERLE,ne Lateral Stability Lateral stability will be checked for all appropriate structures and will include the following: • Wind loads. • Seismic loads. • Thrust loads. • Column stability loads (if used). Column stability loads will be used where normal structural framing provides minimum lateral support for the column. Bracing will be designed to resist these loads. The magnitude of these loads will be one percent of the vertical load on the column. Impact Loads The following allowances will be made to account for impact: Table 10-1. Impact Loads Consideration will be given to the deflection of beams supporting reciprocating and rotating machines. To help dampen vibration, equipment will be supported on concrete having a weight at least three times the total weight of the equipment or 15 times the rotating weight whichever is greater. Impact loads for rotating or reciprocating equipment will be considered as dead loads. For heavy equipment on ground supported slabs, consideration will be given to separate isolated equipment foundations. In this case, expansion joint material will be provided between the machine foundation and the remainder of the slab. Horizontal Crane Loads The lateral force on crane or hoist. runways will be 20 percent of the sum of the weights of the lifted load and the crane trolley or hoist; exclusive of other parts. The force will be assumed to be applied at the top of the rails, acting in either direction normal to rails and distributed with due regard to lateral stiffness of the supporting structure. The longitudinal force will be 10 percent of the maximum wheel load. Wind and Seismic Loads Refer to the Building Code for complete derivation of these loads. Appendix 10.4 gives some basic parameters for wind and seismic loads. Bozeman Hyalite/ Sourdough WTP Replacement Project Page 10-14 fl Section 10. Architectural/Structural Approach J" MORRISON On ~ MAIERIE.Nr Earth Loads Lateral earth pressures will be obtained from the geotechnical report (Appendix G). Loads on Vendor-Designed Items: Certain structural components are commonly specified to be designed by the vendor (e.g. precast concrete hollow-core planks and double tee sections, aluminum domes, specialty FRP components, etc.). For vendor designed items, all loads will be indicated on drawings or in related specification sections. Load information will include uniform dead and live loads, point loads from piping, hoists, etc., strip loads from walls, future loads, etc. Future Loads Consideration will be given to loads from future expansions and equipment to the extent directed by the Owner. 10.8.3. Foundations General Before foundations are designed, a subsurface investigation will be made to establish the proper type of footings and allowable bearing loads. Footings, except for those bearing on rock, hard shale, or bearing piles driven to refusal in a non-yielding soil, will be proportioned to minimize differential settlement. Foundations Subject to Overturning For structures founded on yielding bases, the resultant of all forces will fall within the muddle one third of the base. All foundations, with the exception of shale and solid rock, are considered to be yielding soils. All structures subject to overturning will be checked for compliance with the following: For structures founded on rock, hard shale, piling or piers the structure will be designed for a factor of safety against overturning of not less than 2.0. Horizontal soil pressures will not be considered as resisting liquid pressures on the opposite face of a wall. Buoyancy and uplift forces will be included.in calculating the position of the resultant force and the factor of safety against overturning. 10.8.4. Deflection Cast-in-place concrete framing members meeting the minimum depth criteria listed in the reinforced concrete design procedure will generally not need to be checked for deflection. Spot-checks for deflection will be performed where the design engineer deems necessary. Deflections will be calculated for concrete members not meeting these depth criteria. Prestressed concrete members will meet the limitations of ACI 318, Paragraph 9.5.4. Framing members will not exceed the allowable deflection. Bozeman Hyalite/ Sourdough WTP Replacement Project Page 10-15 Allowable Live Load Deflection, in' Member L/360 Flat roof slabs Roof beam Roof beam supporting ceiling below L/180 L/240` L/360` Floor beam Floor beam supporting ceiling below L/480 Floor beam supporting masonry wall L/480 ' See ACI 318, Section 9.5 for limitations affecting deflection calculations. Z Beam may be cambered for dead load and partial live load deflection. Ponding will be investigated. Floor beam L/360 Crane support beam and monorails L/800 (not including impact) Monorails for underslung hoists L/450 Girt (horizontal) L/360 Girt (vertical) L/240 Member Roof beam Roof beam support ceiling below Allowable Live Load Deflection L/240' L/360' Floor beam supporting ceiling below L/480 Floor beam supporting masonry wall 1/8 IN for L<60 IN for L/480 or L > 60 IN Girt supporting window (vertical) 1/8 IN for L< 100 IN L/480 for L > 100 IN Beam may be cambered for dead load and partial live load deflection. Ponding will be ll Section 10. Architectural/Structural Approach MORMON am MAIEU.ecc Cast-in-Place Concrete Framing Table 10-2. Cast-in-Place Concrete Framing Structural Steel Framing Table 10-3. Structural Steel Framing investigated. The span length L is in inches. 10.8.5. Materials of Construction Material Types New tankage and below grade structures exposed to soil will be made of reinforced CIP concrete. Generally, above grade walls will be steel framing with metal siding for the Water Treatment Plant and CMU for the Sourdough Intake Structure. Roofs of tanks may be truss Bozeman Hyalite/ Sourdough WTP Replacement Project Page 10-16 fl Section 10. Architectural/Structural Approach ®~ MOR JSON Bia MAIERIE,LxC supported flat aluminum or reinforced CIP. The roof of the WTP will generally be steel framing with metal decking. The roof structure for the Intake building will be pre-engineered wood trusses with wood sheathing. Where above or below grade structures are subject to wet or corrosive atmosphere, floors, walls and ceilings will be made of reinforced CIP. Materials for other structures or components in corrosive areas are described below. Structures not in wet or corrosive environments will be designed as standard industrial type structures. HDR/MMI will consider economics and speed of construction, as well as any Owner dictated material requirements when deciding upon materials for non-corrosive environments. Material Properties Material specifications are summarized in Appendix 10.4 of this section. Corrosion For corrosive conditions, consideration will be given to the usage of inherently corrosion resistant materials or conventional materials with corrosion resistant coatings. The Owner will be consulted to determine which material to pursue. Structural engineer will participate in the decision to the extent of providing relative cost comparisons for Owner's consideration. For moderate corrosion areas, aluminum or series 302 or 304 stainless steel will be recommended. In heavily corrosive areas, series 316 stainless or FRP will be recommended. For ease of detailing, and less chance for confusion on the Contractor's part, all expansion or epoxy adhesive drilled anchors (into concrete) will be specified as stainless steel. 10.8.6. Design and Analysis Methodologies Concrete Standard Details Standard Concrete Detail drawings will be included with this project. The standard drawings require extra corner reinforcement. This reinforcement will not be repeated on the drawings detailing the structures. This extra reinforcing will be considered when design calculations are performed. Minimum Dimensions All members will be sized using the minimum concrete cover and clear spacing between bars for reinforcement as given in the Specifications and Standard Detail notes. Slabs Slabs supporting members that could be damaged by deflection such as partitions, minimum thickness of slabs will be in accordance with Table 9.5(a) or Table 9.5(c) of ACI 318. If higher values of p than recommended in this document are used, deflections will be calculated for members supporting construction that could be damaged by deflection of the slabs, and thickness increased as required. Bozeman Hyalite/ Sourdough WTP Replacement Project Page 10-17 fl Section 10. Architectural/Structural Approach & MORRISON UA MAIERIE,m Beams Minimum depth will be in accordance with Table 9.5(a) of the ACI 318. Deflection of beams will be further limited by increasing the depth for those cases where deflections exceed allowables. Designer engineers will consider the location of construction joints at the top of walls, and the advisability of a constant depth of beams framing into the wall allowing a joint in the wall at the bottom of the beams. Beams will have a minimum width of 12 IN. Walls Liquid containment structures will have a thickness of at least 12 IN. All other walls will be at least 8 IN thick. Bearing walls will have a minimum thickness of 1/25 of the supported height or length (whichever is shorter). The designer will also consider whether the structure must be backfilled before the top of the wall is supported or braced, and design it accordingly. Footings Footings will have a minimum depth above the bottom reinforcement of 6 IN for footings on soil or rock and 12 IN for pile footings. Construction and Control Joints All required construction and control joints (expansion and contraction) will be indicated on the drawings, and are required for any structure with a dimension of 100 FT or more in any direction. This includes joints affecting the reinforcement, such as the top and bottom of walls, or where required in connection with a required concrete placement sequence. This will also determine the amount of shrinkage and temperature reinforcement required as outlined herein. Construction joints will be used in slabs on grade. Construction and contraction joints will be used in walls, suspended or cantilever slabs of basins, flumes and galleries, and in pavements. Expansion joints will be used only when absolutely necessary. Horizontal spacing of construction and control joints will not exceed 60 FT for non-liquid containing structures and 30 FT for liquid containing structures, or as specified in the Specifications. Further guidelines for spacing of control joints in liquid containment structures are listed in ACI-350 and will be considered. At tops of cantilevered walls, walkway slabs and flumes which are not designed as horizontal beams will be provided with expansion joints periodically to prevent them from acting as horizontal beams. Undesignated construction joints are permitted by the specifications. Their location is given in the Specifications. Waterstops Construction and control joints will have water stops at the following locations: • All walls and bottom slabs of dry pits or rooms where below finish grade and in contact with backfill or subgrade material on the opposite side. Bozeman Hyalite/ Sourdough WTP Replacement Project Page 10-18 fl Section 10. Architectural/Structural Approach m MORRISON NA MAlf L,Nc • All walls in contact with liquid where the opposite face is above finish grade, faced with buck, or exposed to a dry pit or room. • All slabs in contact with liquid where the opposite face is exposed to a dry pit or room. • All walls and floors of filters and reservoirs. • All other locations shown on the drawings or specified. PVC, metal or adhesive (without bentonite) water stops will be used in construction joints and PVC water stops will be used in expansion joints. The specifications for water stops will be performance based. Waterstop details will be shown on the Standard Detail sheets. Typical joints are indicated on the Standard Detail Sheets. The designer will consider the embedded length of water stops to avoid interference with the reinforcement. Splices, Connections and Development of Reinforcement Development lengths and splice lengths will be in accordance with the Code and will be shown on the Concrete Standard Detail Sheets. Welded splices will not be used, unless allowed by the Contract Documents. Mechanical connectors will be as indicated in the Specifications. Mechanical connectors will be staggered except for couplers used at the face of a construction joint and will comply with the requirements of the specifications. Dowels for compressive reinforcement will meet compression development length shown on the Concrete Standard Detail Sheets and will be hooked. Splices in tension tie members will be avoided if possible. Where splices cannot be avoided, mechanical connectors will be used. Drawings will show location of splices. Horizontal bars in walls in direct tension will be spliced as shown on the Standards Sheets. Arrangement of Reinforcement Concrete is difficult to place when reinforcement is congested. Beam and column joints, wall corners, and extra reinforcement at openings are places that will be considered when selecting member sizes and reinforcement size and spacing. Reinforcement will be spaced according to the following: Slabs and Footings The center-to-center spacing of flexural and shrinkage and temperature reinforcement will be at least 4-inch for #6 and larger, and 3-inch for #5 and smaller, and not more than 12- inch for structures designed in accordance with ACI 350. For other structures spacing will be not more than 18-inch. Bars smaller than #4 will not be used except in pavements, roof slabs, beam stirrups or column ties. Reinforcement in one way or square two-way footings will be spaced uniformly across the entire width or area of the footing. Reinforcement in rectangular two-way footings will be spaced uniformly across the long direction and distributed across the short direction as outlined in Paragraph 15.4 of the ACI 318. Beams The clear vertical distance between parallel flexural reinforcement in the same plane, will be - at least one inch. Horizontal spacing will not be less than 1-1 /2 times the bar diameter. Bars Bozeman Hyalite/ Sourdough WTP Replacement Project Page 10-19 0.18 (0.0018) 30 feet or less 0.3 (0.003) 0.18 (0.0018) 31 to 40 feet 0.4 (0.004) 41 feet or more 0.3 (0.003) 0.5 (0.005) Spacing of Control Joints Liquid Containment Structures Other Structures Page 10-20 Bozeman Hyalite/ Sourdough WTP Replacement Project fill Section 10. Architectural/Structural Approach ® MORNSON nA MAIERLE,m smaller than #5 will not be used for flexural reinforcement. Bars larger than #5 will not be used for stirrups. Where nominal stirrups are required, they will be a single size and spaced equally across the length of the beam. When greater than nominal reinforcement is required, stirrups will be of a single size with a maximum of two different spacings across the length of the beam. When stirrups are required, they will be spaced at least 3 inches apart, but not more than one-half or one-fourth, as applicable per the Building Code, of the "d" dimension of the beam or 12 inches, whichever is smaller. Nominal shear reinforcement will be spaced at least the "d" dimension of the beam but not more than 18 inches apart. Where beams intersect at columns, designer will decide which beam will have depressed top bars. Steel area will be calculated based on the reduced "d" dimension. Drawings will show which beams have depressed top steel. Walls All walls 10-inch thick or less will have one layer of reinforcement in both vertical and horizontal directions. Walls greater than 10-inch thick will have reinforcement in both faces in both vertical and horizontal directions. The spacing of vertical or horizontal reinforcement will be at least 6-inchbut not more than 12-inch. Bars smaller than #4 will not be used except in non-load bearing walls. Circular Walls For best crack control, horizontal reinforcement in direct tension in circular walls will be kept as small as possible, with tighter spacing. Bars will be at least #4 bars with a minimum spacing of 4-inch and a maximum spacing of 12-inch. Compression Members . The clear distance between longitudinal reinforcement in compression members including splices will be in accordance with Paragraph 7.6 of the ACI 318. Interaction of column bars and beam bars will be considered in order to avoid congestion. Tie spacing will be as outlined in Paragraph 7.10 of the ACI 318. Shrinkage and Temperature Reinforcement Control of shrinkage and temperature cracking is essential, particularly in liquid containment structures. The percentages of this reinforcement will vary with the spacing of construction and control joints as detailed and/or specified and will be sized as follows: Table 10-4. Minimum Percentage of Gross Concrete Section Concrete sections 24-inch or thicker will have minimum shrinkage and temperature reinforcement based on a 24- IN thickness. Minimum size of shrinkage and temperature reinforcement will be #4, except in roof slabs and pavements, which may be #3 or welded wire fabric. Synthetic fibers blended in mix may be used for non-structural members. Bozeman Hyalite/Sourdough WTP Replacement Project Page 10-21 fl Section 10. Architectural/Structural Approach Q MOR JSON WX MAIERIE,nt Shrinkage and temperature reinforcement will be divided equally between the two surfaces of the concrete section. The shrinkage and temperature reinforcement in the bottom of slabs reinforced top and bottom, in contact with the subgrade, may be reduced to one-half the values calculated. Analysis And Design Design Methods • Reinforced members will be proportioned using the methods and factors that follow: • Slab panels with a ratio of length to width of 1.5 or greater will be analyzed as one-way slabs. • Two-way and flat slabs will be analyzed by the direct-design method outline in Chapter 13 of the ACI 318 providing the limitations Paragraph 13.6 (UBC 1913.6) are met. Two- way and flat slabs that do not meet these limitations will be analyzed by the equivalent frame method. • Beams will be analyzed as rectangular beams unless depth limitations require the use of T-beams. Minimum shear reinforcement will be provided when the factored force Vu exceeds one-half the shear strength provided by the concrete, OVc, except as provided- by Paragraph 11.5 of ACI 318. • Wall panels supported on three or four sides, and having an aspect ratio of less than or equal to 2, may be analyzed using the moment coefficients tabulated in Moments and Reactions for Rectangular Plates, U.S. Bureau of Reclamation Engineering Monograph No. 27 or PCA Publication Rectangular Concrete Tanks. Supporting walls and slabs will be designed to adequately resist the moments calculated by this method. Straight walls supported top and bottom will be analyzed according to the degree of stiffness provided by the foundation as outlined by the three cases that follow: • Case I - The base slab or footing is placed on yielding subgrade. In this case, the wall will be analyzed as follows: • (a) Pinned at the top and at the bottom for positive moment. • (b) Pinned at the top and fixed at the bottom for negative moment. The wall/base joint design negative moment will be one-half the calculated fixed end moment. • Case II - The base slab or footing is placed on nonyielding subgrade (rock). In this case the wall will be analyzed as pinned at the top and fixed at the bottom. • Case III - The base slab or footing has a high degree of stiffness which induces or resists wall moments. In this case the wall/base joint negative moment will be determined using approximate or rigid analysis as required for the degree of stiffness assumed. The designer will ensure by notes or specifications that members (such as walls that are to support backfill) will not be loaded until all supporting members are constructed and cured. The designer may have to allow for the above condition in the structural design of the walls, if support cannot be assured, or if constructability concerns dictate that the walls must be backfilled before support or bracing can be constructed. fl Section 10. Architectural/Structural Approach dI MORRISON •a MAIERIE,m Walls fixed at the bottom transfer moment to the footing and the footing must be designed to accommodate this moment. Circular walls in direct tension will be analyzed using the coefficients tabulated in PCA publication Circular Concrete Tanks Without Prestressing. Reinforcement will be sized to develop the full factored/modified tensile load. Tensile stress of concrete will be calculated by Equation 1 with T being the unfactored ring tension. Basin walls will be analyzed as having both a hinged base and a fixed base. Details will be coordinated with design assumptions. Walls may be designed for axial loads, with or without flexure, by either Chapter 10 or Chapter 14 of ACI 318 (IBC Chapter 16). Walls exceeding the limits of Paragraph 14.5.1 of ACI 318 (IBC Chapter 16) will be designed by the requirements of Chapter 10 (IBC Chapter 16). The horizontal length of wall considered as effective for each concentrated load will not exceed either the width of the loaded area plus four times the wall thickness or the center-to- center distance between the concentrated loads. Pilasters will be used for concentrated loads when the load Pu exceeds 0 (0.85) fcA1 where Al equals the loaded area and 0=0.70. For determining Al, the effective horizontal length of wall will be at least the width of the load area. Columns will be analyzed with the following limitations: • The longitudinal reinforcement will be at least one percent but not more than five percent of the gross concrete section. If column longitudinal bars are lap spliced, reinforcement percentage will be limited to four percent. • Unless the moment magnification procedure outlined in Chapter 10 of ACI 318 (IBC Chapter 16) is used, unbraced columns will have a klu/r equal to or less than 22 such that slenderness effects can be neglected and braced columns will have a klu/r equal to or less than [34-12(M1 /M2)]. The k factor for unbraced columns will be 1.5 for columns pinned at the top and 2.0 for cantilevered columns. The k factor for braced columns will be 1.0. • Columns with klu/r.greater than 100 will not be used. Load Factors Load factors for all structures except liquid containment structures will be as tabulated in Section 9.2 of ACI 318 (IBC Chapter 16). For liquid-containing structures, lateral liquid (F) and earth pressure loads (H) will be treated as live loads with a factor of 1.6F instead of 1.2F as indicated in the Code. Impact loads will be included in the factor for Live Loads. Strength Factors Strength factors will be as tabulated in Chapter 9 of ACI 318 (IBC Chapter 16). Reinforcement Factors Reinforcement factors for singly reinforced flexural members are: (f c = 4,000 psi; Fy = 60,000 psi) • pmin = 0.0033 Bozeman Hyalite/Sourdough WTP Replacement Project Page 10-22 :c MR Section 10. Architectural/Structural Approach MONSON &A MAIERLE,sic • pmax = 0.021 • The reinforcement factor pmin maybe reduced as provided in Chapter ACI 318 (IBC Chapter 16). In no case will flexural reinforcement be less than that provided for shrinkage and temperature reinforcement. Shear and Torsion Shear strength will be calculated in accordance with Chapter 11 of the ACI 318 (IBC Chapter 16). For members subject to shear and flexure only, use Vc = 2J c bd. For members subject to axial compression, use equation 11-4 of the Code. High torsional moments usually occur in structures with undesirable framing. It may be preferable to reframe the structure to avoid the high torsion rather than design for the torsion. When torsion cannot be avoided, the members will be designed in accordance with Section 11.6 of the Code. Steel Steel design will be performed in accordance with the requirements of the American Institute of Steel Construction Manual of Steel Construction and Specification for the Design, Fabrication and Erection of Structural Steel for Buildings. No special requirements are applicable to design of steel in water treatment facilities. Members will be designed with due consideration for maximizing durability and minimizing corrosion potential. Masonry Concrete unit masonry design will be by the working stress method or strength design method in accordance with ACI 530-05/ASCE 5-05/TMS 402-05 Building Code Requirements for Masonry Structures. Special inspection will be assumed. Aluminum Aluminum design will be done in accordance with the Aluminum Association publication Specifications for Aluminum Structures. Deflection is of special concern in aluminum design due to the lower modulus of elasticity, so deflection checks will be done. Fiberglass Fiberglass design will generally be specified to be performed by the vendor. Where necessary to arrive at accurate preliminary sizes, engineering data from manufacturers will be used in preliminary calculations. Stainless Steel Stainless steel design for thin sections will follow the requirements of ANSI/ASCE-8-90, Specification for the Design of Cold-Formed Stainless Steel Structural Members. [! Bozeman Hyalite/ Sourdough WTP Replacement Project Page 10-23 fl Section 10. Architectural/Structural Approach MOR JSON am MAIERIE.LNe 10.9. References A partial list of structural engineering reference material for the project follows: • ACI-318-95, Building Code Requirements for Structural Concrete and Commentary, 1995. • ACI-350-89, Concrete Sanitary Engineering Structures, 1989. • ACI-530-05/ASCE 5-05/TMS 402-05, Building Code Requirements for Masonry Structures and Commentary, 1996. • ACI, Masonry Designers Guide. • AISC, Manual of Steel Construction-Allowable Stress Design 9th Ed. • Aluminum Association, Engineering Data, 1986. • Aluminum Association, Specifications for Aluminum Structures, 1986. • Aluminum Association, Specifications for Aluminum Structures (Commentary), 1982., • Ancho, R.D., Design of Liquid Retaining Concrete Structures, 2nd Ed.. • ANSI/ASCE-8-90, Specification for the Design of Cold-Formed Stainless Steel Structural Members, 1991. • Batty and Westbrook, The Design of Water-Retaining Structures. • Bowles, J., Foundation Analysis and Design. • CRSI, CRSI Handbook. • Englekirk and Hurt, Earthquake Design of Concrete Masonry Buildings, Vol. 2. • Gaylord and Gaylord, Design of Structural Steel, 2nd Ed. • HDR Engineering, Inc., Structural Design Criteria, 1998. • Merritt, F., Standard Handbook for Civil Engineers. • NTIS, TID-7024, Nuclear Reactors and Earthquakes. • PCA, Circular Concrete Tanks Without Prestressing, 1993. • PCA, Concrete Masonry Handbook, 5th Ed. • PCA, Rectangular Concrete Tanks, 1994 and 1998. • PCA, Design of Concrete Buildings for Earthquake and Wind Forces, 2nd Ed. • PCI, Notes on ACI 318-95,1996. • PCI, PCI Design Handbook, Precast & Prestressed Concrete, 4th Ed, 1992. • Research Engineers, STAAD-III Program Users Manual, Release 21, 1995. • Schneider, R. and Dickey, W., Reinforced Masonry Design, 3rd Ed., 1987. Bozeman Hyalite/ Sourdough WTP Replacement Project Page 10-24 fl Section 10. Architectural/Structural Approach &'7 MORRISON v IIMAIERIE,= • U.S.A.C.E. User's Guide: Computer Program for Design and Analysis of Sheet Pile Walls by Classical Methods, 1985. • U.S. Dept. of the Interior, Moments and Reactions for Rectangular Plates, 1983. • U.S. Grout, Grouting Handbook. • Wang, C. and Salmon, C., Reinforced Concrete Design, 1985. • . Young, W., Roark's Formulas for Stress and Strain, 1989. Bozeman Hyalite/Sourdough WTP Replacement Project Page 10-25 fl Section 10. Architectural/ Structural Approach NJ MORMON a3Y MAIERIE m 10.10. Examples and Attachments The following appendices are attached: • Appendix 10.1 Water Treatment Facility Preliminary Building Elevations • Appendix 10.2 Sourdough Intake Structure Preliminary Building :Elevations • Appendix 10.3 Structural Design Loads. • Appendix 10.4 Structural Material Specifications. Bozeman Hyalite/Sourdough WTP Replacement Project Page 10-26 Appendix 10.1 Water Treatment Facility Preliminary Building Elevations • • • Bozeman WRF Phase 1 Improvements Project z A Z rD O 3 I m 3 a 0 Z r m, O^ 3 I mi mi 3 a, 4 Y r ' A N c, 0 , i. ,1 M t ti s A• BOZEMAN WATER TREATMENT PLANT, Bozeman MT T i r S t t T z r" h ~3. 1 ti• t ~u 1 f1F1e t R • ly 1 , 2 v ~v 1 r= • r w a n YI O C s top m_ fD wC' W i rn rn A3 ii Y! O FOP s m_ F A~ W 3 I m Q. N 01 II N I I O xc:rx<ccm~ u: w:~t .. u tpij.% .:e° "IS N 01 11 F~► III O *M,' .IPA' Vii:' ':•fi!"ii.e~a':""N'"S. r N m /7 m D 3 m N PAN uN A+1:7i;~}11~~t ~ :5 L• _,r y l z •I Y.. bra; ~M~~~~:.~cx:~-~> ta~~ j~'l) aeil bG:tll1 y®t°~ 1'r(S!i1.At iy;~'~s4Yb';M:S:i!:3idl`9' ![dt IC: I.*r. ,-.rn;: ,.. W, FAIR ~3 .fir'' • w:'t• .a •k at ~ita:'.~ ' i ti• • •"r"a,:rr'f`a+;.R:w,`..",, w r7 r~i.'t •. '11~r_'S"'M.}'2' c~ 3'i.'; til: w~ E. f•~Hzt 2 v ~v MIMS J t r. . 1 • l } ~~~ ~~' . F ~ - . e ~za`~,t"~.e K"~`~. a x .yet+. p`.~ A t '" sr ~:, •fp~-i ,u.~.~, y `~' t'°_ _I fi tl _ s ' i -' ~„ ~' = a1za u MEd! win E 2-S a "SOD 7Y3 i Lt r ~f I.~ ~:~ I`'.rA/ ~it ~~ -~•••.~•~J` v ~,~" ".. s'r r r - ;Y~; ~/~{ ~ •:yl. `~s~1*- ~ .. '7 ~ ~ E i rv `.J'a. as L~/ 3~' '.- i`~~iS J,i s P1"r l~~ +F.f e~"v'7 .~~f "x&!~' ,~~iSi SL 4 f: fy .yz ,,,yr • + ,~ E~ ~~ ,F,p ~Pg! 1~i .~~~1~~1 ~ x 4~~~ Yrs~ •~y~ ~~~9a~~ a!~Sw ~ O Mw- r~ East Elevation 1/16" = V=0" ll• West Elevation 1/16" = 1'=0" 1 .ti- BOZEMAN WATER TREATMENT PLANT, Bozeman MT HDR Appendix 10.2 Sourdough Intake Structure Preliminary Building Elevations I Bozeman WRF Phase 1 Improvements Project • Subjecl: a;~Y4kfj PAS Checked: Date: how of: task: LT~~ ( ONE COMPANY j jJ.~ I MnngSo(nrJoni" • %I I~'~itlll'ill 'I~~I'lal~l,',I 'I ,,I 'l;I!IAI!II~IwI !Iul!ipl'II!I~I! Roject FQ&µ4dj IN 1 Computed: lh Date: iVZ& p Job /: No: 4- North Elevation 1/810 =1'-0" 1 I \\ 7 r ~ • 0 ONE COMPANY Many Solntiont" Checked: Date: • Task: Page: of: Job d: No: L • t it a 1 I~IBI 1 I,12 1~13a1~1L,ICI,!1~120 3t1~133 40 44 48 ~2i 1 l~li Project: N-~' Computed: Date: 8 ( ZD It o G~. OWL i • j t t r . -1 --------------- East Elevation 1/8" =1'-0" j 0 --~ G ib'' ~c~l~, • • °~~~I~IlI~Illiltl~l,~lilml~l~,l~l~l~l~lilml~l~,l~l;l~l~l~l~l~l~l~ Projacl: Computed; GS Oats: f Z(p ~~ Job S: No: South Elevation ~o s.. • i h-R Subject:{ Cj Checked Date: Page: of: ONE COMPANY Mnuy Solutiorrr" Task: `'11 +lll+lll~Itl+l!,„1 +1 in 1 +1 1+1 1 +1 Ila1 +144 48 Project. -f;oSeHAN ~N"rpcK i Computed: G Date: h-R ONE COMPANY Many Solurfanr'" subject:-111 'risk: Checked: Date: Page: ol: Job A: No: ~rr+wwMMw.1! w:IpVpt~Y:, p~!N a~Mr-YN"YA ~y...~... .A lIi3` r.~+.M A'--•~',nyne WMI "F ~+y • I ~ 7 1 ' 1 ~ t ..L • West Elevation 1/8" = V-0" • Bozeman WRF Phase 1 Improvements Project Appendix 10.3 Typical Structural Design Loads Criteria Wind • Value Unit Basic wind speed Exposure Snow Basic Ground Snow Load Drifting mph 90 C NA psf 53 (a) NA Seismic (IBC) Site Class Design Category SDS SDI C NA D NA 0.600 9 0.300 9 Other Live Loads Process Equipment Areas psf 300 Electrical Rooms Storage, Shop, Maintenance Chemical Feed Rooms Corridors, Walkways, Stairways Offices, Labs, Lunchrooms Soil Loads Dead Loads psf 250 psf 200 psf 150 psf (b) 100 psf 100 (c) NA Cast-in-place concrete 150 Per requirements of Code or 1000 pound point load, whichever results in the larger design. In accordance with recommendations of geotechnical engineering report (Appendix G). pcf Appendix 10.4 Structural Material Specifications • Unit Item Value Cast-in-place concrete f'c Precast concrete f'c Reinforcing Steel Fy Structural Steel Fy Structural Aluminum alloy Concrete Masonry f'm Stainless Steel Fy 4,000 5,000 60,000 36,000 6061-T6 1,500 30,000 psi psi psi psi NA psi psi At Bozeman WRF Phase 1 Improvements Project - 7 1 • f f f 1 •- f C. h O at F4 1: 4, y i f • fl ya MORRISON oiJ MAIERIE,L% 0 City of Bozeman Hyalite/Sourdough Water Treatment Plant Replacement Project Section 11. Electrical System and Standby Power Generation Prepared by: Dan Harmon Reviewed by: Ernie Swanson Date: October 15, 2010 11.1. Introduction The Bozeman Hyalite/ Sourdough Water Treatment Plant (WTP) Replacement Project includes the power provisions for the new plant building, new site facilities and existing site facilities. The power system will include a standby diesel engine generator (generator) which will be sized sufficiently to power the entire plant capacity with five (5) membrane filter feed pumps operating at full capacity for a plant flow of 22 mgd, plus all ancillary components and building support facilities. 11.2. System Design 11.2.1. Existing Facilities Existing power service comes from the Utility into a Utility furnished transformer located on west side of the existing WTP, towards the NE corner. The transformer powers a main panel board, inside the building, that distributes power to all of the existing facilities. Due to the age and location of the existing power distribution system and the need to have two plants operational at the same time, none of the existing power distribution system will be utilised once the existing plant is permanently taken out of service. Existing services, service entrance and panelboards will be left in place to the extent possible. 11.2.2. New Electrical Distribution System The new primary service (medium voltage) service from the utility will come underground along the plant entrance to a utility furnished pad-mounted transformer on the north side of the building. The transformer secondary will feed the main service switchboard which will distribute the power to the plant loads via this double-ended switchboard. Power can be fed to this switchboard from one end. One end will be fed by the utility and the other end (in the event of a utility power failure) will be fed by the standby engine generator. The switchboard main, tie and generator main circuit breakers will be electrically operated to provide an automatic throwover scheme when utility power fails. The normal status of these Bozeman Hyalite/Sourdough WTP Replacement Project Page 11-1 • fl ~ MORRISON Section 11. Electrical Supply, Standby Power Generation and Hydropower Application MA MAIERLE,m three circuit breakers will be; utility main breaker closed, tie breaker closed and generator main breaker open. During a utility power failure event the automatic throwover control system starts the standby engine generator, opens the utility main breaker and (when the standby generators voltage has stabilized) closes the generator main breaker. In this configuration the standby engine generator feeds power to the entire plant. Including anticipated future connected loads there is approximately 1800 KVA of connected load in the future. Assuming a 60% load diversity, a peak demand load of 1080 KVA is assumed at this stage of the design. The design team would anticipate asking the utility to provide a 1000 KVA rated service transformer with 480/277 volt, three phase, four wire secondary voltage. This type of transformer has a minimum 15 percent overload rating which shall adequately handle the anticipated peak demand load. Near final design completion service transformer sizing will be revisited to confirm the above assumptions. Utility power metering will be accommodated with a current transformer compartment (approved by utility) built into the main switchboard with a remote power meter as required by utility. Power from the main switchboard will then distribute power to the MCCs within the electrical room, any 480 volt panelboards, and each site facility requiring 480 volt power. The two buses from the switchboard will power loads and MCCs so that if one bus is down for maintenance the other bus will still power all process streams to keep the plant operational at the design flow rate. The MCCs will include small horsepower rated VFDs, motor starters and power feeders for all equipment within the building. Larger horsepower VFDs will be free-standing units with harmonics mitigation equipment integrally mounted within the VFD enclosure. Transformers and lighting panels will be located throughout the building and site facilities as needed to meet the various 120/208 volt load requirements. 11.2.3. Electrical Loads New project facilities and equipment, as well as planned future equipment, are listed in Table 11-1. These loads are estimated and do not include lighting or HVAC load requirements. All the loads will be operated at 480 volt or less. Bozeman Hyalite/Sourdough WTP Replacement Project Page 11-2 :sue Sourdough Intake (remote not 40 KVA 17 connected) Dosing Tank 17 1 KVA 85 10 KVA Lagoon Lift Station 65 -5KW Generator Block Heater 65 0.5 KW Generator Battery Charger 65 5 KVA Operator House Influent Flow Meter 19 200 watts 19 - 1 HP Influent Control Valve 19 200 watts Head Tower Level Grit Mechanism 21 10 HP 21 (10 HP) Grit Mechanism (future) Grit Pump 1 21 7.5 HP Grit Pump 2 21 7.5 HP 21 (7.5 HP) Grit Pump 3 (future) 22 (10 HP) Rapid Mixer 4 (future) 22 (10 HP) Rapid Mixer 5 (future) Rapid Mixer 6 (future) 22 (10 HP) fl U MORMSON Section 11. Electrical Supply, Standby Power Generation and Hydropower Application OR MAIERLE.nc 21 Grit Classifier/ Cyclone 22 Rapid Mixer 1 22 Rapid Mixer 2 22 Rapid Mixer 3 23 Flocculation Drive 1 23 Flocculation Drive 2 23 Flocculation Drive 3 23 Flocculation Drive 4 23 Flocculation Drive 5 23 Flocculation Drive 6 23 Flocculation Drive 7 23 Flocculation Drive 8 23 Flocculation Drive 9 Table 11-1. New Process Equipment Process Area Facility/ Equipment Name Connected Load (Buildout) 16 Etl8 Hyalite Et Sourdough Connection Bldgs. 10 KVA 1 HP 10 HP 10 HP 10 HP Bozeman Hyalite/ Sourdough WTP Replacement Project Page 11-3 1 HP 2 HP 3 HP 1 HP 2 HP 3 HP 1 HP 2 HP 3 HP Connected Load (Buildout) Process Area 23 (1 HP) Flocculation Drive 10 (future) 23 (2 HP) Flocculation Drive 11' (future) 23 (3 HP) Flocculation Drive 12 (future) Flocculation Drive 13, (future) 23 (1 HP) Flocculation Drive 14 (future) 23 (2 HP) 23 (3 HP) Flocculation Drive 15 (future) Sludge Collector 1 24 1 HP 31 (150 HP) MF Feed Pump 7 (future) MF Feed Pump 8 (future) 31 (150 HP) Bridge Crane 31 3 HP Strainer 1 32 0.5 HP Strainer 2 32 0.5 HP Strainer 3 32 0.5 HP Strainer 4 0.5 HP 32 Strainer 5 32 0.5 HP Strainer 6 0.5 HP 32 Strainer 7 32 0.5 HP Strainer 8 0.5 HP 32 32 32 32 Strainer 11 (future) Strainer 9 (future) Strainer 10 (future) (0.5 HP) (0.5 HP) (0.5 HP) 32 (0.5 HP) Strainer 12 (future) f l a MORMON Section 11. Electrical Supply, Standby Power Generation and Hydropower Application ®~i~MNEMEERLE.n, Sludge Collector 2 Sludge Collector 3 Sludge Collector 4 (future) Sludge Collector 5 (future) MF Feed Pump 1 MF Feed Pump 2 MF Feed Pump 3 MF Feed Pump 4 MF Feed Pump 5 MF Feed Pump 6 (future) 24 1 HP 24 24 24 31 31 31 31 31 1 HP (1 HP) (1 HP) 150 HP 150 HP 150 HP 150 HP 150 HP (150 HP) Bozeman Hyalite/ Sourdough WTP Replacement Project Page 11-4 Facility/ Equipment Name 31 MOMSON g~~MAIEUNr. fa Section 11. Electrical Supply, Standby Power Generation and Hydropower Application Process Area Connected Load Facility/ Equipment Name (Buildout) 43 25 HP RF Pump 1 43 25 HP RF Pump 2 52 15 HP CIP Circulation Pump 1 52 15 HP CIP Circulation Pump 2 52 15 HP CIP Drain Pump 1 52 15 HP CIP Drain Pump 2 56 15 HP Neutralization Pump 56 120 V Neutralization Flow Meter 60 7.5 HP Air Compressor 1 60 7.5 HP Air Compressor 2 60 7.5 HP Air Compressor 3 60 (7.5 HP) Air Compressor 4 (future) 60 Blower 1 50 HP 60 50 HP Blower 2 60 2 HP After Cooler 1 60 2 HP After Cooler 2 62 25 HP Service Water Pump 1 62 25 HP Service Water Pump 2 82 1 HP Gravity Thickener Mechanism 82 2 HP Gravity Thickener Solids Pump 1 82 2 HP Gravity Thickener Solids Pump 2 82 120 V Gravity Thickener Flow Meter 83 0.5 HP DAF Rake 1 83 0.5 HP DAF Rake 2 83 20 HP DAF Blower 1 83 20 HP DAF Blower 2 83 120 V DAF Flow Meter 85 20 HP Decant Pump 1 85 20 HP Decant Pump 2 Overhead Door Opener 1 0.5 HP Overhead Door Opener 2 0.5 HP Overhead Door Opener 3 0.5 HP Overhead Door Opener 4 0.5 HP Overhead Door Opener 5 0.5 HP Overhead Door Opener 5 0.5 HP Overhead Door Opener 7 0.5 HP Overhead Door Opener 8 0.5 HP 0.5 HP Overhead Door Opener 9 Page 11 5 Bozeman Hyalite/Sourdough WTP Replacement Project IDR MORJSON Section 11. Electrical Supply, Standby Power Generation and Hydropower Application uA MAIERLE,m Process Area Facility/ Equipment Name Connected Load (Buildout) Overhead Door Opener 10 0.5 HP 11.2.4. Standby Power The standby power will be provided by a new diesel engine generator that is proposed to be located outdoors with a Walk-In Weather Protective Enclosure with Sound Attenuation. The generator would be located on the south side of the driveway and parking area on the south side of the building. The associated Automatic Throwover System will be located in the main switchboard and can be set in manual or automatic. In the automatic mode, when the throwover system senses loss of power from the Utility, the throwover system will start the generator. Once the generator voltage has stabilized the throwover system will switch to generator power. When the Utility power returns the throwover system will switch back and begin the engine cool down cycle. In the manual mode, the generator would be started by the plant operator and then the throwover system will be switched to feed power from the generator or by the operator. 11.2.5. Uninterruptable Power Supply All of the control system including PLCs, remote I/O panels and essential control and instrumentation equipment will be powered from an uninterruptable power supply (UPS) so that the associated components always have power. The length of time the UPS can supply power is limited, typically for 20/30 minutes, and is based on load and battery provisions. The main goal of the UPS is to provide instantaneous and continuous power during brief power outages and/or until the generator comes on-line. 11.2.6. Codes and Standards The design will be in conformance with adapted codes of the Authority Having Jurisdiction, including: • National Fire Protection Association (NFPA) 70 - National Electrical Code (NEC) 11.3. Design Criteria 11.3.1. Switchboard The new plant main switchboard (SWBD-101) will be an outdoor switchboard housed in a walk-in type weather-proof enclosure. The switchboard will consist of normal (utility) power source main and standby engine generator main circuit breakers and a tie breaker and each of these circuit breakers will be electrically operated. Feeder circuit breakers (manually operated) will power plant load centers and be located in the new switchboard. Main circuit breakers will be the draw-out, insulated case type circuit breakers with programmable solid Bozeman Hyalite/Sourdough WTP Replacement Project Page 11-6 fl N MORRISON Section 11. Electrical Supply, Standby Power Generation and Hydropower Application NJ MAIERIE,Lm state trip units. Feeder circuit breakers will be fined mounted, molded case circuit breakers with programmable solid state trip units. The switchboard will include an automatic throw over system that will be capable of detecting a utility power failure, starting the standby engine generator, opening the utility main circuit breaker and closing the standby engine generator circuit breaker, and powering the plant with the standby engine generator. The switchboard will include dedicated station service transformer and panelboard for heaters, status, control and other functions. 11.3.2. Standby Generator The new standby diesel engine generator will operate at 480Y/277 volts, 3-phase, 4-wire and will comply with NEC 2008 - Article 702 (Optional Standby System) requirements. The initial generator sizing is based upon providing standby power for the new facility (active) loads identified in Table 11-22. All building lighting circuits and power for the I&C and PLC controls will be considered standby power active loads. The standby loads for the new facilities are estimated at approximately 1,080 kVA. Assuming a 60% demand factor and future desired growth, the standby engine generator with a rating of 1,000 kW (1,250 kVA at 0.8 power factor) is required. The final size of the generator will be determined during the design phase. It will be installed on a reinforced concrete equipment pad with seismically rated vibration isolators. It will be located outdoors with a Walk-In Weather Protective Enclosure with Sound Attenuation. The diesel storage tank will have a minimum storage capacity to allow full load operation of the generator for 24 continuous hours. Table 11-2. New Equipment Identified for Standby Power Process Area Facility/Equipment Name HP/Load Sourdough Intake (remote not connected) Hyalite ft Sourdough Connection Bldgs. 17 40 KVA 16 £t 18 10 KVA 1 KVA Dosing Tank 17 20 KVA Lagoon Lift Station 85 65 Generator Block Heater -5 KW Generator Battery Charger 0.5 KW 65 5 KVA Operator House 65 200 W Influent Flow Meter 19 Influent Control Valve -1 HP 19 200 W Head Tower Level 19 10HP Grit Mechanism 21 Bozeman Hyalite/Sourdough WTP Replacement Project Page 11-7 - fl ® MORRISON MAIERLE,m Section 11. Electrical Supply, Standby Power Generation and Hydropower Application 1 HP 10HP 10HP 1 HP 2HP 3 HP 1 HP 23 3 HP 24 1 HP Grit Pump 1 7.5 HP 21 MF Feed Pump 1 31 150 HP MF Feed Pump 2 31 150 HP 31 MF Feed Pump 3 150 HP 31 MF Feed Pump 4 150HP MF Feed Pump 5 31 15011p Bridge Crane 3 HP 32 32 Strainer 1 0.5 HP 32 Strainer 2 0.5 HP 32 Strainer 3 0.5 HP 32 Strainer 4 0.5 HP 32 Strainer 5 0.5 HP 32 Strainer 6 0.5 HP 32 Strainer 7 0.5 HP 32 Strainer 8 0.5 HP 43 RF Pump 1 25 HP Air Compressor 1 60 7.5 HP 60 Blower 1 50 HP 21 Grit Classifier/ Cyclone 22 Rapid Mixer 1 22 Rapid Mixer 2 23 Flocculation Drive 1 23 Flocculation Drive 2 23 Flocculation Drive 3 23 Flocculation Drive 4 Flocculation Drive 5 2HP 23 Flocculation Drive 6 Sludge Collector 1 1 HP 24 Sludge Collector 2 Process Area Facility/Equipment Name HP/Load CIP Circulation Pump 1 CIP Drain Pump 1 Neutralization Pump 52 15HP 52 56 15 HP 15 HP Neutralization Flow Meter 56 120V Bozeman Hyalite/ Sourdough WTP Replacement Project Page 11-8 fl Wy MORMSON Section 11. Electrical Supply, Standby Power Generation and Hydropower Application nA MAIERLE.m Process Area Facility/Equipment Name HP/Load 2HP After Cooler 1 60 Service Water Pump 1 Gravity Thickener Mechanism 82 Gravity Thickener Solids Pump 1 82 Gravity Thickener Flow Meter 25 HP 62 1 HP 82 2HP 120V Gravity Effluent Pump 1 2HP - 82 25 HP DAF Feed Pump 1 83 0.5 HP DAF Rake 1 83 20 HP DAF Blower 1 83 DAF Residuals Pump 1 HP 83 120V DAF Flow Meter 83 Decant Pump 1 20 HP 11.3.3. Motor Controls Motor Control Centers (MCCs) will be used in areas with motor loads, which are specifically designed for the control and protection of low voltage motors. All MCCs are proposed to be installed in the electrical room. Constant speed motors will be powered and controlled by full voltage non-reversing (FVNR) combination motor starters in the MCC or included in a package system control panel. Each motor starter will include a magnetic-only circuit breaker, a motor starter contactor, an ambient compensated overload relay and heaters, and a dedicated control power transformer. All motor controls will include provisions to allow the equipment to be automatically restarted after a power outage. Variable Frequency Drives (VFDs) will be housed in the MCC with small enough ampacity rating or in NEMA 1 rated, free-standing enclosures. VFD enclosure doors will include a keypad and display, with provisions for HAND/OFF/AUTO control, local speed control. VFD driven pumps with a rating of 50 Hp or smaller will use standard 6-pulse input drives. VFD driven pumps with a rating of 60 Hp or larger motors will use clean-power, 18-pulse input drives or low pass filter input drives in order to limit negative impacts to the plant from electrical harmonics created by the drives. 11.3.4. Safety Switches Safety switches will be installed for all powered machines, with disconnects also provided immediately adjacent to the machine. This includes all electric motors, motor actuated valves and gates, and for all HVAC equipment as required by the NEC. NEMA Type HD, heavy-duty, quick-make/quick-break, visible blade, non-fused will be used. NEMA 12 rated enclosures will be used for general purpose, indoor use. NEMA 4Z rated enclosures for outdoor applications and for applications in corrosive areas. Bozeman Hyalite/ Sourdough WTP Replacement Project Page 11-9 85 fl a MORRISON Section 11. Electrical Supply, Standby Power Generation and Hydropower Application N.IMAIERI.E,m 11.3.5. Panelboards Panelboards are used for the distribution and protection of branch circuits to receptacles, lights and other low voltage loads. Dead-front type, 1-phase/3-wire or 3-phase/4-wire as required, 120/208 or 480 volt, solid neutral bar with mechanical lugs, and non-insulated grounding strip. Thermal magnetic, bolt-on circuit breakers will be used. 11.3.6. Surge Protection Devices Transient voltage surge protection will be provided on each 480 volt bus and some distribution equipment to provide a degree of protection for the electronic equipment loads against transient voltage spikes caused by utility switching and lightning. 11.3.7. Raceways - Interior exposed conduits will be galvanized rigid steel (GRS). Conduits embedded in walls and floor slabs, and conduits routed under floor slabs and equipment pads will be schedule 40 PVC. Exterior exposed conduits will be GRS. Underground concrete-encased conduits will be schedule 40 PVC, except underground low-voltage discrete control (less than 120 volts) and analog circuits, which will be installed in GRS conduits to provide additional electromagnetic shielding. 11.3.8. Device and Junction Boxes In interior dry locations, device and junction boxes will be NEMA 12 galvanized steel. In interior clear well and damp locations, and in all exterior locations, device and junction boxes will be NEMA 4Z type 316 stainless steel water tight and corrosion resistant. 11.3.9. Conductors Conductors will be constructed from stranded copper and include a 600 volt type 1ZHHW-2 insulation. Multi-conductor control cables will include No. 14 AWG conductors with 600- volt type 1ZHHW-2 insulation and a common PVC outer jacket. Cables for analog signals will be of the twisted shielded pair (TSP) type and include 600-volt type THHN/THWN insulation and aluminum/synthetic polymer shield, drain wire, and PVC outer jacket. Conductors for VFD driven motors shall be 600-volt type, multi-conductor, shielded power cable to mitigate electromagnetic interference with adjacent wiring circuits. 11.3.10. Lighting In general, lighting will be designed for energy conservation and will meet the Illuminating Engineering Society's (IES) recommended practices. Where feasible, T5 style fluorescent lamp fixtures will be used to maximize energy conservation. General purpose interior illumination will be provided by fluorescent fixtures mounted in or near the ceiling with additional task lighting provided under wall mounted cabinets. Additional fixture requirements will be addressed during the detailed design of the facility. A separate lighting panel with a surge suppressor and isolating transformer will be provided to serve analytical instruments and computer equipment. Bozeman Hyalite/Sourdough WTP Replacement Project Page 11-10 fl Section 11. Electrical Supply, Standby Power Generation and Hydropower Application MORMON am MAIERLE.Nc On site lighting for the building entrance, parking lot, and entrance road will be designed to minimize offsite glare by use of full cut-off type fixtures. 11.4. Special Electrical Systems 11.4.1. Communication System Phone service will be provided with a main switchboard in the reception area with lines to each office, the laboratory, kitchen/break room, meeting room, control room and two service bay/vehicle parking area. The meeting room and each office will be equipped with phones capable of performing conference calls. Internet service will be provided via a main server with a dedicated T1 or better line interconnected with the City offices. Each office, the control room, and the meeting/ training room will be equipped with a communication cable. The control room will have a communication cable for each computer plus spares. 11.4.2. Fire Alarm System The Admin/Lab portion of the building will be evaluated during final design for possible installation of a fire sprinkler system and alarm system. The service area and vehicle parking areas as well as the main process areas will not include a sprinkler system. Telephone service will be connected to the new access control system for remote monitoring services. 11.4.3. Access Control System The new plant building will include an access control system, which will include card readers, PIN keypads, door position switches, motion sensors and glass break sensors as deemed appropriate during final design. Alarm Lock brand key pad systems will be evaluated for use during final design for ke-pad locks for the facility. The access telephone service will be connected to the new access control system for remote monitoring services. 11.4.4. Public Address (PA) System No PA system will be installed as part of this project. 11.4.5. Fiber Optic Network System The new fiber optic network will be used for Ethernet communications of the process control equipment. This includes communications between programmable logic controllers, remote input/output devices, and the human-machine interface workstations. Reference Chapter 12 for more information regarding the proposed expansion of the fiber optic network. 11.4.6. SCADA System and Control Room Wiring SCADA system and control room wiring will be located in an in-floor access flooring system to allow for ease in future modification and expansion. Bozeman Hyalite/Sourdough WTP Replacement Project Page 11-11 Section 11. Electrical Supply, Standby Power Generation and Hydropower Application VA MORMON RA MAJERIE,tc fa 11.5. Design Drawings 11.5.1. One-Line Diagrams An electrical one-line diagram will define the distribution system. This schematic representation of the overall system indicates the relationship of the utility to the distribution equipment, the relationship of the distribution equipment to the utilization equipment and the type and rating of equipment to be used. The one-line diagram will be used to communicate electrical design information to the Owner, to the construction Contractor, to the utility and to all design team members. 11.5.2. Electrical Site Plans A site plan will be used to show the location of the incoming power, location of all structures and location of site lighting and other miscellaneous equipment requiring electrical service. The desired routing of conduits between the served units will be shown on this plan. The conduit runs will be tagged to identify the quantity and type of each conduit, the load served by each conduit and if the routing is overhead or underground. Underground conduit will be further identified as direct buried, concrete encased or reinforced concrete encased. 11.5.3. Lighting and Power Plan Drawings Plan drawing(s) of the structure(s) will be used to show the location of electrical distribution equipment, the location of equipment requiring electrical service, the interior lighting layout, the location of exterior area luminaries mounted on the structure and the location of switches and receptacles. General 120 volt receptacles will be provided with 240 volt receptacles provided at specific locations as necessary to meet equipment requirements. • Classified areas relevant to the structure will be identified on this plan. • Home run symbols will be used to identify the source, of power for the load equipment. • Wire and conduit sizes not identified on the electrical one-line diagram, control block diagrams, scheduled or specified will be indicated on the lighting and power plan drawings. 11.5.4. Control Diagrams Electrical schematic control diagrams are provided to define the devices required and to show the interlocking between control devices and the controlled equipment. The schematic diagrams may be used for single phase and three phase circuits but are not intended to provide interconnect wiring information. Bozeman Hyalite/ Sourdough WTP Replacement Project Page 11-12 1 1 -.1 ~J J ;f - • I i Bozeman Hyalite/ Sourdough VrP Replacement Project Page 12-1 k S fl A MORRISON MAMU,uc 0 City of Bozeman Hyalite/ Sourdough Water Treatment Plant Replacement Project Section 12. Instrumentation and Controls Prepared by: Don Best Reviewed by: Dan Harmon Date: October 31, 2010 12.1. Introduction The Bozeman Hyalite/ Sourdough Water Treatment Plant (WTP) Replacement project will require an installation of an entirely new automated facility control system. Programmable Logic Control (PLC) and Human-Machine Interface (HMI) equipment will be installed to provide automatic process controls and operator supervision. The membrane treatment system requires a high level of automation that is not practical without the use of a modern Supervisory Control and Data Acquisition (SCADA) System. The purpose of this section is to provide procedures and direction that will be used in the development of contract documents for the control system for the Water Treatment Plant (WTP), and for integration of the new water treatment plant controls with the existing City Public Works SCADA network that both monitors and controls the City storage and distribution system. 12.2. General This section describes the control, SCADA and instrumentation systems for the facilities installed under the plant replacement project. The instrumentation and control system consists of field mounted control devices and instruments, communication systems, and the supervisory control and data acquisition (SCADA) system. 12.3. PLC Control Panels The programming for the automatic controls will reside completely in the PLC logic. The PLC(s) will automatically operate the plant even if the SCADA workstation is not currently operating. The SCADA workstation is used only as a window, or operator interface to the automatic controls residing in the PLC. The PLC equipment at the WTP will be furnished through two separate implementation avenues. The membrane filtration equipment manufacturer will provide full PLC control and system responsibility for the membrane filtration system and all equipment provided by the membrane filtration system manufacturer. The remainder of the plant processes and function will be addressed by a plant wide PLC system provided and installed by the • • Tyr. EDR Section 12. Instrumentation 8 Controls ppMORRISON MAIMAIERlE.L% construction Contractor. Software integration of the plant wide PLC system will be completed by the City's engineer or designated integrator. Allen-Bradley ControlLogix PLC hardware will be used. Due to the construction of the new building and treatment system and abandonment of the existing system, the City's existing Public Works Contrologix PLC and associated HMI workstation will be eliminated. Required communications with the City Public Works Shop will be sent via the Sourdough WTP server via land line communication. PLC panels will also be located in areas with high concentration of process control signals (such as near motor control centers or the membrane treatment area). The type and location of the PLC hardware will be examined further during the design process when the facility locations and I/O requirements are better known. In general, ControlLogix PLCs and Remote I/O Racks will be used in areas with large quantities of Input/Output modules are located and high levels of automation are required. F1exI/O type Racks may be used to save costs where the Input/Output requirements are not significant. 12.4. Existing SCADA and Plant Controls The existing control panels at the WTP originally included hard-wired control automation of the filtration process. An in-plant SCADA system, manufactured by TSR (Salt Lake City, Utah) was also employed as a parallel system to the hard-wired controls and is used principally to monitor the plant process and provide limited plant control function. In addition to the TSR SCADA system, the City also has full control of all off-site storage and distribution facilities via the City's Public Works SCADA Network. The existing Public Works SCADA network, as detailed in the SCADA Network Architecture Figure included at the end of this Section, includes the following general functions: • The Sourdough Water Treatment Plant communicates with the City Shop SCADA system via a City owned Wide Area Network (WAN). The communication link has not been working well and will not be relied upon for operation of the new water treatment plant. • Long range telephone (direct buried cable) modems are used for a connection between the Sourdough Water Treatment Plant and the Hyalite Intake Building. Communications to the Hyalite Intake have not been reliable. A different communication path may need to be included in the design if the existing communication link cannot be satisfactorily repaired. • The Sourdough Bypass communicates directly with the Sourdough Water Treatment Plant via licensed frequency radios. (Data Radio' Integra-TR). • The Hilltop Tank level may be monitored at the Sourdough Water Treatment Plant via a radio communication link (Data Radio Integra-TR with 900 MHz unlicensed frequency). This communication link has been functioning very reliably. Data from the hilltop facility is also transmitted directly to the City Public Works Shop via a direct Ethernet connection between the City Shop via two (Cisco Aironet Series 350) radios. Bozeman Hyalite/ Sourdough WTP Replacement Project Page 12-2 fl Section 12. Instrumentation 8 Controls 'MiMORRISON MAIERIE.ux • Status of other City remote sites (Lyman Creek, Pear Street Booster, Baxter Meadows, Hilltop Tank, Knolls Booster) are obtained via the Bozeman City WAN to the City Shop. As stated above the Sourdough WTP connection to the City Shop has not been working reliably. As part of the design, the installation of new radios at Lyman Creek, Knolls Booster, and Pear Street will be considered to allow the new Water Treatment Plant to communicate with these sites directly (instead of through the City Shops). • The Lyman and Pear Street stations both communicate to the Hilltop Tank Station PLC via licensed frequency radios. Information is gathered at the PLC, introduced into the City Wonderware Intouch software over an Ethernet radio bridge between the City Shop and the Hilltop PLC. • The Lyman Station also serves as a repeater for the Bridger Lift Station. The SCADA System at the Sourdough Water Treatment Plant currently relies on the SCADA Servers located at the City Shops to operate. This architecture will be changed such that new SCADA Servers will be located at the Sourdough Water Treatment Plant. This will eliminate the challenges being created due to an unreliable WAN (T1) link to the City Shops. The Distribution Superintendent at the City Shops may access the WTP SCADA System either by including a SCADA Terminal at the City Shops or by using remote access software such as PCAnywhere. The Sourdough Water Treatment Plant SCADA system will not include the Lift Station Sites (Cattail, Loyal Garden, Bridger Center, Burrup, Laurel Glen, and Baxter Meadows). The Sourdough Water Treatment Plant SCADA system will be configured to communicate necessary information to the City Shops via a land line communication system. All the existing Public Works and Wonderware supported control panels have been more recently fabricated by Industrial Automation Consulting (Three Forks, MT). 12.5. HMI System The main HMI system currently consists of two separate SCADA workstation/ servers located in the main control room at the Sourdough Water Treatment Plant. One system is based on the TSR (Total System Resource) HMI package, and the other is based on Wonderware InTouch. The TSR user interface is provided via a separate computer workstation. The TSR user interface will no longer be required once the new plant upgrades are completed. The Wonderware InTouch graphical user interface currently in use is a single desktop workstation. This system is currently connected to the plant ControlLogix PLC for monitoring and control of Sourdough Bypass and Hyalite Intake Building. The Wonderware InTouch version 8.02 running on Windows 2000 is proposed to be upgraded to Version 10.0 or the most current available running on Windows XP. The terminal services architecture would still be used. The number of Wonderware InTouch tags needed for the plant expansion will require upgrading to a 3000 tag license. The current Wonderware InTouch license is a 1000 tag license, and there are approximately 700 tags currently in the database. It is also recommended that the Wonderware software support agreement be re- instated to facilitate keeping the system current. Bozeman Hyalite/ Sourdough WTP Replacement Project Page 12-3 • • • Function Comment Description 1/0 Server Rockwell Automation RSLinx rev 2.43 Allows for communication between the PLCs and the HMI System HMI Runtime Wonderware InTouch Runtime ver. 8.02 Provides graphical user interface Wonderware InTouch Development ver. 8.02 Allows graphical user interface screen and tagname dictionary development HMI Development HMI Screen Server Wonderware InTouch Terminal Services ver. 8.02 Provides graphics for the two Client workstations Rockwell Automation RSLogix5000 Professional ver. 13 Software for the development and troubleshooting of the PLCs PLC Programming Allows system integrator remote access to the system via phone lines to provide troubleshooting services Remote Access Symantec PCAnywhere Alarm Notification Wonderware SCADAlarm ver. 5.0 Software that provides the alarm dialing functionality fl Section 12. Instrumentation Ft Controls 21M0RRIS0N MAI MAIERIZu At this time, it is anticipated that the existing Control Room will be demolished following completion of the new treatment facilities. It is proposed that a new InTouch Client Workstation be installed within the new control room of the new facility. The Client Workstation will become the primary I/O server for the facility and will communicate directly with the Pall Corporation provided PLC system that will be located in the main filtration area adjacent to the new membrane filtration skids. A new Ethernet network using fiber optic cables will be extended to the new facilities. The existing Sourdough Water Plant connection with the existing Public Works SCADA network will be changed to a new land- line communications link to replace the existing City Wide Area Network (WAN) communications link. A new HMI workstation/ server will be purchased at the time of final system integration and will utilize the latest technology for processor and memory. It will be installed in a free- standing, enclosed rack with a UPS and Ethernet networking hardware. The functions provided by the HMI Workstation/ Server are listed in Table 12-1. Table 12-1. HMI Workstation/Server Functions The proposed Wonderware package will include a historian function which will run on a new server designated tb handle this function. The package will also include Active Factory, the Wonderware report generating software. This new server will also be located at the new Administration Building. The HMI system will include operator terminals in the control room. Additional operator terminals may also be installed in other locations throughout the plant for easy access. The HMI system will also have to ability for remote access via a City Owned laptop running PCAnywhere. Bozeman Hyalite/ Sourdough WTP Replacement Project Page 12.4 rj fl Section 12. Instrumentation 8 Controls "JMORRISON MAIERIE,ut It is anticipated that the project will include the installation of a Hach WIMS (Water Information Management Solution) software with WIMS add-in that allows it to access with the Wonderware Historian (InSQL) data on a separate computer workstation. The HMI System will have the ability to communicate with Hach WIMS to transfer process data. The Hach WIMS will provide the following functions: • Prepare regulatory reports • Trending and data management functions. • Track and Manipulate water rights information, chemical consumption, energy consumption, instrument readings. 12.6. SCADA Communications Network A fiber optic cable network will be installed throughout the plant building allowing the SCADA system components to pass information via Ethernet communications. The network is configured with a star type topology where each of the PLCs within the plant is connected directly to the main Ethernet Switch at the Control Room. The SCADA Communication (Ethernet) system will have all networking for the PLCs and HMIs connected to the Main Ethernet switch location in the Control Room of the treatment building. 12.7. Control Systems This section provides 'a description of the features of the plant expansion controls. 12.7.1. PLC Control Panels PLC Control Panels will be provided to house the PLC hardware and associated power supplies, networking hardware, and field terminal strips. The control panels will be similar to the existing panels currently being installed at the wastewater facility. The control panels shall be UL508A (Industrial Control Equipment). The panels will be free-standing and constructed from either painted steel or stainless steel. Where vendor/manufacturer supplied control panels are provided with PLC hardware, they will be required to use Allen-Bradley ControlLogix hardware to match the Owner's equipment currently installed at the Bozeman Hyalite/ Sourdough Water Treatment Plant and also at the wastewater facility (WRF). This will help simplify spare parts requirements, troubleshooting, and integration with the Plant Control System. 12.7.2. Control Hierarchy In general, each piece of process or mechanical equipment will be provided with controls at the field equipment and through the SCADA system. Control panels provided by. manufacturers for control of stand-alone equipment shall be considered as local control panels. Intermediate control panels will not be used. Bozeman Hyalite/Sourdough WTP Replacement Project Page 12-5 -7• fl Section 12. Instrumentation 8 Controls km MORMON VA MAIERIEAx Field Controls Where feasible, the controls that will be field-mounted adjacent to the controlled equipment will be provided with a LOCAL-REMOTE selector, a START pushbutton and a LOCK- OUT-STOP button in a local control station. In general, no local indicator/ status lights will be provided at a local control station. If a LOCK-OUT-STOP button is not provided, a local disconnect will be provided for lockout of equipment at the motor location. Valves and similar equipment will be provided with a LOCAL-REMOTE selector, an OPEN pushbutton, a STOP pushbutton and a CLOSE pushbutton which allows local position control when needed. A local disconnect will be provided for lockout of valves at the valve location. Other control functions will be provided as applicable to the equipment. The PLC will monitor the position of the LOCAL-REMOTE selector and display this on the SCADA terminals. The PLC will also monitor the VFD SPEED feedback signals, and POSITION feedback signals (analog) from modulating flow control valves. All process transmitters will be furnished with an integrated display. For example, a flowmeter will include a display to indicate the measured flow in engineering units. Local disconnects will allow isolation of equipment from electrical service for maintenance. MCC Controls No controls will be provided on the full-speed (across-the line) motor starters for except the standard disconnect and the overload reset. If motor starter is equipped with safety interlocks, it will include indicator lights to indicate the fault status and also include the associated RESET pushbutton. VFD Controls All Variable Frequency Drives (VFDs) will be provided with the ability to locally adjust the motor speed, LOCAL-REMOTE selection, and START/STOP commands from the operator keypad. The VFD cabinet will be equipped with a speed control potentiometer which will be used to determine the operating speed of the pump when started from the local control station (field controls) or from the VFD cabinet. HMI Controls The equipment will be provided with two control modes that are selectable from the HMI graphic display: MANUAL and AUTOMATIC. In MANUAL mode, if the local control mode is in the REMOTE position, equipment can be started and stopped manually from the graphic display. In AUTO the equipment will be controlled according to the PLC automatic control logic programming, or if there is no automatic control logic, then the control will be manual only from the HMI graphic display. Process operational set points will be adjustable from the HMI graphic displays. HMI graphics will display process signals (e.g., flow, level) in engineering units. Pump speed feedback signals from VFDs will be displayed as 0-100% signals corresponding to the motor operating speed between 0-60 Hz. Safety Interlocks All personnel and equipment safety interlocks will be implemented through hardwired connections to the equipment motor control circuits. Interlocking for personnel and Bozeman Hyalite/Sourdough WTP Replacement Project Page 12-6 • a~. 0,71 fl Section 12. Instrumentation @ Controls WA MAOU.m. M0RRIS0N equipment safety will not be done through the PLC or SCADA system. Safety interlocks must be manually RESET at either the local control station or motor starter. General Equipment Monitoring Requirements Operational status of each piece of equipment will be available on the HMI terminals. The status signals to be monitored for standard process devices are listed in Table 12-2. Table 12-2. Standard Process Devices HMI Status Monitoring • Equipment with Constant Speed Motor Pump with Variable Frequency Drive Motor-Operated Valve or Gate with Open/Close Control Motor-Operated Flow Control Valve (modulating) Remote Status Remote Status Remote Status Remote Status Valve position signal Open Position Run Status Run Status Fault Status Closed Position Fault Status Run-Time Counter Run-Time Counter Fail to Open Alarm Fail to Start Alarm Fail to Start Alarm Fail to Close Alarm Fail to Stop Alarm Fail to Stop Alarm Specific Alarms (if used) Speed Feedback signal Alarm contacts for equipment interlocking and alarming will be provided as direct input to the PLC. Alarms will be annunciated on the SCADA. Field annunciation panels will not be used unless they are included in equipment manufacturer's local control panels. The control system will include beacons and horns located throughout the plant to alert operators of active alarm conditions. The ISA Alarm sequence used on the HMI terminals will be the same as what is currently used. 12.7.3. Offsite Communications and Monitoring The existing offsite communications is outlined above in paragraph 12.4. The monitoring and controls functions for the offsite facility will be integrated into the new HMI system. This will provide single point of monitoring and controls for the operators, as well as make it easier for offsite controls via remote access software. The HMI system will have the remote access capabilities for remote monitoring and controls of the facility using PCAnywhere software. Additional radio communication paths may need to be installed to some of the remote sites to improve the reliability of communications. These options will be further explored during . the design. 12.7.4. Instrumentation Numbering See Appendix D - Equipment Design Guide for instrument numbering for this project. Bozeman Hyalite/Sourdough WTP Replacement Project Page 12-7 • 4. j• 0 Bozeman Hyalite/ Sourdough WTP Replacement Project Page 12-8 fa Section 12. Instrumentation Ft Controls 2OZ1 MORRISON W&UMAIERt x 12.7.5. Equipment Identification See Appendix D - Equipment Design Guide for facility numbering which will be used for this project. NETWORK INFORMATION O POLLING MASTER RADIO INDIVIDUALLY POLLS EACH OF THE RTU STATIONS. THE DATARADIO INTEGRA-TR RADIOS HAVE A SET LICENSED FREQUENCY FOR TRANSMIT AND RECEIVE OF 458.55 MHZ AND 453.55 MHZ. THE RADIOS HAVE A POWER OF 5W AND A TRANSMISSION SPEED OF 9600bps. Q DIRECT ETHERNET CONNECTION BETWEEN CITY SHOP AND HILLTOP TANK ACCOMPLISHED BY TWO MDS INTREPID RADIOS TRANSMITTING WITH 23 dBm OF POWER. TRANSMISSION SPEED IS 18Mbps. Q BRIDGER CENTER LS COMMUNICATES WITH LYMAN CREEK RESERVOIR ® SOURDOUGH BYPASS COMMUNICATES WITH SOURDOUGH WATER PLANT SUBNET MASK: 255.255.255.0 INDUlTRIAL AUTOMATION QOIVNULTINN. IMO. AS BUILT u Y Up (D .I~ y8y CATT ~R G C1' 9 CEP O fl aI~R R %lot ' I M 8R1 ' 8)f e O ItIT s p1p O t AN CRfFk 0 ,x M C ~'•``~ • gee q>~RE? SH gB.1tOP TAq t I h,t~N~ I/o X82 0~ 1~ ~88 "HONTO /F~ A 4 1 / 0h q•_ t~ q ) 0 ~'378A ~. ~~. i ,044'M F u.. o. pt (~ 0 R TAI)Fn A)+Y ~q SOUR Ifq , 'L"RRNIRs pl „CT R W LOCIX r i 14,01j q ~7/~~t, ` (mac M~q Be., I' . ` h~kpO~oNnh~h' F}"u F ~.. S WA1FR Po \ eURiFa T \ 11=41 E2E',oyoNe\ . C/Nf. \ lk yA_R ~. ~ ~ SIN LEGEND i CITY ETHERNET NETWORK (CAT-5E) CONTROL ETHERNET NETWORK (CAT-5E) SERIAL (RS-232/DF-1) COAXIAL CABLE TELEPHONE LINE - - - - - - - PROJECT NO. BPW06053 P.O. Box 870 123 Main Street Three Forks, MT 59752 BOZEMAN PUBLIC WORKS DATE: 09/17/2006 REV SED: CITY OF BOZEMAN, MONTANA nLE NAME: NETWORK.d 9 SCADA NETWORK ARCHITECTURE SHEET N Phone: 406 285-4627 Fax: 406 285-4628 E-mail: solutions®iaconline.com www.iaconline.com DRAWN: KTC APPROVED: BOZEMAN, MONTANA This drawing is the property of Industrial Automation Consulting, Inc. Duplications are prohibited without express written authorization from IAC. © Industrial Automation Consulting, Inc. 1~•; . y I -1 /~ /1 a ---- ':~3 !~ , ~ : ~7! I» ~ }~ ~ q»~ $ ~ /~ ~ .......... ! \A -~ w 0 -j>Cj Bozeman Hyalite/ Sourdough WTP Replacement Project Page 13-1 fl MORRISON 011 MAIERIE.LNC City of Bozeman Hyalite/Sourdough Water Treatment Plant Replacement Project Section 13. Site Civil/Yard Piping/Residuals Discharge/Landscaping Prepared by: James Nickelson Reviewed by: Mike Hickman Date: August 27, 2010 13. 1. Introduction The City of Bozeman Hyalite/ Sourdough Water Treatment Plant Replacement project will require numerous changes to the existing site. This section provides preliminary design information on the listed topics. 13.2. Survey and Control Survey work was completed by Morrison Maierle utilising conventional and GPS equipment. Information included in the survey included topographic, utilities, and adequate documentation of the property boundary for purposes of design. A control network was established to be utilised for construction of the project. The control data will be included in the construction plans. 13.3. Grading and Drainage The site of the water treatment plant generally slopes from south to north. Drainage will be directed away from structures and conveyed to the west and north portion of the project. Runoff from the parking/service drive area will be sent to a retention pond. Runoff from the roof and overall site will be directed to the lagoon. These steps will be utilized to reduce runoff to pre-development levels. A storm sewer collection system will be required on the south side of the treatment plant to adequately provide for drainage while allowing the grades in the access roads and service areas to be serviceable for normal uses. 13.4. Geotechnical Survey A geotechnical investigation has been completed as part of the preliminary design phase of the project. The investigation included an investigation of the water treatment plant site as well as the Sourdough Intake site.. The geotechnical report is included in Appendix G. Noted recommendations are as follows: fl Section 13. Site Civil/Yard Piping/ Residuals Discharge/ Landscaping 01 MORMON n~ MAIERIZ. • Water Treatment Plant Building The borings for the Water Treatment Plant Building site encountered fill extending to depths ranging from 8.5 to 11 feet which is underlain by soft wet clays in two of the boring to depths ranging from 11.5 to 16 feet. It is SK Geotechnical's opinion that the Water Treatment Plant building cannot be supported on the existing fill and soft wet clays. It is recommended to subexcavate all of the existing fill and soft clays and replace it with compacted sandy gravel. The building could then be supported on conventional spread footings bearing on the compacted gravel fill. Another alternative would be support the structure on deep foundations such as driven closed end pipe pile or drill piers with a grade beam and structural floor system. If the subexcavate/replace method is used, the existing fill and soft wet clay will need to be removed and replaced with structural fill on an oversize zone of (horizontal to vertical out from and below outer edge of concrete spread footings). The structural fill would need to be compacted to 100% of its maximum dry density. It is recommended that the structural fill meet a gradation of 100% passing the 4", 35-65% passing. the No. 4, less than 8% passing the 200 sieve and having a plastic index less than 6. It is believed that the onsite native gravels will meet the gradations specification after sizing the native gravels through a grizzly screen. It is recommended that all below grade foundations have a perimeter foundation drain. After the necessary earth work has been performed, it is SK Geotechnical's opinion that the Water Treatment Plant building footings can be designed for a net allowable bearing pressure up to 4000 PSF. If a deep foundation system is used, the closed end pipe pile or drill piers will need to extend into the native alluvial gravels. The depth that the pile or drilled pier will need to extend into the native gravels will depend on the required loads on the deep foundation system. This option is not being pursued due to cost concerns. • Intake Building The boring performed in the Intake building area encountered 1.5 feet of fill over rather stiff wet clays underline by silty gravels. Below the silty gravels, poorly graded gravel with sand, cobbles, and boulders was observed to the termination depth of the boring. It is SK Geotechncial's opinion that the Intake building should not be built on the clay and the site should be excavated to native gravels, with materials and compaction matching the above stated requirements for the Water Treatment Plant Building. It is recommended that the footings be designed for a net allowable bearing pressure up to 4000 PSF. 13.5. Access Roads, Parking and Service Areas 13.5.1. Site Access Access to the site will not be changed by this project. The Sourdough Canyon Road access point will. remain at the same location and configuration. It is anticipated that improvements with this project will include an asphalt overlay to the access road. Bozeman Hyalite/ Sourdough WTP Replacement Project Page 13-2 fl Section 13. Site Civil/Yard Piping/ Residuals Discharge/ Landscaping MORRISON Will MAIERLE,nC 13.5.2. Site Security and Fencing No changes in site security are proposed with this project. Plant staff has indicated a preference to remove existing fence where possible. The desire is to remove the fence from the Sourdough Canyon Road frontage with the exception of the access gate. During the final design phase, existing fencing will be reviewed with plant staff to determine what additional fence they would like added or removed with the project. 13.5.3. Site Parking Parking at the site is required for employee vehicles as well as Water Treatment Plant vehicles. Water Treatment Plant vehicles will be provided garage parking. Parking for employee vehicles and visitors will be provided on site. It is proposed to provide a total of nine delineated parking spaces near the building which will include one accessible parking spot. In addition to the delineated parking spaces, additional parking for approximately 20 vehicles needs to be provided for tours and other occasional events. It is intended that the paved area needed for large truck access and turning motions will be utilized for this occasional parking need. 13.5.4. Site Service Roads The main site service access roads will include the parking/service drive on the south side of the new plant and improvements to the road to the connection buildings. These service roads will be paved. In addition, access will be needed to the north side of the new plant, the sludge drying beds and the lagoon. The surfacing for these roads could range from no surfacing (native grass) to asphalt. Plant staff have indicated a desire to keep the grass field intact as much as possible. The only critical facility needing year around access is the lagoon lift station which could be accessed by plant's all terrain vehicle if needed. The project will not include formal surfacing of this area which will require sludge maintenance activities to be scheduled for summer or fall to find a dry period where trucks can drive on the native soils. As plant flows increase over time there may be a need to access the drying beds more frequently which might require access during wetter times of the year, if this occurs, the area will need to improved to include gravel access to some of the drying beds. Semi truck access is needed for chemical and other deliveries. Based on input from plant staff, a 100 foot wide asphalt parking/service drive will be provided to allow for semi truck turning movements. The service road layout allows for ease of snow plowing. Adequate snow storage space is available on the site with the relocation of the fence on the east end of the parking/service drive. 13.6. Landscaping Formal landscaping at the site is not desired. The general landscape theme is to utilize short native grasses in areas near the plant and to continue the haying operation on the property where possible. No irrigation facilities are desired. Bozeman Hyalite/ Sourdough WTP Replacement Project Page 13-3 fl Section 13. Site Civil/Yard Piping/ Residuals Discharge/ Landscaping MORRISON MA MAERLE.Nc 13.7. Stormwater Management, 13.7.1. During Construction The Contractor will be required to obtain a stormwater discharge permit for the project for the duration of the construction project. The Contractor will be required to prepare a Stormwater Pollution Prevention Plan and maintain the plan until the site is stabilized adequately to submit a Notice of Termination. With Best Management Practices in place there does not appear to be any significant concerns with stormwater management during construction. The Contractor's plans will need to address potential overflow water from the existing plant's backwash basins. 13.7.2. During Operation Long term stormwater management will include detention/retention ponds constructed in accordance with the City of Bozeman's Design Standards. The site plan shows a small pond to accommodate floor drains for vehicle melt off in the garage area and a series of larger ponds to collect parking, service drive, roof and general site runoff. Periodic maintenance will be required on the storm drainage system and the detention/retention ponds. 13.8.Yard Piping A considerable amount of yard piping will be required for the new plant. The following is a listing of the various yard piping components required for the project: • Raw water supply lines o Sourdough Supply - Project will connect to the existing 30-inch pipe to the proposed Sourdough Connection Building, and will reconnect to the existing 30-inch pipe. Expanding the Hyalite Connection Building to allow room for the Sourdough connection building will be explored during the final design phase to see if this can be completed cost effectively. o Hyalite Connection Building Supply - No changes are proposed o Secondary Hyalite Supply - No changes are proposed o Supply to new head tower - The existing 36-inch bypass line, located west of the existing building, can potentially be used to supply the proposed 42-inch supply pipe. If this existing pipe is not used, connections will need to be made near the existing meter/valve vault located near the south west corner of the existing plant. • Connection line to existing creek outfall line - A 30-inch outfall line will be extended from the proposed head tower to the existing outfall pipe. • Supply line (42-inch) to 8 foot (96-inch) diameter chlorine contact pipe • Supply line (42-inch) from end of contact pipe to existing transmission pipes • Supply line (4-inch) from chlorine contact pipe to plant for potable use h Bozeman Hyalite/Sourdough WTP Replacement Project Page 13-4 ll Section 13. Site Civil/Yard Piping/ Residuals Discharge/ Landscaping ® MORMON MA. MAIERIE,oL • Potable service line (1-inch) from plant to operator house • DAFT overflow and Gravity Thickener line to drying bed • Process drains • Drying bed overflow and drain to lagoon lift station • Lagoon lift station to DAFT or de-chlorination process • Process area floor drains • Sanitary sewer piping • Storm drain piping The yard piping layout makes allowances for long-term future improvements and plant expansion, in some cases including stub-outs to provide for future connections. 13.9. Chlorine Contact Pipe In order to achieve chlorine contact time on site, a 1,100 foot - eight foot diameter pipe is proposed. The end of the pipe will be graded to maintain a water elevation of 5 feet above the plant floor elevation for proper operation of the membrane treatment train. The contact pipe will provide adequate time for contact for the 22 MGD plant. When the plant is expanded to 36 MGD additional clearwell storage will be required to meet contact time requirements. . The last 400 feet of the contact pipe will be utilized as storage during the initial operation of the plant until additional storage is constructed on site. This will provide approximately 150,000 gallons of storage to buffer the difference in plant production and the setting of the flow control valves, at the Sourdough Reservoir. The additional contact time will be developed in the transmission main between the plant and the Sourdough Reservoir. As service connections are made upstream of the Sourdough Reservoir the available contact time to the first service will be reduced and the future planned clearwell will need to be constructed at the plant site. The construction of the future clearwell will provide storage to service the new connections as well as storage to account for the differences in plant production and the Sourdough flow control valves. Once this new clearwell is constructed the full length of the contact pipe can be fully converted to use as contact pipe. 13.10. Potable Water Potable water is needed for both plant use and the operator house. It is proposed to supply the plant from the end of the contact pipe. A water service will be required from the main plant potable water system to the operator's house. A booster pump will be installed in the new water treatment plant building. Bozeman Hyalite/ Sourdough WTP Replacement Project Page 13-5 fl Section 13. Site Civil/Yard Piping/ Residuals Discharge/ Landscaping ® MOMSON na MAIERLE.Lxc 13.11. Fire Protection Preliminary discussions with the Sourdough Fire Department have indicated they have very minimal requirements. They will require the construction of an adequate turn-around on the site. If holding ponds are included in the project they would like the ability to draft out of the ponds; however, since no ponds are included in the project a fire hydrant fed off the raw water lines will be proposed. This is the limit of their requirements. It is proposed to provide a fire hydrant off of the Hyalite Supply line to provide limited fire protection to the site. The proposed location for the hydrant is north of the proposed Sourdough Connection Building. The Bozeman Fire Department was contacted but deferred the fire protection requirements to the Sourdough Fire Department. 13.12. Sanitary Sewer The water treatment plant and operator's house are each served by a conventional on-site subsurface wastewater system. The systems are located to the north of the existing plant site generally at the same location as the proposed plant. Both wastewater systems were installed in 1983. The operator's house system consists of a 1,000 gallon metal septic tank and two 75 foot long drainfield laterals. The system was designed for a two bedroom house. The septic tank is located southeast of the garage just north of the entrance drive to the plant. The drainfield is located just east of the garage. The water treatment plant's wastewater system consists of a 1,000 gallon metal septic tank and two 65 foot long drainfield laterals. The tank and drainfield are located to the north of the existing plant. The proposed sanitary sewer system will need to be one of the initial facilities constructed at the site in order to allow for construction of the new plant. The estimated flow from the operator's house is 300 gpd based on a three bedroom dwelling. Domestic waste from the water treatment plant is estimated to be 130 gallons based on 10 employees and 13 gpd/employee. In addition, miscellaneous flow from the laboratory and ancillary facilities is estimated to be 300 gpd. The total sewage flow is therefore estimated to be 730 Bpd. These domestic sewage flows will be combined with the process area floor drains to be treated with a conventional septic/ drainfield system. 13.13. Natural Gas Natural gas is supplied by NorthWestern Energy to the plant. The feed is from the north and parallels the transmission mains exiting the plant. During the initial final design phase, gas demands will be determined and the utility will be contacted. Bozeman Hyalite/ Sourdough WTP Replacement Project Page 13-6 Bozeman Hyalite/ Sourdough WfP Replacement Project Page 13-7 MR Section 13. Site Civil/Yard Piping/ Residuals Discharge/ Landscaping FA MORMON IUJ~ MAIERIE.L\r 13.14. Electrical Service Electrical service is provided by NorthWestern Energy via an overhead service line. Overhead power lines exist along the south side of the entrance road and continue to the south between the operator's house the existing water treatment plant. Service is provided- to the house by an underground line that runs from the overhead power line near the Hyalite Connection Building to the house. Service is provided to the water treatment plant by an underground service located near the northwest corner of the plant. The overhead line running north-south between the plant and the house is a NorthWestem Energy line. This line will make construction of pipe lines along this corridor difficult and it may be. cost effective to have this line relocated. This will be explored during the final design phase of the project. The existing service is a 500 amp three-phase service. The service is provided from a dead end feeder line being fed from Goldenstein Road approximately three miles from the water treatment plant. The existing electrical service results in frequent power outages. A standby generator will be installed to provide backup power to the facility. During the initial final design phase, electrical demands will be determined and the utility will be contacted. Refer to Section 11, Electrical Supply, for additional detail 13.15. Preliminary Site Plan Based on the preliminary building design, a preliminary site plan has been developed. See Figure 13-1. / \1 ~ I ~ 1 FUTURE -4 Tw- - ' I CLEARWELL 1 / 1 -42T- ,-- - 2Tw-_•_ T~ i i =.•M / LEGEND L LAGOON • CITY PROPERTY BOUNDARY LOT LINE BLOWOFF OVERFLOW RAW WATER TREATED WATER SANITARY SEWER STORM DRAIN PROCESS DRAIN DRAIN LINE SETTLED SOLIDS FINISHED WATER PROCESS DRAIN E BO OF RW TW SAN SO PO D SS FW PD 1 PROPOSED PROPOSED i DRYING BEDS (5) DRYING BEDS (5) LAGOON v \ I / I 1 I FUTURE CLEARWELL 1 \\ /1 I \ I EXISTING ASPHALT TO REMAIN i., i PROPOSED ASPHALT ~sa / I i FUTURE FUTURE DRYING BEDS (3) DRYING BEDS (3) ny I I I 1 L •I I •7 I f r STANDBY GENERATOR WITH WALK-IN ENCLOSURE AND SOUND WALL 40 0 20 40 ( IN FEET ) • ~ <A ~O <O EMERGENCY OVERFLOW FLOOR DRAIN RETENTION BASIN 2,000 GAL. DOSING TANK O O~ \Q~ '-10,000 GAL:_ / 25A\ \ 2SAN 2SAN 2SAN Y/ // // \ SEPTIC' TANK TO FUTURE OUTFALL IN BOZEMAN CREEK '(OUTFALL LOCATION UNKNOWN AT THIS TIME) 42 RW 42 RW 5 - -z4 nw- - - 'P d , v~ of, I - za mv- - - - - z4 Nw- - - - - z4 Rw- - i \ w TO DRAINFIELD/ RAY FIELD O~ ny YARD HYDRANT i FUTURE PRETREATMEitr BUILDING._ j y~,~ / n •j T FIRE HYDRANT t SOURDOUGH %CONNECTION BUILDING r~-1.'-'' HYALITE _~-CONNECTION INSTALL 30'-45' BEND ,ON 30- RCP BUILDING DATE 8/31/10 CITY OF BOZEMAN - HYALITE / SOURDOUGH WATER TREATMENT PLANT REPLACEMENT 11.1 _ 'w_ PRELIMINARY DESIGN FIGURE 0-II M0RRIS0N L:j-j.A MAIERLE, INC. 13-1 NDR Emir inv. Im i OVERALL SITE PLAN s 0 T" w M: P, w A rIzi chi k 5 fl 0 MORMON 811MAIERMm • City of Bozeman Hyalite/Sourdough Water Treatment Plant Replacement Project Section 14. Administration/Laboratory Building Program Summary Prepared by: Nathan Kutil, Craig Habben Reviewed by: Bryan Black, James Nickelson Date: August 24, 2010 14. 1. Introduction As part of the City of Bozeman's 2005 Water Facility Plan, a new Hyalite/Sourdough membrane water filtration plant is being planned to accommodate the Cities drinking water treatment needs. The building will house the 22 MGD treatment facility which will be . expandable to 36 MGD. The building will also replace the existing WTP and so will require additional areas for administration, laboratory, maintenance, and storage. The purpose of this program summary is to further define the proposed facilities layout, construction type, and architecture and; as a result, further define the estimated project cost. 14.2. Program Summary Programming 6f this facility has been'an interactive process with key agency personnel and HDR/MMI design team members. To initiate the programming effort, the HDR project team conducted a preliminary survey of space needs with key City staff. This program summary defines City needs and design concepts for site layout, laboratory layout, administration facilities, operations/maintenance requirements, facility architecture, structural, electrical, mechanical, and communications and provides an estimate of probable construction cost for the facility. 14.3. Site Considerations The new Hyalite/Sourdough WTP Building will be located adjacent to the existing building to the north. The existing building will remain in service during construction and then will be demolished if there is adequate budget (the building is in poor shape and plant staff prefers to have it demolished). The new building will be oriented lengthwise east to west allowing for nearly all entrances and material handling facilities to be located on the south side of the building. South facing entrances will minimize drifting in front of doors during the winter months. This south wall will be a continuous straight wall to facilitate snow removal. Bozeman Hyalite/ Sourdough WTP Replacement Project Page 14 1 Page 14-2 Bozeman Hyalite/ Sourdough WTP Replacement Project MR Section 14 - Administration/Laboratory Building Program Summary MORRISON YI a MAIERLE,vc Landscaping will be designed to be low maintenance and require little water. This will be accomplished by planting native "hay" type grasses which can be harvested by local ranchers. City staff has noted the preference to not have any perimeter fencing. However, perimeter fencing may be required at this facility. If perimeter fencing is used, much of the existing fencing can be maintained with minor modifications. New fencing would be required on the north side and any new fencing will be maintenance free with a mow strip below. 14.4. Facility Architectural Concepts The proposed look of the new Hyalite/ Sourdough WTP building will be similar to that of a modern barn or horse stable, drawing from the same color palette and materials as is typically used on these structures. The setting for this facility is right at the foot of a forest near predominantly ranching/pasture land. A structure with a barn-like appearance will blend effectively with the surrounding community. Dormers will be included to help breakup the long stretch of straight roof and to provide additional height in the pretreatment area. The metal roofs will be adequately sloped to shed snow in winter. Sustainable design strategies will be incorporated into the building. Care will be taken to be environmentally responsible which will include incorporating as many LEED initiatives as possible without unduly affecting overall project construction cost or the functionality of the facility. Primary objectives will be energy efficiency, reduced water usage, and the use of environmentally friendly materials. Pretreatment/ Solids Handling 14,460 SF Membrane Filtration 10,810 SF Chemical Storage/Dosing 4,450 SF Treatment Subtotal 29,820 SF Parts/Tools Storage 530 SF Vehicle Service Bay 550 SF Flammables Storage 230 SF Lubricant Storage 230 SF Six Vehicle Storage 2,540 SF Maintenance Subtotal 5,180 SF Office Areas 1,130 SF 390 SF Reception /Waiting/ Lobby Area Square Footage (SF) Treatment Maintenance Heavy Duty Workshop/Welding Light Duty Workshop/ Electronics Repair 580 SF 530 SF Administration fl Section 14 - Administration/ Laboratory Building Program Summary MORMON win MAIERLE,D;c Figure 14-1. Proposed Bozeman WTP - External Iso View. 14.5. Building Concepts The treatment areas make up the bulk of the total building area with the second largest area being the maintenance area.. The maintenance area is directly connected to the treatment area to facilitate parts and equipment movement between the areas. All treatment and maintenance areas will be designed to allow for easy wash down for cleaning. The proposed floor plan for the building (Figure 4-3) results in a total area of roughly 49,620 square feet as summarized in Table 14-1. This includes the approximate 4,800 square foot mezzanine area for mechanical equipment and storage. In general the administration and maintenance area are located closest to the plant entrance as they will be the areas most frequently accessed by visitors and vehicles. The control room adjoins the main treatment area and includes bay type windows for viewing the processes. The electrical room is also right next to the process area to minimize wire length and cost. The pretreatment area is located on the east end. This will facilitate bidding one or more pretreatment trains and alternates and then allow train(s) to be added on later. . Discussions with City of Bozeman WTP staff will continue to determine needs for additional equipment such as refrigerators, tools, workbenches, shelving, countertops, sinks, laboratory analysis equipment, etcetera. Table 14-1. Building Floor Plan Summary - Bozeman Hyalite/Sourdough WTP Replacement Project Page 14-3 ~~ ~ 1q MORRtSON ~~ M~UER1E.nC Section 14 - Administration/Laboratory Building Program Summary 14.6. Structural Concepts The Building will essentially be a two story structure with the middle portion of the Administration/Maintenance section including a mezzanine area for mechanical equipment and storage. Construction will be of cast-in-place concrete footings and footing walls; CMU Bozeman Hyalite/Sourdough WTP Replacement Project Page 14-4 Library/Archive/ Future 700 SF Kitchen/Break Room 750 SF Meeting/Training 610 SF Administration Sub-total 3,570 SF Corridor Areas 2,420 SF Closets/Janitor 330 SF General Sub-total 8,350 SF SCADA /Control Room 780 SF Men's Locker Room/Restroom 430 SF. Women's Locker Room /Restroom 430 SF Operations Sub-total 1,730 SF Wet Chemistry Lab Area 730 SF Laboratory Sub-Total 1,080 SF Treatment 29,820 SF Maintenance 5,180 SF Administration 3,570 SF Operations 1,730 SF Laboratory 1,080 SF Area General 80 SF Unisex Restroom Square Footage (SF) Electrical/ Telephone/ Server Room 560 SF Mechanical Room/Storage (Mezzanine) 4,800 SF Operations Laboratory Data Entry and Technician Office Areas 350 SF Program Areas 8,350 SF Total Program Area (including Mezzanine) 49,620 SF General fl Section 14 - Administration/ Laboratory Building Program Summary MORMON am MERLE,. starter walls with metal sheeting continuing up exterior wall as part of overall pre-engineered metal building. A bridge crane will be included over the membrane feed pumps and strainers area to facilitate maintenance on these items. Other areas will include monorails and lift eyes over equipment. 14.7. Electrical Concepts Lighting and electrical systems in general will be designed using energy efficient design practices and will meet all requirements of the applicable National Electrical Code. General purpose interior illumination will be provided by fluorescent fixtures mounted in the ceiling with additional task lighting provided under wall mounted cabinets. Additional fixture requirements will be addressed during the detailed design of the facility. A separate lighting panel with a surge suppressor and isolating transformer will be provided to serve analytical instruments and computer equipment. General 120 volt receptacles will be provided with 240 volt receptacles provided in the Admin/Lab area at specific locations as necessary to meet equipment requirements. 120 volt, 240 volt and 480 volt power will be provided to instruments and equipment throughout the treatment area. An MCC will include the plant main breaker, motor starters, disconnects, lighting transformers and lighting panels. SCADA system and control room wiring will be located in accessible in-floor cable tray to allow for ease in future modification and expansion. On site lighting for the building entrance, parking lot, and entrance road will be designed to minimize offsite glare. 14.8.Mechanical Concepts The HVAC system will be designed to provide comfortable working conditions, adequate ventilation for safety, proper operating temperatures for equipment and processes, and dust reduction while taking energy efficiency into consideration. Heat for the facility will be run off a conventional natural gas system. Separate air handling units will be provided for the administrative/ office/ SCADA/kitchen and laboratory areas. Heat recovery equipment will be installed on laboratory fume hoods. ' The administration, laboratory, and restroom/locker areas require different levels of space conditioning and ventilation rates. The laboratory will be designed for a constant summer and winter temperature of 72 DegF and 100 percent outside=* (OSA) with a ventilation rate that is dependent on the cooling load. The administrative areas including offices, conference rooms, lunch room, control room and reception area will be designed for a summer temperature of 75 DegF, a winter temperature of 72 DegF, and a ventilation rate of 25 CFM/person OSA. Restrooms and locker rooms will be designed for a summer temperature of 80 DegF, a winter temperature of 70 DegF, and a ventilation rate of 12 air changes per hour. Humidity in the water treatment plant will consistently be at above average levels. The HVAC systems will be designed with this in mind to not only mitigate the humidity levels as much as possible but also protect the equipment. Bozeman Hyalite/Sourdough WfP Replacement Project Page 14-5 Item Cost Site Work $23,000 WTP Facility $3,031,000 $178,000 Electrical/ Instrumentation $136,000 Subtotal S3,603,000 Contractor's Profit (10%) $360,000 $721,000 Subtotal $4,738,000 Subtotal $4,863,000 $49,000 Subtotal $4,911,000 Engineering, Legal and Fiscal (16%) $786,000 $5,697,000 Mechanical Subtotal Contractor Field Overhead and Mob (7%) $3,367,000 $236,000 Contractor's Bond and Insurance (1.5%) $54,000 Escalation to Mid Point of Construction (2.63%) $125,000 MGRT Contingency (20%) Total Estimated Project Cost Bozeman Hyalite/ Sourdough WTP Replacement Project Page 14-6 fi Section 14 - Administration/Laboratory Building Program Summary MORRISON IPA MAIERIE,N, 14.9. Communication Phone service will be provided with a main switchboard in the control room with lines to each office, the laboratory, kitchen, and meeting/ training room. The conference room will be equipped with phones capable of performing conference calls. The control room will be equipped with a phone for each work station. Internet service will be provided via a main server with a dedicated T1 or better line interconnected with the City offices. Each office, the control room, and the meeting/ training room will be equipped with a communication cable. The control room will have a communication cable for each work station. 14.10. Construction Cost Estimate A detailed cost estimate was developed for these facilities and is included in Appendix B of the overall report. The total estimate of probable construction cost for the facilities as outlined in this report is $5.697 million as outlined in Table 14-2. Table 14-2. Estimate of Probable Construction Cost a s r IN \ o O ~Xl, I A , , J ' n _1 ~)k rAIWI kw S ~ ll ®~ MORRISON Yd MAIERILm • City of Bozeman Hyalite/Sourdough Water Treatment Plant Replacement Project Section 15. Provisions for Future Phases Prepared by: Nathan Kutil, Craig Habben Reviewed by: James Nickelson, Dan Harmon Date: August 30, 2010 15. 1. Introduction Based on the priority of the needed treatment facilities, population growth projections, provisions for varying water quality and the desire of the City to spread out the capital outlays necessary to construct the ultimate facilities, it is recommended the Bozeman Hyalite/ Sourdough Water Treatment Plant (WTP) Replacement project be implemented in phases. This section outlines the proposed upgrades and expansions for all recommended improvements to the Bozeman WTP. 15.2. Pretreatment Upgrades and Expansion 15.2.1. Powder Activated Carbon If a wildfire takes place in the watershed, source water quality will likely deteriorate. The robust design of the intake screens,.grit removal and rapid mix/flocculation/sedimentation will help significantly with the potential increased turbidity and sediment. Addition of powder activated carbon (PAC) would provide additional benefit of organics removal including those associated with taste and odor as well as color. These are organics that would potentially increase in the event of a wildfire within the watershed. As part of the facility design, space for PAC equipment and storage is included; however, no equipment will be included in the bid documents. In the future, the City of Bozeman may want to consider installing PAC equipment to be ready when the use of PAC would be needed in an emergency or to further benefit the process. A room within the facility has been designated for future PAC equipment and storage to be located immediately west of the Compressor/Blower Room along the south side of the facility as shown in Figure 4-3. 15.2.2. Second Grit Removal Unit One vortex grit unit and associated grit pumps and classifier are planned to be installed with the initial project. This grit unit will have a de-rated capacity of 25 mgd. When the additional pretreatment trains are added to increase capacity from 22 mgd to 36 mgd, then a second vortex grit unit will be added and be associated with these two future trains. The effluent Bozeman Hyalite/ Sourdough WTP Replacement Project Page 15-1 fl Section 15. Provisions for Future Phases rv' MONSON nA MAVERLE.L\C channels of these two grit units will be interconnected by a pipe to allow either grit unit to be taken out of service. Since it is not desirable to pump grit long distances, two additional pumps and an additional classifier will be installed adjacent to the future grit removal systems. 15.2.3. Pretreatment Trains Three rapid mix/flocculation/sedimentation trains are included in the initial design to meet peak demands of 22 mgd. To meet the ultimate projected demand of 36 mgd, two additional trains will be required. These trains would be located across the drive area to the south as shown on Figure 13-1. Water from the head tower would be split by overflow weirs and associated isolation gates to divide water to the grit units associated with each set of trains. A stub-in the head tower will be included initially for future connection to the future pretreatment trains. The overflow weirs and isolation gates associated with the future trains will be located adjacent to the overflow and flow split structure to allow easy expansion in the future. Water from the future pretreatment trains would then be routed back to the main plant and into the suction wetwell of the membrane feed pumps which is sized for a 2-minute hydraulic retention time at 22 mgd plant capacity. A 24-inch pipeline will be included in the initial project below the main process floor for connection to the membrane feed pumps wetwell from an additional wetwell constructed as part of the expansion of the preliminary treatment facilities. The waste stream from the additional pretreatment train will be processed by a dedicated gravity thickener. The supernatant and underflow from the gravity thickener will need to be routed to the main plant building for processing. These two 6-inch lines will be stubbed out of the building with the project for future extension to the new pretreatment train. 15.3. Treatment Expansion 15.3.1. Membrane Feed Pumps Five membrane feed pumps are required initially. For expansion to 36 mgd, 3 more membrane feed pumps will be required. Space for these pumps and blind flanges on the suction and discharge header will be included in the initial project. As shown in Figure 4-3, the future membrane pumps will be configured for one additional pump on the south and two on the north. 15.3.2. Strainers Four sets of strainers are required initially with 6 sets required at 36 mgd. Space in the initial building and blind flanges on the membrane filter feed pump discharge header as well as the membrane influent header will be provided. One set on the south and one set on the north are designated as the future strainers. Bozeman Hyalite/ Sourdough WTP Replacement Project Page 15-2 Bozeman Hyalite/ Sourdough WTP Replacement Project Page 15-3 I-al Section 15. Provisions for Future Phases ,.I MORRISON IBM MAIERMixe 15.3.3. Membrane Units .Six membrane units are required initially and nine units are required for expansion to 36 mgd. Room for the future membrane units will be included in the initial layout. Providing for future membrane units requires a moderate amount of additional space be included in the treatment area of the facility. In order to keep the administration/maintenance area separate from the treatment area, and the membranes closest to the maintenance area, the layout of the overall building flows from the administration/maintenance area to the membrane treatment area to the pretreatment area. Additionally, if budget is not sufficient to enclose all pretreatment trains or if two of more of the trains are enclose by a greenhouse type enclosure, then its logical to place the pretreatment facilities on the end. Because of these reasons the membrane treatment area ends up in the middle and cannot be easily expanded and therefore provisions for future membrane units are included in the initial design. Figures 4-3 and 13-1 show the units that are planned to be installed with the 36 mgd expansion. An overhead door is included in the north wall to enable installation of these additional units. 15.4. Residuals Handling Future Requirements 15.4.1. Backwash Equalization When additional membrane units are added, a second backwash equalization tank will be needed. This second tank will avoid the need for a second dissolved air flotation unit. Space will be included in the initial design next to the first tank. 15.4.2. Gravity Thickener A second gravity thickener will be required when the fourth and fifth pretreatment trains are added. This allows the initial gravity thickener to be smaller and facilitates future residuals handling by having the thickeners closer to the associated sedimentation basins. 15.4.3. Drying Beds Additional drying beds will be required for the plant expansion. Six additional drying beds are proposed as shown on Figure 13-1. 15.4.4. Sourdough Creek Discharge The existing 24-inch outfall pipe to Sourdough Creek does not have the capacity to allow for wasting of the full 36 MGD flow. A future outfall line will be required with the plant expansion. The outfall line crosses private ownership and an easement will be required to install this future line. Due to the unknowns regarding the future location of this line as it is subject to easement negotiations, a connection point is not proposed with this project. fl Section 15. Provisions for Future Phases ~ MORMON Ida MAIEKE.m 15.5. Finished Water Distribution and Storage 15.5.1. Distribution Piping The City of.Bozeman Water Facility Plan 2005 (Plan) by Robert Peccia and Associates recommends numerous upgrades to the distribution system based on computerized hydraulic modeling and system evaluation. One recommendation pertinent to WTP is the installation of a 48-inch transmission line to parallel the existing 30-inch main from the WTP to Nash Road and then is directed to the City of Bozeman's distributions system via South Third Street. The second line will provide redundancy and additional capacity enhancement since it was estimated that the existing 30-inch transmission line will be at capacity by 2020. It is proposed that the new 48-inch line be connected downstream of the future reservoirs (see Plan, Section 15.5.2). With the construction of the new WTP and associated contact conduit, it is anticipated that the existing plant clearwell will be abandoned. When the future reservoirs are constructed, the 42-inch supply line to the existing distribution system will need to be extended to the reservoir site. Provisions for the extension from the contact conduit terminus structure will be included in this project. 15.5.2. Storage The Plan identifies the need for 5.3 MG of additional storage just downstream of the WTP to meet diurnal demands and fire flow requirements. This storage could be phased by installing two reservoirs each with approximately 2.7 MG of capacity to allow for redundancy and removal of one reservoir during lower demands. The Plan calls for the additional storage capacity to be installed by 20.17. If one reservoir is installed around this time period, the second one would be installed as storage demands warrant but for planning this can be estimated to be an additional 10 years out or 2027. Other than reserving land space, no provisions will be included for the future storage tanks. 15.6. Water Rights and Supply The Plan outlines future deficiencies in the City's currently owned water rights and the reliable yield of its sources. The Plan describes in detail a resolution and a timeline for addressing these deficiencies. Depending on the point of supply, additional control valves and additional lines maybe required between the point supply and the 42-inch raw water pipe line being installed with this project. Due to the numerous unknowns, no provisions for this future supply are proposed for this project. 15.7. Preliminary Implementation Schedule for Future WTP Upgrades and Expansions Based on population projections outlined in the Plan, the peak design flow for 2015 is 22 MGD. The Plan projects the peak hour design flow for 2025 to be 36 MGD. Growth has slowed down to where these dates, for planning purposes, could be moved back 5 years. The new WTP which will be installed in this phase will have that capacity. Beyond that the Bozeman Hyalite/Sourdough WTP Re lacement Project Page 15-4 ~;',~ P ) R fl Section 15. Provisions for Future Phases MORRISON Na~ MAIERLE,L\t additional membrane filter area will be required. The membrane filters and new WTP plant will be designed to be expandable to a 36 MGD plant capacity. Table 15-1 provides a preliminary schedule for implementation of the recommended improvements. Table 15-1. Preliminary Implementation Schedule for WTP Upgrade and Expansions Upgrade/Expansion Year PAC Pretreatment Equipment When Needed Additional Grit Removal Unit 2030 Additional Pretreatment Trains 2020 Treatment Expansion 2020 Residuals Handling Expansion 2020 Redundant Treated Waterline 2020 Distribution Storage Phase I 2017 Distribution Storage Phase II 2027 Obtain Additional Water Rights Ongoing Bozeman Hyalite/Sourdough WTP Replacement Project Page 15-5 j i t • a ).; )4 ; u 6. -is JhM ® MORRISON un MAUERLE,", City of Bozeman Hyalite/Sourdough Water Treatment Plant Replacement Project Section 16. Summary of Cost Estimate Prepared by: Richard Glassen, Scott Bishop Reviewed by: Nathan Kutil, Dan Harmon Date: September 15, 2010 16.1. Summary Estimate Capital costs are expressed in 2010 dollars. The accuracy of all costs is order of magnitude. These estimates are approximations made without detailed engineering or site-specific data. However, HDR has completed preliminary site layouts and facility modeling for use in preparation of the cost estimates. Estimates of this AACE International 17R-97 (classification System) Class 3 type can be expected to vary from 10-40% project definition (Accuracy Range Index of 2 = +30% to -15% range of accuracy). The sources of construction data are: • Basis of unit pricing is RS Means, 2"d quarter 2010 using Open Shop rates for the Butte, MT area. • Construction cost data for the recent HDR/MMI-designed expansions at the Bozeman and Kalispell Wastewater Treatment Plants, the HDR-designed Mount St. Helens Water Treatment Plant, and the MMI-designed City of Missoula Wastewater Treatment Plant, escalated to midpoint of construction. The project is assumed to have an approximate bid date of February 29, 2011, and estimated midpoint of construction date of February 26, 2012. • Recent construction costs for other, similar facilities, adjusted to regional market conditions and 2010 dollars. • Equipment pricing from manufacturers, including installation, structure and housing costs. For the most part, the estimates presented in the individual sections of this report conform to the allied costs used in the 2009 Bozeman Conceptual Design Memorandum. The opinion of probable construction cost presented in this pre-design were modified to include more detail and more accurately reflect actual allied costs at this level of design. In this preliminary design summary estimate, allied costs for contractor mobilization/bonds and insurance, contractor markup, contractor profit, contingencies, engineering, legal, and fiscal elements have been incorporated as presented in Table 16-1. ~.. Bozeman Hyalite/Sourdough VrP Re lacement Project Page 16-1 g: P P J WTP Area Total ($) Site Work $925,392 Site Piping Landscaping $1,228,094 Process Mechanical $4,027,422 Chemical Systems $377,123 Operations Building $3,357,607 Electrical $2,551,829 Controls $1,590,942 Contractor's Overhead Et Profit (10%) $2,080,233 $42,000 r Table 16-2. Summary of Probable Project Cost $5,341,019 SUBTOTAL ESTIMATED CONSTRUCTION AMOUNT Field Overhead and Mobilization (7%) $19,441,427 $1,360,900 FIELD CONSTRUCTION COSTS - SUBTOTAL $20,802,327 Contractor's Bonds £t Insurance (1.5%) Undefined Scope of Work (contingencies 20%) $343,238 $4,645,160 Bozeman Hyalite/ Sourdough VrP Replacement Project Page 16-2 Waste Handling EDR Section 16. Summary of Cost Estimate MOMSON na~MAIEKE.m Table 16-1. Illustration of Cost Estimating Procedure Base Construction Cost (A) Mobilization, Bonds Et Insurance (7% of A) Field Construction Cost (B) Contractor's Overhead Er Profit (10% of B) Contractor's Bonds a Insurance (1.5% of B) Undefined Scope of Work (contingencies 20% of B) Subtotal (C) Escalation to midpoint of construction (2.63% of C) Subtotal (D) - Probable Construction Cost Engineering, Legal Et Fiscal (20V of D) Total Estimated Probable Project Cost' $1,000 $70 $1,070 $107 $16 $214 $1,407 $37 $1,444 $288 $1,732 ' Total compound markup of 73% Z Engineering amount fixed, using approximately 20% of original project estimated capital cost. Appendix B provides a detailed preliminary estimate of probable construction and projected cost for the Project. Table 16-2 presents a summary of the project cost. Please note that the individual line items for cost do not include the allied costs, which are presented in the table separately. ~~ Section 16. Summary of Cost Estimate ~ MORRISON il~ MAIER1E.nc WTP Area Total ($) Subtotal Escalation to midpoint of construction (2.63%) Subtotal MT Public Works Tax (1%) Total OPCC Contractor Bid Owner Furnished Equipment Total OPCC Project Construction Cost Engineering 8 Administration Total Estimated Project Cost $27,870,958 $733,006 $28,603,964 $286,040 $28,890,004 $5,558,300 $ 34,448, 304 $6,425,800 $40, 874,104 16.2. Comparison of Costs with Conceptual Design Memorandum Estimate It is anticipated that the facilities identified in this report will be implemented as part of one single installation contract. The City of Bozeman will pre-purchase the treatment membranes and associated membrane equipment as part of the separate procurement contract and will likely assign the equipment contract to the successful installation contractor for final installation and startup. However, during detailed design, additional construction phasing will be considered if there is a cost advantage to the City of Bozeman. The opinion of probable construction cost (including Owner furnished equipment) is included in Appendix B of this report. A summary of the estimated project cost is presented in Table 16-2. The current probable construction cost exceeds the previous estimate presented as part of the 2009 Conceptual Design Memorandum. The current estimate includes a more robust preliminary treatment facilities including redundancy in raw water straining, additional residuals drying bed capacity, larger residuals decant lagoon capacity and modified concept for provision of chlorine contact time for full disinfection of treated water before leaving the treatment plant site. A cost comparison between the Conceptual Design cost projection and the cost estimate for the current Preliminary Design is presented in Table 16-3. This is consistent with the cost summary presented in Appendix B of the Conceptual Design Memorandum. The comparison in Table 16-3 indicates that, when the revised clearwell strategy and more robust and expanded preliminary treatment and residuals management facilities are included, the estimated cost for the facilities now proposed has increased from $38.6 million to $40.9 million (approximately +6.0%). . Bozeman Hyalite/Sourdough WTP Replacement Project Page 16-3 ~~~~ Site Work $4,521,000 $1,375,000 Landscaping $81,000 $62,000 Waste Handling $1,383,000 $1,825,000 Process Mechanical $4,636,000 $5,986,000 Chemical Systems $1,571;000 $560,000 Operations Building $7,764,000 $4;989,000 Electrical $1,911,000 $3,792,000 Controls $1,446,000 $2,364,000 2010 Pre-design Estimate 2009 Conceptual Design Estimate WTP Area Site Piping $7,937,000 $3,261,000 Total OPCC Contractor Bid $28,890,000 $ 26, 574,000 Owner Furnished Equipment $5,558,300 $ 5, 555, 000 Total OPCC Project Construction Cost $ 34,448, 304 $32,129,000 Engineering &t Administration $6,425,800 $6,425,800 $40,874,104 $38,555,800 TOTAL ~~ Section 16. Summary of Cost Estimate ~ MORRISON d~~MAlER1.E.nc Table 16-3. Phase 1 Cost Comparison to Conceptual Design 16.2.1. Factors Modifying the Project Cost The preliminary design cost estimate attempted to follow the previous cost estimate completed during the development of the conceptual design. However, the revised preliminary design estimate does move cost items between cost categories to better fit planned building layout and unit process segregation. Therefore an exact comparison should not be made between estimates presented in Table 16-3 above. Below are general observations that highlight modifications made to the overall project cost by process area. Site Work and Site Piping The site work presented in the conceptual design estimate included less residuals drying beds area and smaller residuals decant lagoon volume than the current design presented. In addition, the Sourdough flow metering valves and raw water control facility were originally planned to be located at the new treatment facility and it was assumed that the existing raw water Headbox would be retained at its present location. The conceptual plan also included a new 2.0 million gallon concrete clearwell to provide for treated water storage and chlorine contact at the treatment facility site. The site work and yard piping costs have reduced from the conceptual design estimate. The current design plans for the installation of a new raw water Headbox within the treatment facility and construction of a new Sourdough flow control structure (remote form the new treatment facility adjacent to the Hyalite Raw Water Control building) which all have a greater capital cost. However, the current plan also includes a modification of the new ' Clearwell plan to an 84 IN diameter reinforced concrete pipeline (contact conduit) approximately 1,400 LF in length. The Contact Conduit allows the City to reduce the contact storage volume from an originally estimated 2.0 million gallons to approximately Bozeman Hyalite/Sourdough WTP Replacement Project Page 16-4 ~~ Section 16. Summary of Cost Estimate ~ MORRISON oa~MrVERIE,n~c 415,000 gallons by eliminating a significant amount of baffling factor reduction in the contact time calculation. The Contact Conduit ensures a more uniform plug flow for chlorine disinfection and thus a higher baffling factor. Residuals and Waste Handling The residuals and waste handling unit processes have increased slightly from the conceptual design. The increase in capital cost is primarily due to the increase in the size of the residuals drying beds and residuals decant lagoon from the conceptual design, and a greater understanding of the site process water management and storm water plan. The design continues to include two small DAF Thickening Units for thickening of the more colloidal and floatable residuals from the strainers prior to discharge to gravity thickening or drying beds. The residuals handling plan also includes a single gravity thickener unit to treat waste residuals from preliminary treatment and overflow from the grit removal facilities prior to discharge to Sourdough Creek. The drying beds will be fitted with decant return pumping and will overflow to a residuals decant lagoon facility. Process Mechanical The main membrane treatment process equipment was originally planned to be located on the east end of the treatment floor separated from the preliminary treatment facilities by the administration and maintenance shop facility. The conceptual design also planned for building area to accommodate a single preliminary treatment process train made up of a single flocculation tank, single high rate settler tank and three membrane feed strainers. During preliminary design, the following critical modifications to the conceptual plan were identified by the project team: • The administration facilities should be located remote from chemical handling and chemical load-out facilities. The preferred location for these administration functions is on the west side of the facility away from chemical handling and with visibility to visitors from the west site entrance. • The Sourdough raw water flow control facility should be located remote from the treatment building adjacent to the existing Hyalite raw water flow control structure. • The preliminary treatment facilities should be located at the east end of the treatment building to allow the membrane treatment skids to be located adjacent to the administration and maintenance facilities. Location of preliminary treatment on the east side will also enable easier expansion of the preliminary treatment facilities in the future. • The flocculation and sedimentation tanks and associated equipment should be configured for multiple smaller treatment units fox system redundancy still sized to accommodate 22 mgd design flow, expandable to 36 mgd. Three preliminary treatment process trains are proposed for the revised plan. • The membrane filter feed pumps require a wetwell, with a minimum of 2 minutes clearwell storage to function properly with membrane backwash sequences. Provisions for a small wetwell ahead of feed pumping and straining were added to the current plan. • The conceptual plan included three primary strainers ahead of the membrane filtration skids. During the pilot program, facility tours and preliminary design, it Bozeman Hyalite/Sourdough WTP Replacement Project Page 16-5 ~~ Section 16. Summary of Cost Estimate ~ MORRISON ~~~MrUERLE,~c was identified that primary and secondary straining should be included in the design for proper protection of the membrane modules. The revised design plans for four primary strainers and a second set of redundant primary strainers for the initial 22 mgd capacity. At buildout capacity of 36 mgd, an additional 4 strainers would be installed. • The conceptual design planned for a single chemical storage and storage room. The preliminary design has identified the need for separation of chemicals for proper storage and added personnel safety. In addition, day tanks and remote pumping stations were also added for operations convenience and personnel safety. The revised facility plan has included greater capacity for bulk chemical storage to better match expected delivery quantities. • Abridge crane has been proposed for the membrane feed pump and strainer area of the facility to better enable equipment maintenance. Chemical Systems The conceptual design chemical storage and feed requirements have been designed to include greater bulk storage capacity for high use chemicals and day tanks for chemical feed and control. The chemical systems costs are estimated to be much lower than originally planned in the conceptual design. Operations Building The Operations and Administration facilities were originally planned to be constructed within the center of the treatment facility. The revised floor layout now plans for these facilities to be located on the west end of the treatment facility, with the vehicle maintenance garage and electrical and control rooms separating treatment area from the administration areas. An upper level mezzanine has been added above the locker rooms and workshop areas for use as additional storage and to stage heating and ventilation systems. The cost for this item went down primarily from relocating items to other cost categories to facilitate cost estimating. The overall building size only increased 2,700 square feet even though the pretreatment area increased 9,200 square feet. Summary As a result of the above changes to the conceptual plan, the total preliminary design project cost has increased in cost by approximately $2,318,000, or approximately 6.0%. The additional strainers identified as a necessary process enhancement above and the more robust preliminary treatment facilities are primary reasons for the cost increase from the conceptual plan. Additional costs associated with placing the entire preliminary treatment facilities indoors and larger residuals drying beds and lagoon are also significant contributors. The preliminary treatment and strainer enhancements have been added out of concern for potential raw water impacts from wildfire in the watershed. 16.2.2. Potential Cost Reduction Measures Although the current established cost of the recommended Phase 1 facilities exceeds the project budget, several cost reduction measures have been identified for City consideration provided project cost reduction is needed. It is recommended the City consider the following project cost reduction measures (In no particular order or ranking) as outlined in ,A:~ Bozeman Hyalite/Sourdough WTP Replacement Project Page 16-6 $500,000 Bozeman Hyalite/Sourdough WTP Replacement Project Page 16-7 ~~ Section 16. Summary of Cost Estimate ,~ MORRISON n~~M~IERIE,~r Table 16-4. Following project design, the City can format the project bid process with bid alternates that will enable the City to maximize the facilities constructed. This the same approach used successfully for the City during their recent project under-way at the.City's Water Reclamation Facility, and it afforded the City greater flexibility to commence construction of critical facilities and work to add more project elements using project contingency at a later date. Table 16-4. Potential Cost Reduction Measures Item No. Cost Reduction Measure Approximate Project Capital Cost Reduction Amount' 1 $750, 000 Eliminate the construction of the contact conduit for disinfection contact on site and construct a smaller clearwell (200,000 gallons) on site. Continue to operate as is currently performed and achieve the contact time in the transmission pipeline to the Sourdough reservoir. $120,000 Delete the gravity thickener and do not include in the project design. Direct all residual flows from grit removal and the preliminary treatment trains to the residuals drying beds. Overflow the drying beds to the residuals decant lagoon or return back to the raw water feed. 2 Enlarge the headbox and install grit removal at the headbox. Delete the vortex grit removal process unit(s), yet still design the headbox to provide some vortex grit removal capability. 3 $250,000 $400,000 Reduce the size of the drying beds li residuals decant lagoon by 20%. Delay installation of the new intake at Sourdough Creek. Include as a project additive alternate in the project bid. Delay construction of one of the three preliminary treatment trains including: 1) one concrete tank, 2) one plate settler group with vacuum solids collector, 3) three flocculators and 4) building necessary for covering the preliminary treatment train delayed. 4 $1,140,000 5 6 $750,000 7 Reduce the amount of membrane skids installed at facility startup by 16%. This would involve reducing the number of membrane skids initially installed from 6 to 5, or a reduction in production capacity from 22 mgd to 18.5 mgd. Construction activities including all associated allied costs. Engineering, legal and administrative costs wouldn't be saved from these items if detailed designs are completed and they are treated as bid alternatives. li,r; J f f~ ~. ~ ~~ i til ~' ~~ ~ . ~] _~ ~ ~--` _, f' -~ ` \~. ~, 1 5 C f i r \, Bozeman Hyalite/Sourdough WTP Replacement Project Page A-1 ~~ MORRISON ~a~MAIERI.E,ne City of Bozeman Hyalite/Sourdough Water Treatment Plant Replacement Project Appendix A. Equipment Data ~~ ~~ MORRISON NIAIERLE, INc. An Employee-Opened Compony BOZEMAN HYALITE/SOURDOUGH WTP REPLACEMENT PROJECT EQUIPMENT DATA SHEET • ENGINEER: DATE: AREA: NAME: QUANTITY: IDENTIFICATION NO.: MATERIAL HANDLED: CAPACITY: MANUFACTURER; SIZE; CONFIGURATION: SPECIAL CONSTRUCTION MATERIAL: POWER REQUIRED: (HP, Volts, m) DRIVE: (Elect., Var. - Mech., Var. - Belt, Const. - Belt, Var. - Direct) SPEED, RPM: MAXIMUM: MINIMUM: SUPPORT UTILITIES REQUIRED: (Seal Water, Comp. Air, Drains, etc.) [qty., if known] LBS. NOISE LEVEL: dbA MANUFACTURER'S QUIPMENT WEIGHT: COST: ISCELLANEOUS COMMENTS, DATA AND INFORMATION: (Vibration; Equipment Pads, Types, and Sizes; Special Electrical, Structural, etc.) INSTRUMENTATION & CONTROLS TO BE PROVIDED BY THE EQUIPMENT MANUFACTURER: (Control Panels, Pressure Indicators, etc) SPECIFICATION N0: LOCATION OF EQUIPMENT: P&ID Sheet No. Construction Sheet No. i 1 REVISIONS REVISION N0. REVISION DATE REVISION BY Boman H li ya to/Sourdou h Water Treatment ~nt Re lacement Pro ect 9 p J E ui ment List UPDATED MORRISON ~~~ MAIERLE, Luc 4 P 00...88114 See far right column for revisions to update Last Edited By Date Supplier Equipment Equipment Number Design Condition Equipment Type Accessories HP CEH 9/10/2010 Contractor Globe Metering Valve (High Flow) Globe CEH 9/10/2010 Contractor Globe Metering Valve (Med Flow) Globe CEH 9/10/2010 Contractor Pressure Relief Valve Globe NDK 9/9/2010 Pall Hyalite (pressure) Turbidity TURB-16xx-A Hach NDK 9/9/2010 Pall Hyalite (gravity) Turbidity TURB-16xx-B Hach NDK 9/9/2010 Pall Hyalite (pressure) pH & ORP PHM-16xx Hach NDK 9/9/2010 Pall Sourdough Turbidity TURB-18xx-B Hach NDK 9/9/2010 Pall Sourdough pH & ORP PHM-18xx Hach NDK 9/9/2010 Pall Common Raw Turbidity TURB-19xx Hach NDK 9/9/2010 Pall Common Raw pH, ORP, & Temp PHM-19xx Hach CEH 9/2/2010 Pall? Influent flow meter FE-19xx 22 mgd Flow Tube? CEH 9/2/2010 Contractor Influent control valve BFV-19xx Motorized BFV CEH 9/2/2010 Contractor Head Tower Level LE-19xx CEH 12/2/2009 Contractor Grit Mechanism GR-21 xx 30 mgd Vortex Grit Removal 10 CEH 8/31 /2010 Contractor Grit Pump 1 P-21xx-A 220gpm Recessed Impellor 7.5 CEH 8/31/2010 Contractor Grit Pump 2 P-21xx-B 220gpm Recessed Impellor 7.5 CEH 9/2/2010 Contractor Grit classifier/cyclone GC-21 xx Grit classifier/cyclone 1 NDK 12/2/2009 Contractor Level NDK 8/31/2010 Contractor Rapid Mixer 1 MX-22xx-A Top Entry 10 NDK 8/31 /2010 Contractor Rapid Mixer 2 MX-22xx-B Top Entry 10 NDK 8/31/2010 Contractor Rapid Mixer 3 MX-22xx-C Top Entry 10 NDK 12/2/2009 Pall Floc pH/Temperature PHM-23xx NDK 12/2/2009 Contractor Floccualtion Drive 1 FL-23xx-A Hor. Paddle Wheel 1 NDK 12/2/2009 Contractor Floccualtion Drive 2 FL-23xx-B Hor. Paddle Wheel 2 NDK 12/2/2009 Contractor Floccualtion Drive 3 FL-23xx-C Hor. Paddle Wheel 3 c:\pwworking\sea\d0249120\Bozeman Equipment List; Overall List Page 1 of 13 Bo~an H alite/Sourdou h Water Treatment I~nt Re lacement Pro'ect . Y 9 P J ~ MORRISON ~~~ MAIERI,E, Luc Equipment List UPDATED 00...88114 See far right column for revisions to update Last Edited By Date Su • • lier E•ui•ment Equipment Number Design Condition Equipment Type Accessories HP NDK 8/31 /2010 Contractor Floccualtion Drive 4 FL-23xx-D Hor. Paddle Wheel 1 NDK Contractor 8/31 /2010 Floccualtion Drive 5 FL-23xx-E Hor. Paddle Wheel 2 Contractor NDK 8/31 /2010 Floccualtion Drive 6 FL-23xx-F Hor. Paddle Wheel 3 NDK 8/31 /2010 Contractor Floccualtion Drive 7 FL-23xx-G Hor. Paddle Wheel 1 NDK 8/31/2010 Contractor Floccualtion Drive 8 Hor. Paddle Wheel FL-23xx-H 2 Contractor NDK 8/31 /2010 Floccualtion Drive 9 FL-23~oc-I Hor. Paddle Wheel 3 Contractor Plate Settler 1 NDK 12/2/2009 PS-24~oc-A Incline Plate NA NDK Contractor 8/31/2010 Plate Settler 2 PS-24xx-B Incline Plate NA NDK 8/31 /2010 Contractor Plate Settler 3 PS-24xx-C Incline Plate NA NDK 12/2/2009 Contractor Telescoping Sludge Collector 1 SC-24xx-A 1 NDK 8/31 /2010 Contractor Telescoping Sludge Collector 2 SC-24xx-B 1 NDK 8/31 /2010 Contractor Telescoping Sludge Collector 3 SC-24xx-C 1 NDK 12/2/2009 Contractor Level in wet well Contractor NDK 12/2/2009 Low Level Float Swtich in wet well Contractor NDK 12/2/2009 High Level Float Swtich in wet well NDK 12/2/2009 . MF Seller Low Pressure Switch (pump 1) NDK 12/2/2009 MF Seller Low Pressure Switch (pump 2) NDK 12/2/2009 MF Seller Low Pressure Switch (pump 3) MF Seller NDK 12/2/2009 Low Pressure Switch (pump 4) NDK MF Seller 12/2/2009 Low Pressure Switch (pump 5) NDK 8/31 /2010 Pall Feed Pump 1 4357gpm @ 110 ft TDH Centrifugal, Split Case P-3102-A 150 NDK 8/31 /2010 Pall Feed Pump 2 4357gpm @ 110 ft TDH Centrifugal, Split Case P-3102-B 150 NDK 8/31 /2010 Pall Feed Pump 3 4357gpm @ 110 ft TDH Centrifugal, Split Case P-3102-C 150 NDK 8/31 /2010 Pall Feed Pump 4 4357gpm @ 110 ft TDH Centrifugal, Split Case P-3102-D 150 NDK 12/2/2009 Pall Feed Pump 5 P-3102-E 4357gpm @ 110 ft TDH Centrifugal, Split Case 150 NDK 8/31 /2010 Pall Strainer 1 S-3203-A 300 micron, 5809gpm Amiad 18" EBS 0.5 NDK 8/31 /2010 Pall Strainer 2 S-3199-A 300 micron, 5809gpm Amiad 18" EBS 0.5 NDK 8/31 /2010 Pall Strainer 3 S-3203-B 300 micron, 5809gpm Amiad 18" EBS 0.5 c:\pwworking\sea\d0249120\Bozeman Equipment List; Overall List Page 2 of 13 Boz~an H alite/Sourdou h Water Treatment ~nt Re lacement Pro'ect Y 9 A J ~~" MORRISON ~~~MAIERI,E,INc ~~ Equipment List UPDATED 00...88114 See far right column for revisions to update Last Edited By Date Supplier Design Condition HP Equipment Equipment Number Equipment Type Accessories NDK 8/31 /2010 Pall Strainer 4 S-3199-B Amiad 18" EBS 300 micron, 5809gpm 0.5 Strainer 5 S-3203-C Amiad 18" EBS NDK 8/31 /2010 Pall 300 micron, 5809gpm 0.5 Strainer 6 S-3199-C Amiad 18" EBS NDK 8/31 /2010 Pall 300 micron, 5809gpm 0.5 Strainer 7 S-3203-D Amiad 18" EBS NDK 8/31/2010 Pall 300 micron, 5809gpm 0.5 Amiad 18" EBS NDK 8/31 /2010 Pall Strainer 8 S-3199-D 300 micron, 5809gpm 0.5 Strainer Pressure Differential PIT-3005 NDK 9/9/2010 Pall Strainer Pressure Differential NDK 9/10/2010 Pall PIT-3009 CEH 9/10/2010 Strainer Pressure Differential Pall CEH 9/10/2010 Pall Strainer Pressure Differential CEH 9/10/2010 Pall Strainer Pressure Differential CEH 9/10/2010 Pall Strainer Pressure Differential CEH 9/10/2010 Pall Strainer Pressure Differential Strainer Pressure Differential CEH 9/10/2010 Pall 9!9/2010 Pall Membrane Feed Turbidity Meter NDK AIT-3006 9/9/2010 Pall Membrane Feed Flow Meter FE-1005 NDK 8/31 /2010 Pall Membrane Unit 1 MF-10xx-A membranes the entire plant NA NDK NA NDK 8/31 /2010 Pall Membrane Unit 2 MF-10xx-B membranes the entire plant M F-10xx-C NA NDK 8/31 /2010 Pall Membrane Unit 3 membranes the entire plant NA NDK 8/31 /2010 Pall Membrane Unit 4 MF-10xx-D membranes the entire plant NA NDK 8/31 /2010 Pall Membrane Unit 5 MF-10xx-E membranes the entire plant 8/31 /2010 Pall Membrane Unit 6 the entire plant NA NDK M F-10xx-F membranes 9/10/2010 Pall Membrane 1 Turbidity Meter TURB-10xx-A CEH CEH 9/10/2010 Pall Membrane 2 Turbidity Meter TURB-10xx-B TURB-10xx-C CEH 9/10/2010 Pall Membrane 3 Turbidity Meter CEH 9/10/2010 Pall Membrane 4 Turbidity Meter TURB-10xx-D CEH 9/10/2010 Pall Membrane 5 Turbidity Meter TURB-10xx-E CEH 9/10/2010 Pall Membrane 6 Turbidity Meter TURB-10xx-F CEH 9/10/2010 Pall Membrane 1 Flow Meter c:\pvvworking\sea\d0249120\Bozeman Equipment List; Overall List Page 3 of 13 Bo~an H alite/Sourdou h Water Treatment ~nt Re lacement Pro'ect Y J p 1 Equipment List 00...88114 Equipment Membrane 2 Flow Meter ~. MORRISON ~~~MAIERLE,~,c UPDATED See far right column for revisions to update Last Edited By Date Supplier Equipment Number Design Condition Equipment Type Accessories HP CEH 9/10/2010 Pall CEH 9/10/2010 Pall Membrane 3 Flow Meter CEH 9/10/2010 Pall Membrane 4 Flow Meter CEH 9/10/2010 Pall Membrane 5 Flow Meter CEH Membrane 6 Flow Meter 9/10/2010 Pall CEH 9/10/2010 Pall Membrane 1 Pressure transmitter CEH 9/10/2010 Pall Membrane 2 Pressure transmitter CEH 9/10/2010 Pall Membrane 3 Pressure transmitter CEH 9/10/2010 Pall Membrane 4 Pressure transmitter CEH 9/10/2010 Pall Membrane 5 Pressure transmitter CEH 9/10/2010 Pall Membrane 6 Pressure transmitter CEH 9/10/2010 pH/Temperature Pall NDK 9!9/2010 Pall Filtrate Header Turbidity Meter TURB-4001 NDK 9/9/2010 Pall Filtrate Header Particle Counter PART-4006 CEH 9/10/2010 Pall Treated Water Residual Analyzer AE/AIT-40xx CEH 9/10/2010 Pall Treated Water pHlremperature Meter PHM-40xx CEH 9/10/2010 Pall Effluent pH/Temperature Meter PHM-76xx CEH 9/10/2010 Pall Effluent Residual Analyzer AE/AIT-76xx RF Supply Pump 1 NDK 12/2/2009 Pall 992gpm @ 70 ft TDH 25 P-4302-A NDK 12/2/2009 Pall RF Supply Pump 2 992gpm @ 70 ft TDH 25 P-4302-B NDK 9/9/2010 Pall RF Supply Flow Meter FE-4305 NDK 12/1 /2009 RF Supply Tank Pall T-4360 3000 gallons FRP NA CEH 9/10/2010 Pall RF Tank Level Indicator/Transmitter CEH 9/10/2010 Pall RF Tank Level Low Level CEH 9/10/2010 Pall RF Tank Level High Level c:\pwworking\sea\d0249120\Bozeman Equipment List; Overall List Page 4 of 13 Bo~an H alite~Sourdou h Water Treatment ~nt Re lacement Pro'ect Y 9 P J Equipment List UPDATED 00...88114 Equipment BWW Equalization Tank ~f MORRISON ~~1~ MAIERI,E, arc ~~ See far right column for revisions to update Last Edited By Date Supplier Equipment Number Design Condition Equipment Type Accessories HP FRP NA NDK 12/2/2009 Pall T-4400-A 9000 gallons CEH 9/13/2010 Pall EO Tank Level Indicator/Transmitter Pall EO Tank Level Low Level CEH 9/13/2010 Pall EO Tank Level High Level CEH 9/13/2010 3200 gallons FRP NA 8/31 /2010 Pall CIP Caustic Tank T-5001 NDK CEH 9/13/2010 Pall Caustic Tank Level IndicatorlTrans CEH 9/13/2010 Pall Caustic Tank Level Low Level CEH 9/13/2010 Pall Caustic Tank Level High Level CIP Caustic Tank Heater NDK 12/2/2009 Pall H-5004 Caustic Tank Temerature Transmitter TT-5007 NDK 9!9/2010 Pall 11gpm @ 60TDH Air Diaphragm (80psi) NA Pall Caustic Transfer Pump P-5015 NDK 9/9/2010 9/9/2010 Pall Caustic Transfer Flow Meter FE-5017 NDK NA NaOCI Transfer Pump 11gpm @ 60TDH Air Diaphragm (80psi) 9/9/2010 Pall P-5402 NDK 9/9/2010 Pall NaOCI Transfer Flow Meter FE-5405 NDK NA FRP Pall CIP Acid Tank T-5101 3200 gallons NDK 8/31 /2010 Pall CIP Acid Tank Level Indicatorlrrans CEH 9/13/2010 9/13/2010 Pall CIP Acid Tank Level Low Level CEH CEH 9/13/2010 Pall CIP Acid Tank Level High Level NDK 8/31 /2010 Pall CIP Acid Tank Heater H-5104 NDK 9/9/2010 Pall CIP Acid Tank Temerature Transmitter TT-5107 Contractor Peristaltic NDK 12/2/2009 Citric Acid Metering Pump P-51xx NA 11gpm @ 60TDH Air Diaphragm (80psi) NDK 9/9/2010 Pall Acid Transfer Pump P-5115 NDK 9/9/2010 Pall Acid Transfer Flow Meter FE-5121 t , ,- 15 NDK 8/31 /2010 Pall CIP Circulation Pump 1 P-5204-A 372gpm , CIP Circulation Pump 2 15 8/31 /2010 Pall P-5204-B 372gpm NDK CEH 9/14/2010 Pall CIP Circ Pump 1 Low Flow Switch Page 5 of 13 c:\pwworking\sea\d0249120\Bozeman Equipment List; Overall List Bo~an H alite/Sourdou h Water Treatment ~nt Re lacement Pro'ect Y 9 p J Equipment List 00...88114 MORRISON ~~~MAIERI,E,Wc Equipment CIP Circ Pump 2 Low Flow Switch ~:t UPDATED See far right column for revisions to update Last Edited By Date Supplier Equipment Number Design Condition Equipment Type Accessories HP CEH 9/14/2010 Pall NDK 8/31 /2010 Pall CIP Drain Pump 1 P-5214-A • x 372gpm , 15 372gpm': , NDK 8/31 /2010 Pall CIP Drain Pump 2 P-5214-B 15 CEH 9/14/2010 Pall CIP Drain Pump 1 Low Flow Switch CEH 9/14/2010 CIP Drain Pump 2 Low Flow Switch Pall NDK 12/2/2009 Pall CIP Neutralization Tank FRP T-5601 11500 gallons NA CEH 9/14/2010 Pall CIP Neutr. Tank Level Indicator/Trans CEH 9/14/2010 Pall CIP Neut. Tank Level Low Level CEH 9/14/2010 Pall CIP Neutr. Tank Level High Level NDK 9/9/2010 Pall Neutralization Flow Meter FE-56xx NDK 9/9/2010 Pall Neutralization pH Meter PHM-5605 NDK 9/9/2010 Pall Neutralization ORP Meter ORP-5619 NDK 9/9/2010 Pall Neutralization Drain Pump 372gpm @ 70TDH P-5609 Inline 15 Sodium Bisulfate Transfer Pump NDK 9/9/2010 Pall 3gpm @ 60TDH Air Diaphragm (80psi) NA P-5502 9/9/2010 NDK Pall Sodium Bisulfte Transfer Flow Meter FE-5505 CEH 9/14/2010 Pall CIP Skid 1 Solenoid Rack CEH 9/14/2010 Pall CIP Skid 2 Solenoid Rack CEH 9/14/2010 Pall CIP Transfer Solenoid Rack CEH 9/14/2010 Pall CIP Circulation Solenoid Rack NDK 8/31 /2010 Contractor Bulk Sodium Hypochlorite Tank A NA T-5412-A 6700 gallons FRP CEH 9/14/2010 Contractor Hypo Tank A Level Indicatorlfrans CEH 9/14/2010 Contractor Hypo Tank A Level Low Level CEH 9/14/2010 Contractor Hypo Tank A Level High Level NDK 8/31 /2010 Contractor Bulk Sodium Hypochlorite Tank B T-5412-B 1600 gallons FRP NA CEH 9/14/2010 Contractor Hypo Tank B Level Indicator/Trans CEH 9/14/2010 Contractor Hypo Tank B Level Low Level c:\pwworking\sea\d0249120\Bozeman Equipment List; Overall List Page 6 of 13 Bo~an H alite/Sourdou h Water Treatment ~nt Re lacement Pro'ect Y 9 P J Equipment List 00...88114 ~~ MORRISON ~~~ MAIERLE, Luc E. uipment Hypo Tank B Level High Level ~~ UPDATED See far right column for revisions to update Last Edited By Date Sup.lier Equipment Number Design Condition Equipment Type Accessories HP CEH 9/14/2010 Contractor NDK 8/31 /2010 Contractor Bulk Sodium Hypochlorite Tank C T-5412-C 1600 gallons FRP NA CEH Contractor 9/14/2010 Hypo Tank C Level Indicator/Trans CEH Contractor 9/14/2010 Hypo Tank C Level Low Level CEH Contractor 9/14/2010 Hypo Tank C Level High Level NDK Contractor Sodium Hypochlorite Day Tank 8/31 /2010 FRP T-5412-D 775 gallons NA CEH Contractor 9/14/2010 Hypo Day Tank Level Indicatorlrrans CEH 9/14/2010 Contractor Hypo Day Tank Level Low Level CEH 9/14/2010 Contractor Hypo Day Tank Level High Level Contractor Sodium Bisulfite Metering Pump NDK 9/9/2010 P-55xx-A Contractor Sodium Hypochlorite Metering Pump .NDK 12/2/2009 Peristaltic P-54xx CEH Contractor Sodium Hypochlorite Metering Pump 9/14/2010 Peristaltic P-54xx CEH Contractor Sodium Hypochlorite Metering Pump 9/14/2010 P-54xx Peristaltic NDK 9/9/2010 Contractor Sodium Bisulfite Tote 1 T-5501-A 275 gallons Tote NA CEH 9/14/2010 Contractor Sodium Bisulfite Tote 1 LL Switch Contractor NDK 9/9/2010 Sodium Bisulfite Tote 2 Tote NA T-5501-B 275 gallons CEH Contractor Sodium Bisulfite Tote 2 LL Switch 9/14/2010 NDK Contractor 8/31/2010 Bulk Caustic Tank A 10850 gallons FRP NA T-5010-A CEH 9/13/2010 Contractor Caustic Tank A Level Indicatorlrrans CEH 9/13/2010 Contractor Caustic Tank A Level Low Level CEH 9/13/2010 Contractor Caustic Tank A Level High Level NDK 8/31 /2010 Contractor Bulk Caustic Tank B T-5010-B 10850 gallons FRP NA CEH 9/13/2010 Contractor Caustic Tank B Level Indicator/Trans CEH 9/13/2010 Contractor Caustic Tank B Level Low Level CEH 9/13/2010 Contractor Caustic Tank B Level High Level NDK 8/31 /2010 Contractor Caustic Day Tank T-5010-C 775 gallons FRP NA CEH 9/13/2010 Contractor Caustic Day Tk Level Indicatorlfrans Page 7 of 13 c: \pwworki n g\sea\d 0249120\Bozem a n Equipment List; Overall List Bo~an H alite/Sourdou h Water Treatment ~nt Re lacement Pro'ect Y 9 p J ~~ MORRISON ~~~MAIERLE,~rc ~~ Equipment List UPDATED 00...88114 See far right column for revisions to update Last Edited By Date Supplier Equipment Number Design Condition Equipment Type Accessories HP Equipment Contractor Caustic Day Tank Level Low Level CEH 9/13/2010 ~. 9/13/2010 Contractor Caustic Tank Level High Level CEH Caustic Metering Pump 1 P-50xx-A 4.5-27 gph Peristaltic NDK 8/31 /2010 Contractor Peristaltic Contractor P-50xx-B~F ; 4.5-27 gph 8/31 /2010 Caustic Metering Pump 2 NDK NA Tote T-5110-A 275 gallons 12/1 /2009 Contractor Citric Acid Tote 1 NDK Contractor Citric Acid Tote 1 LL Switch 9/14/2010 CEH NA 275 gallons Tote Contractor Citric Acid Tote 2 T-5110-B 12/2/2009 NDK Contractor Citric Acid Tote 2 LL Switch 9/14/2010 CEH NA 275 gallons Tote Contractor Polymer Tote 1 T-71xx-A NDK 9/9/2010 9/14/2010 Contractor Polymer Tote 1 LL Switch CEH NA 275 gallons Tote 9!9/2010 Contractor Ploymer Tote 2 T-71xx-B NDK Contractor Polymer Tote 2 LL Switch 9/14/2010 CEH Contractor Polymer Metering Pump P-71 xx 9/9/2010 NDK Contractor P-71xx 9/14/2010 Polymer Metering Pump CEH NA Tote 275 gallons Contractor Bulk Sodium Permanganate Tote 1 T-73xx-A NDK 8/31 /2010 Contractor Sodium Perm. Tote 1 LL Switch CEH 9/14/2010 NA Tote 275 gallons 8/31/2010 Contractor Bulk Sodium Permanganate Tote 2 T-73xx-B NDK Contractor Sodium Perm. Tote 2 LL Switch CEH 9/14/2010 P-73~oc-A, ~, Peristaltic 0.4-2:4 gph 8/31 /2010 Contractor Sodium Permanganate Metering Pump NDK P-73xx-B , Peristaltic 0.4-2.4 gph 8/31/2010 Contractor Sodium Permanganate Metering Pump NDK NA FRP 6900 gallons 12/2/2009 Contractor Bulk Flouride Tank T-72xx-A NDK 9/14/2010 Contractor Bulk Fluoride Level IndicatorlTrans CEH 9/14/2010 Contractor Bulk Fluoride Tk Level Low Level CEH 9/14/2010 Contractor Bulk Fluoride Tk Level High Level CEH NA FRP 8/31 /2010 Contractor Flouride Day Tank T-72~oc-B 775 gallons NDK Page 8 of 13 c:\pwworking\sea\d0249120\Bozeman Equipment List; Overall List Bo~an H alite/Sourdou h Water Treatment ~nt Replacement Project Y 9 Equipment List UPDATED 00...88114 ~ MORRISON ~~~ MAIERLE, ~c Equipment Fluoride Day Tk Level Indicator/Trans ~~ See far right column for revisions to update Last Edited By Date Supplier Equipment Number Design Condition Equipment Type Accessories HP CEH Contractor 9/14/2010 9/14/2010 Contractor Fluoride Day Tk Level Low Level CEH CEH 9/14/2010 Contractor Fluoride Day Tk Level High Level Fluoride Break Tank CEH 9/14/2010 Contractor Contractor Fluor Break Tk Level Indicatorlrrans CEH 9/14/2010 Contractor Fluoride Break Tk Level Low Level CEH 9/14/2010 Contractor Fluoride Break Tk Level High Level CEH 9/14/2010 Peristaltic NDK Contractor Flouride Metering Pump P-72xx 12/2/2009 Peristaltic CEH Contractor Flouride Metering Pump P-72xx 9/14/2010 Contractor ACH Bulk Tank CEH 9/14/2010 CEH Contractor ACH Bulk Tk Level Indicatorlrrans 9/14/2010 CEH Contractor ACH Bulk Tk Level Low Level 9/14/2010 CEH Contractor ACH Bulk Tk Level High Level 9/14/2010 Peristaltic ACH Metering Pump P-72xx CEH 9/14/2010 Contractor Peristaltic ACH Metering Pump P-72xx CEH 9/14/2010 Contractor FRP NA 11800 gallons Contractor Bulk PACL Tank T-74xx-A NDK 12/2/2009 CEH Contractor PACL Feed Unit 9/14/2010 NA 775 gallons FRP 8/31 /2010 Contractor PACL Day Tank T-74xx-B NDK 2-15 gph Peristaltic NDK Contractor PACL Metering Pump P-74xx 12/2/2009 Water Softener WS-69xx-A 67gpm Pall NDK 9/9/2010 67gpm NDK 9/9/2010 Pall Water Softener WS-69~oc-B 9/9/2010 WS Brine Tank T-69xx NDK Pall 1 Contractor Gravity Thickener Mechanism GT-82~oc NDK 12/2/2009 2 Contractor Gravity Thickener Solids Pump 1 P-82~oc-A 50gpm NDK 9/9/2010 2 Contractor 50gpm NDK 9!9/2010 Gravity Thickener Solids Pump 2 P-82~oc-B Page 9 of 13 c:\pwworking\sea\d0249120\Bozeman Equipment List; Overall List Bo~an H alite/Sourdou h Water Treatment ~nt Re lacement Pro'ect Y J p J MORRISON ~~~ MAIERI,E, u~c Equipment List UPDATED 00...88114 See far right column for revisions to update Last Edited By Date Supplier Equipment Number Design Condition Equipment Type Accessories HP Equipment Gravity Thickener Effl. Pump 1 CEH 9/14/2010 Contractor 9/14/2010 Contractor Gravity Thickener Effl. Pump 2 CEH 765gpm Contractor DAF Feed Pump 1 25 NDK 9/9/2010 P-83xx-A 765gpm Contractor 25 NDK 9/9/2010 DAF Feed Pump 2 P-83~oc-B Contractor DAF 1 Bottom Rake 0.5 NDK 9/9/2010 DAFT-83xx-A Contractor DAF 1 Skimmer Rake CEH 9/14/2010 9/9/2010 Contractor DAF 1 Compressor 20 NDK BLR-83xx-A Contractor CEH 9/14/2010 DAF 1 Saturation Tank Contractor 2 9/9/2010 DAF Residuals Pump 1 P-83~oc-A 100gpm rotary lobe NDK Contractor 20 NDK 12/2/2009 Return Pump 1 P-85xx-A 200-800gpm Contractor 0.5 NDK 9/9/2010 DAF 2 Rake Bottom DAFT-83xx-B Contractor DAF 2 Skimmer Rake CEH 9/14/2010 Contractor DAF 2 Compressor 20 NDK 9/9/2010 BLR-83~oc-B CEH 9/14/2010 Contractor DAF 2 Saturation Tank P-83xx-B r` 2 9/9/2010 Contractor DAF Residuals Pump 2 100gpm rotary lobe NDK Contractor 20 12/2/2009 Return Pump 2 200-800gpm NDK P-85xx-B._ Air Compressor 1/Refrig Dryer 17.6cfm @ 150psig Atlas Copco GAS 7.5 NDK 8/31 /2010 Pall AC-6001-A Pall Air Compressor 2/Refrig Dryer 17.6cfm @ 150psig Atlas Copco GA6 7.5 NDK 8/31 /2010 AC-6001-B 8/31 /2010 Pall Air Compressor 3/Refrig Dryer AC-6001-C 17.6cfm @ 150psig Atlas Copco GA7 7.5 NDK 9!9/2010 Pall Air Compressor Dew Point NDK AE/AIT-6009 9/9/2010 Pall Reciever Tank NA NDK RCVR-6010 620ga1, 200psig Pall 372cfm @ 14psig Roots EasyAir X2 50 NDK 8/31 /2010 Blower 1 BLR-6039-A 50 NDK 8/31 /2010 Pall Blower 2 BLR-6039-B 372cfm @ 14psig Roots EasyAir X3 2 NDK 8/31 /2010 Pall After Cooler 1 AFC-6038-A 372cfm @ 25psig After Cooler 2 2 NDK 8/31/2010 Pall AFC-6038-B 372cfm @ 25psig shelf spare NDK 9/9/2010 Pall Blower Flow Meter FE-6035 Page 10 of 13 c:\pvdworking\sea\d0249120\Bozeman Equipment List; Overall List ~~ ~~- MORRISON ~~~ MAIERI,E, ~c UPDATED Bo~an H alite/Sourdou h Water Treatment ~nt Re lacement Pro'ect Y 9 p J Equipment List 00...88114 See far right column for revisions to update Last Edited By Date Supplier Equipment Number Design Condition Equipment Type Accessories HP Equipment NDK 12/2/2009 Contractor Service Water Pump 1 P-62~oc-A NDK 12/2/2009 9/9/2010 Contractor Contractor Service Water Pump 2 Service Water Flow Meter P-62xx-B FE-62xx NDK 9//2/10 Contractor Aluminum Rolling Overhead Doors GD-~oooc CEH 0.5 9//2/10 Contractor Aluminum Rolling Overhead Doors G D-~oooc CEH 0.5 9//2/10 Contractor Aluminum Rolling Overhead Doors GD-xxxx CEH 0.5 CEH 9//2/10 Contractor Aluminum Rolling Overhead Doors GD-xxxx 0.5 CEH 9//2/10 Contractor Aluminum Rolling Overhead Doors GD-xxxx 0.5 9//2/10 Contractor Aluminum Rolling Overhead Doors GD-~oocx CEH 0.5 9//2/10 Contractor Aluminum Rolling Overhead Doors G D-~ocxx CEH 0.5 CEH 9//2/10 Contractor Aluminum Rolling Overhead Doors GD-~oocx 0.5 9//2/10 Contractor Aluminum Rolling Overhead Doors GD-xxxx CEH 0.5 9//2/10 Contractor Aluminum Rolling Overhead Doors GD-x~ocx CEH 0.5 NDK 9/9/2010 Contractor Bridge Crane H BC-32xx c:\pwworking\sea\d0249120\Bozeman Equipment List; Overall List Page 11 of 13 Last Edited By Date Supplier Equipment Number Design Condition Equipment Type Accessories HP Equipment Bo~an H alite/Sourdou h Water Treatment ~nt Re lacement Pro'ect Y 9 p J Equipment List UPDATED 00...88114 ~~ ,~ MORRISON ~~~MAIERI,E,Wc See far right column for revisions to update c:\pwworking\sea\d0249120\Bozeman Equipment List; Overall List Page 12 of 13 Equipment List 00...88114 UPDATED ~~ ~~ MORRISON ~~~ MAIERLE, We c:\pwworking\sea\d0249120\Bozeman Equipment List; Overall List Page 13 of 13 Boz~an H lit / ya a Sourdou h Water Treatment ~nt Re lacement Pro ect 9 P J See far right column for revisions to update Last Edited By Date Supplier Equipment Number Design Condition Equipment Type Accessories HP Equipment ?Sc~ L' l., ~y-a I .~ .J ~ _.; , t r r \\ \\ ~, • 0 a► Bozeman Hyalite/Sourdough WTP Replacement Project Pale B-1 ~. C~F ~~ ,s MORRISON ra.~~ M~IERLE,~c City of Bozeman Hyalite/Sourdough Water Treatment Plant Replacement Project Appendix B. Detailed Cost Estimates Other Total . Material Labor Equipment Subcontract Amount Amount Amount Amount Descrlptlon l]uantity Amount Amount 168,475 1,981 1,090 4,042 5,000 227,952 505,256 173,004 15,645 925,392 5,341,019 42,000 1,228,094 4,027,422 377,123 3,357,607 2,551,829 1,590,942 270,675 800,488 42,000 1,906 19,055 3,811 179,875 2,455,956 1,590,942 1.00 LS 1.00 LS 1.00 LS 1.00 LS 1.00 LS 1.00 LS 43,965.00 SF 1.00 LS 1.00 LS 297,271 755,915 928,988 3,062,644 44,184 325,086 927,715 2,081,541 14,687 79,205 155,376 271,390 1,522,035 2,508,240 1 GENERAL SITEWORK 2 SITE PIPING 3 LANDSCAPING 4 WASTE HANDLING 5 PROCESS EQUIPMENT 6 CHEMICAL EQUIPMENT 7 OPERATIONS BUILDING 8 ELECTRICAL 9 CONTROLS • • City Of Bozeman WTP Replacement Hyalite/Sourdough Plant 22 MGD Bozeman, MT 30% Design OPCC Estimate Summary Report Page 1 9/15/2010 11:14 AM HDR-DBI, Inc. Estimate Report ESTIMATORS: SRB/GHH ESTIMATE VERSION: 1.3 AACE Classification Accuracy Range Upper Range +30%% Lower Range -15%% Marxy Solutions® Labor Rate Table - 3rd Qtr 2010 Equipment Rate Table - 3rd Qtr 2010 City Index - 597-MT-BUTTE • QNE GQNIPANY Page 2A 9/15/2010 11:14 AM HDR-DBI, Inc. Estimate Report ESTIMATORS: SRBlGHH ESTIMATE VERSION: 1.3 City Of Bozeman WTP Replacement HyalitelSourdough Plant 22 MGD Bozeman, MT 30% Design OPCC Estimate Summary Report Totals Rate _ _ Description Hours 65,666.343 hrs Amount Labor 3,890,256 Material 9,084,020 Subcontract 5,364,707 Equipment 1,092,312 Other 10,131 • AACE Classification Accuracy Range Upper Range +30%% Lower Range -15%% • • ~~ Mztrzy Solutionsa Labor Rate Table - 3rd Qtr 2010 Equipment Rate Table - 3rd Qtr 2010 .City Index - 597-MT-BUTTE QNE COMPANY Estimate Totals Direct Cost - Subtotal 19,441,426 Contractor's Fld Ovhd & Mob 1,360,900 Field Const Cost - Subtotal 20,802,326 Contractor's Fee 2,080,233 Contractor's Bonds & Insurance 343,238 Undefined SOW (Contingency) 4,645,160 Subtotal 27,870,957 Escal Mid-Pnt Const (02-26-12) 733,006 Subtotal 733,006 28,603,963 Sales Tax 286,040 Total OPCC Contractor Bid 28,890,003 Owner Furnished PALL Equip 5,558,300 Total OPCC Project Const Cost 34,448,303 Engineering and Administration 6,425,800 TOTAL PROJECT COST 40,874,103 7.000 10.000 1.500 20.000 2.630 1.000 ~~ Maazy Solutions® Labor Rate Table - 3rd Qtr 2010 Equipment Rate Table - 3rd Qtr 2010 City Index - 597-MT-BUTTE • • Page 1 9/15/2010 11:18 AM HDR-DBI, Inc. Estimate Report ESTIMATORS: SRB/GHH ESTIMATE VERSION: 1.3 QNE COMPANY City Of Bozeman WTP Replacement Hyalite/Sourdough Plant 22 MGD Bozeman, MT 30% Design OPCC WorkArea Report Material., '.$ubcontract' ~. '~'~- 7 Equipment ITo'ta I n ... Description Quantity Amount Amount Amount Amount Amount Amount 1 GENERAL SITEWORK DNISION 01 GENERAL REQUIREMENTS 01060.000 Special Conditions 1.00 Is 87,600 87,600 DNISION 01 GENERAL REQUIREMENTS 67,600 87,600 DNISION 02 SITE CONSTRUCTION 02072.000 Demolition, Cutting and Patching 1.00 Is 58,630 20,000 57,348 135,978 02072.010 Demolition Existing Drying Beds 1.00 Is 13,086 19,608 13,394 46,088 02110.000 Site Clearing 3.00 ac 6,845 4,243 11,088 02200.000 Earthwork 25,000.00 cy 6,802 24,647 33,448 02200.600 Earthwork, Structural Backfill, 25,000.00 cy 41,877 107,278 149,154 Native Material includes wmpaction 02513.000 Asphaltic Concrete Vehicular 46,000.00 sf 24,123 234,707 20,365 279,195 Paving 02515.000 Precast Concrete Manhole 3.00 ea 49,500 49,500 Structure 03002.300 Concrete_Walls Exterior 1.00 cy 44,000 44,000 03002.800 Concrete_Equipment Pads 45.00 cy 17,325 17,325 03002.890 Concrete_Sidewalks 3,000.00 sf 24,750 24,750 DNISION 02 SITE CONSTRUCTION 153,363 254,316 155,575 227,273 790,527 3,084.42 Labor hours 2,436.504 Equipment hours DNISION O6 METALS 05505.000 Metal Fabrications 1.00 Is 2,013 17,074 27,500 678 47,265 DNISION 05 METALS 2,013 17,074 27,500 678 47,265 46.00 Labor hours 16.00 Equipment hours 1 GENERAL SITEWORK 155,376 271,390 270,675 227,952 0 925,392 1.00 LS 3,132.42 Labor hours 2,452.504 Equipment hours 2 S/TE P/P/NG DNISION 02 SITE CONSTRUCTION AACE Classification Accuracy Range Upper Range +30%% Lower Range -15%% 34.00 cy 02500.000 Utility Services 02515.000 Precast Concrete Manhole Structure DNISION 02 SITE CONSTRUCTION 255.904 Labor hours 78.623 Equipment hours ONISION 03 CONCRETE 03002.100 Concrete_Foundations DNISION 03 CONCRETE 121.075 Labor hours 18.51 Equipment hours ~~ QNE COMPANY ~d YZ~r ~ SO ltd tZ O Y1 S° Labor Rate Table - 3rd Qtr 2010 Equipment Rate Table - 3rd Qtr 2010 City Ind..ex - 597-MT-BUTT Description Quantity DNISION 04 MASONRY 04220.009 Concrete Masonry_8" Regular 1,440.00 sf DNISION 04 MASONRY 338.932 Labor hours 17.62 Equipment hours ONISION 07 THERMAL& MOISTURE PROTECTION 07412.000 Metal Roofing ~ 900.00 sf DNISION 07 THERMALS MOISTURE PROTECTION 159.56 Labor hours ' 5.14 Equipment hours DNISION 11 EQUIPMENT 11076:000 Pumping Equipment: Submersible Non-Clog DNISION 11 EQUIPMENT 10.323 Labor hours City Of Bozeman WTP Replacement Hyalite/Sourdough Plant 22 MGD Bozeman, MT 30% Design OPCC WorkArea Report 824,436 774 16,844 6,051 10,119 6,061 10,119 15,553 13,563 15,553 13,563 7,176 15,590 7,176 15,590 774 16,944 323 29,438 323 29,438 323 23,090 323 23,090 429 1,130 15,464 7,924 26,350 9,055 41,813 787,023 37,414 770, 000 3,139 770,000 3,568 ... Amount t1llt:lS31C~ Amount Subcontract Amount •_ _. ~~~~ Amount Amount _ Amount 482 979 1,461 769,028 192,435 4,429 5,500 230,189 733,400 8,426 15,042 220,084 184,757 14,404 4,314 2,210 794 212,873 734.426 7,668 148,776 2,645 89,673 2.00 ea - 482 979 1,461 AACE Classification Accuracy Range 1.00 'Is 9.00 ea 150,911 17,394 3,498 514 147, 742 5,000 DNISION 15 02221.000 15060.000 15062.000 • 15063.000 15064.000 15069.008 15069.012 15069.200 15101.000 15102.000 • MECHANICAL Trenching, Backfilling and Compacting for Utilities Pipe and Pipe Fittings: Basic Requirements Pipe: Ductile Pipe: Copper Pipe: Plastic Pipe: RCP (8-SD) Pipe: RCP (12-SD) Pipe: RCP (Contact) w/ 2 ea 10' x 10' 8 1 ea 20' x 10' CIP Boxes Gate Valves Plug Valves 1.00 Is 1.00 Is 3,645.00 If 1,080:00 If 8,600.00 If 200.00 If 27.00 If 1,100.00 If 32.00 ea 11.00 ea Page 2 9/15/2010 11:18 AM HDR-DBI, Inc. Estimate Report ESTIMATORS: SRB/GHH ESTIMATE VERSION: 1.3 1,126,122 9,929 1,114,501 23,467 427,235 22,216 3,519 1,095,040 163,644 94,531 164,659 7,199 2,213 Upper Range +30%% Lower Range -15%% • • 800,488 5,000 5,341,019 505, 256 1, 522, 035 2, 508, 240 1.00 Is D NISION 02 ~ SITE CONSTRUCTION 02930.000 Seeding, Sodding, and Landscaping DNISION 02 SITE CONSTRUCTION 42, 000 r Upper Range +30%% DNISION,02 02200.010 02200.500 02200.600 02775.100 02775.500 4,914 2,466 33,129 198,930 0 0 41,517 17,872 1,127 AACE Classification Accuracy Range SITE CONSTRUCTION Earthwork_Lagoon 2,000.00 cy Earthwork, Structural Excavation 8,148.00 cy Earthwork. Structural Backfill, 787.00 cy Native Material includes wmpaction PVC Membrane Liner at Lagoon ~ 1,000.00 sy Asphalt Over PVC Membrane 4,333.33 sy Liner Total 6,136 11,762 317,061 Labor Material 1Subcontract' Equipment Amount Amount Amount 15,488 15,488 Amount 500,268 Amount 5,000 Amount 334,959 15,488 4,430,650 1,483,718 2,426,176 _Other 15,000 15,000 15,000 15,000 2 SITE PIPING 1.00 LS 31,582.02 Labor hours 7,187.472 Equipment hours 3 LANDSCAPING QNE CQVIPANY ~dYl~ StllZLt1OY1S° • City Of Bozeman WTP Replacement HyalitelSourdough Plant 22 MGD Bozeman, MT 30% Design OPCC WorkArea Report Labor Rate Table - 3rd Qtr 2010 Equipment Rate Table - 3rd Qtr 2010 City Index - 597-MT-BUTTE • • Page 3 9/15/2010 11:18 AM HDR-DBI, Inc. Estimate Report ESTIMATORS: SRBlGHH ESTIMATE VERSION: 1.3 Quantity 13.00 ea 1.00 Is 1.00 Is Description 15103.000: Butterfly Valves 15605.000 - HVAC: Equipment DIVISION 15 MECHANICAL 30,696.23 Labor hours 7,067.59 - Equipment hours DNISION 16 ELECTRICAL 16010.000 Electrical: Basic Requirements DNISION 16 ELECTRICAL 42,000 42,000 42,000 42,000 4 WASTE HANDLING 3 LANDSCAPING 1.00 LS 0 42,000 155,358 54,189" _ 3,636 7,380 242,269 0 113,841 36,317 2,509 10,209 Lower Range -15%% 5,047 164.00 cy 220.00 cy 7,146 284,474 DNISION 03 CONCRETE 03002.100 Concrete_Foundations 03002.300 Concrete_Walls EMerior DNISION 03 CONCRETE 3,834.08 Labor hours 172.92 Equipment hours 93,475 ~ 2,098 190.999 39,207 49,221 126,564 62,337 165,770 111,558 ~~ Many Solutions® Labor Rate Table - 3rd Qtr 2010 Equipment Rate Table - 3rd Qtr 2010 City Index - 597-MT-BUTTE QNE CUVIPANY City Of Bozeman WTP Replacement Hyalite/Sourdough Plant 22 MGD Bozeman, MT 30% Design OPCC WorkArea Report Page 4 9/15/2010 11:18 AM HDR-DBI, Inc. Estimate Report ESTIMATORS: SRB/GHH ESTIMATE VERSION: 1.3 r Other Labor Material Subcontract Equipment Total ' Description Quantity Amount Amount Amount Amount Amount Amount DNISION 02 SITE CONSTRUCTION 98,559 201,398 162,877 462,832 2,094.784 Labor hours 1,362.444 Equipment hours DNISION 11 EQUIPMENT 11071.000 Pumping Equipment: Horizontal Split~ase Centrifugal Pumps 11120.000 Sludge Collection and Thickening: Circular General Req 11336.000 Solids Collection Equipment (OAF) 1.00 Is 17,792 200,000 217,792 1.0o Is 2.00 ea 4,290 86,960 10,859 156,000 2,982 94,232 1,906 168,765 DNISION 11 EQUIPMENT 32,941 442,960 1,906 2,982 480,788 101.000 Labor hours 21.00 Equipment hours 4 WASTE HANDLING 297,271 755,915 1,908 173,004 0 1,228,094 1.00 LS 6,029.861 Labor hours 1,556.363 Equipment hours 5 PROCESS EQUIPMENT DNISION 11 EQUIPMENT 11005.000 Equipment: Basic Requirements 11066.000 Pumps: Water Seal System 11071.000 Pumping Equipment: Horizontal Split-Case Centrifugal Pumps 11077.000 Pumping Equipment: Inline Centrifugal Pumps 11077.010 Pumping Equipment: Inline Centrifugal Pumps (Service Water PS) 11091.000 Grit Removal Equipment: VortexGrit Collecting Equipment 11126.000 Inclined Plate Clarifier 1.00 Is 1.00 Is 1.00 Is 1.00 Is 285 5,750 36,000 17,792 70,000 563 1,000 1,352 19,520 266,276 244,476 841,050 19,055 ~y `... , 19,340 •41,750 87,792 1,563 1.00 Is 2.00 ea 1.00 Is 515 1,867 198 205 286,199 1,085,526 AACE Classification Accuracy Range Upper Range +30%% Lower Range -15%% • • • Labor_ _ Equipment _Other_ Total Material Subcontract Descrlptlon Quantity Amount Amount Amount Amount Amount Amount 351,461 480,000 36,376 111,435 8,661 9.00 ea 1.00 Is 1.00 ea 3.00 ea 3.00 ea 48,627 300,150 480.000 3,606 32,400 6,435 105,000 399 8,262 2,684 370 0 828,805 1,660,138 19,055 2,882 1,090 2,511,969 DNISION 15 15061.000 15061.050 15064.000 MECHANICAL Pipe: Steel Pipe: Steel (Fabricated) Pipe: Plastic 19,055 15,645 1,090 4,027,422 5 PROCESS EQUIPMENT 928,988 3,082,644 1.00 LS 4,206.274 Labor hours 180.83 Equipment hours 6 CHEMICAL EQUIPMENT SPECIAL CONSTRUCTION Storage Tanks Storage Tanks (Chlorine System) DNISION 13 13200.000 13200.010 7,884 76,901 1.00 ea 4.00 ea 2,384 5,500 4,233 72,669 • • City Of Bozeman WTP Replacement Hyalite/Sourdough Plant 22 MGD Bozeman, MT 30% Design OPCC WorkArea Report 11127.000 High Rate Clarification System 11301.000 Membrane Filtration System 11373.000 Mixers 11385.000 Solids Mixers 11980.000 Compressed Air System DNISION 11 EQUIPMENT 1,979.37 Labor hours 67.83 Equipment hours DNISION 13 SPECIAL CONSTRUCTION 13200.000 Storage Tanks 13200.060 Storage Tanks (Service Water System) DNISION 13 SPECIAL CONSTRUCTION 26.00 Labor hours 10.00 Equipment hours 15101.000 Gate Valves DIVISION 15 MECHANICAL 2,200.91 Labor hours 103.00 Equipment hours 2,000.00 If 1.00 Is 200.00 If 50.00 ea 23,344 28,274 59,430 655,232 2,984 958 12,970 669,369 98,727 1,353,833 51,618 714,661 3,942 695,103 12,763 1,465,324 AACE Classification Accuracy Range Upper Range +30%% Lower Range -15%% 1.00 Is 1.00 Is 29,072 156,000 29,072 156,000 3,811 DNISION 11 EQUIPMENT 11005.000 Equipment: Basic Requirements 11926.000 Chemical Feed: Liquid Systems DNISION 11 EQUIPMENT 504.00 Labor hours 3,811 3,811 4,042 189,114 4,042 192,925 ~~ Minty SolMtions~ Labor Rate Table - 3rd Qtr 2010 Equipment Rate Table - 3rd Qtr 2010 City Index - 597-MT-BUTTE • C)NE CQNIPANY Page 5 9/15/2010 11:18 AM HDR-DBI, Inc. Estimate Report ESTIMATORS: SRB/GHH ESTIMATE VERSION: 1.3 1.00 ea 852 47,573 48,425 1.00 ea 604 1,100 1,704 1,456 48,673 50,129 12, 763 Page 6 9/15/2010 11:18 AM HDR-DBt, Inc. Estimate Report ESTIMATORS: SRB/GHH ESTIMATE VERSION: 1.3 City Of Bozeman WTP Replacement HyalitelSourdough Plant 22 MGD Bozeman, MT 30% Design OPCC WorkArea Report 0 4, 042 377,123 44,184 325,086 3,811 6 CHEMICAL EQUIPMENT 1.00 LS 677.14 Labor hours 7 OPERATIONS BUILDING 3, 391 3,853 . 5,300.00 cy 2,300.00 cy DNISION 02 02200.500 02200.600 SITE CONSTRUCTION Earthwork, Structural Excavation Earthwork, Structural Backfill, Native Material includes compaction 5.325 8,715 9,870 13,722 ~~ Muny Solutions® Labor Rate Table - 3rd Qtr 2010 Equipment Rate Table - 3rd Qtr 2010 City Index - 597-MT-BUTTE QNE CQAIIPANY _ Labor Material ,Subcontract ,Equipment 1 Other Tota 1 Amount 32,218 10,084 18,248 38,862 184,198 Description 13200.020 Storage Tanks (Aluminum Chlorohydrate System) 13200.030 Storage Tanks (Sodium Bisulfate System) 13200.040 Storage Tanks (Fluoride System) 13200.050 Storage Tanks (Sodium _ Hydroxide System) DNISION 13 SPECU\L CONSTRUCTION 173.14 Labor hours puantlty 2.00 ea 1.00 ea 2.00 ea 3.00 ea Amount Amount 1,757 30,460 2,384 7,700 1,452 16,796 2,901 35,961 15,111 169,086 Amount Amount Amount DNISION 02 SITE CONSTRUCTION 135.54 Labor hours 127.18 Equipment hours DNISION 03 CONCRETE 03002.100 Concrete_Foundations 03002.300 Concrete_Walls Exterior 03002.305 Concrete_Walls Exterior_Radius 03002.500 Concrete_Columns 03002.700 Concrete_Slab on Grade DNISION 03 CONCRETE 12,648.09 Labor hours 1,117.581 Equipment hours DNISION 04 MASONRY 04220.008 Concrete Masonry_8" Split Face 04220.009 Concrete Masonry_8" Regular DNISION 04 MASONRY 1,834.14 Labor hours 101.594 Equipment hours 7,243 15,194 22,438 1,206.00 cy 756.00 cy 68.00 cy 2,207 3,121 309,846 223,581 31,981 19,578 4,898 6,090 215,825 320,249 139 7,516 648 141 30,957 5,466 540,943 52,207 11,129 567,031 564,756 572,619 39,401 1,176,776 2,056.00 sf 6,146.00 sf 24,506 22,521 60,043 51.307 1,363 496 112,713 47,523 84,549 73,828 1,860 160,236 DNISION 05 METALS AACE Classification Accuracy Range Upper Range +30%% Lower Range -15%% • • • • • Page 7 9/15/2010 11:18 AM HDR-DBI, Inc. Estimate Report ESTIMATORS: SRB/GHH ESTIMATE VERSION: 1.3 4NE CQMPANY Maazy Solutions® Labor Rate Table - 3rd Qtr 2010 Equipment Rate Table - 3rd Qtr 2010 City Index - 597-MT-BUTTE City Of Bozeman WTP Replacement Hyalite/Sourdough Plant 22 MGD Bozeman, MT 30% Design OPCC WorkArea Report Description Quantity 05120.000 Structural Steel 05505.000 Metal Fabrications 05522.000 Aluminum Railings DNISION 05 METALS 354.94 Labor hours 83.93 Equipment hours DNISION 08 DOORS & WINDOWS 08110.030 Metal Doors 8 Frames (3070) 08110.060 Metal Doors 8 Frames (6070) 08332.000 Steel Rolling Overhead Doors 08525.000 Aluminum Windows DNISION 08 DOORS & WINDOWS 371.672 Labor hours ONISION 09 FINISHES 09250.000 Gypsum Board DNISION 09 FINISHES 623.404 Labor hours DNISION 10 SPECIALTIES 10162.000 Metal Toilets Partitions 10800.000 Toilet Bath & Laundry Accessories DNISION 10 SPECIALTIES 37.60 Labor hours ONISION 11 EQUIPMENT 11601.000 Laboratory Equipment 11999.000 Appliances DNISION 11 EQUIPMENT 20.00 Labor hours ONISION 12 FURNISHINGS 12346.100 Kitchen Casework (Wood) DNISION 12 FURNISHINGS 93.280 Labor hours DNISION 13 SPECIAL CONSTRUCTION 13121.000 Metal Building Systems DNISION 13 SPECIAL CONSTRUCTION 3,372.56 Labor hours 481.86 Equipment hours DNISION 14 CONVEYING SYSTEMS Other Labor Total Material Equipment Amount Amount Amount Amount Amount Amount 2,326 1,150 153 42,721 438,925 11,561 6,186 14,231 1,892 34,209 423,545 9,516 3,628 493,207 22,308 467,271 Subcontract 7,715 3,293 2,969 1,480 48,203 21,173 10,873 9,767 26,000 31,007 1,029 4,976 - 187,899 738,964 106,898 1,033,761 15,457 90,016 23,871 11,475 23,871 11,476 1,667 8,605 114 235 1,781 9,040 10,820 25,000 25,000 1,029 4,978 6,007 5,212 22,337 27,549 5,212 22,337 27,549 ., ~~, . 738,964 106,898 1,033,761 187,899 55,919 24,466 13,842 11,247 105,473 35,346 35,346 10,472 348 1.00 Is 1.00 Is 55.00 If 39.00 ea 9.00 ea 4.00 ea 11.00 ea 1.00 Is 1.00 Is 1.0o Is 1.00 Is 1.00 Is 43,965.00 sf AACE Classification Accuracy Range Upper Range +30%% Lower Range -15%% *Subcontract Material Labor Other_ Total Amount Amount Amount Amount Amount 85,859 1.00 ea 8,601 75,765 8,601 75,765 ,Equipment Amount 1,494 1,494 85,859 Description Quantity 14305.000 Bridge Cranes DNISION 14 CONVEYING SYSTEMS 154.401 Labor hours 22.201 Equipment hours 9 CONTROLS 0 0 1,590,942 0 0 1,590,942 i ~~ Many Solutions® Labor Rate Table - 3rd Qtr 2010 Equipment Rate Table - 3rd Qtr 2010 City Index - 597-MT-BUTTE QNE CUVII'ANY City Of Bozeman WTP Replacement Hyalite/Sourdough Plant 22 MGD Bozeman, MT 30% Design OPCC WorkArea Report Page 8 9/15/2010 11:18 AM HDR-DBI, Inc. Estimate Report ESTIMATORS: SRB/GHH ESTIMATE VERSION: 1.3 DNISION 15 15440.000 15605.000 MECHANICAL Plumbing Fixtures 8 Equipment HVAC: Equipment 16.00 ea 5,010 15,249 20,259 1.00 Is 154, 875 154,875 DIVISION 16 MECHANICAL __ 6,010 16,249 164,876 176,134 107.311 Labor hours ~ - - ~ ~ - ~ - ~ - + - 7OPERATIONSBUILD/NG 927,715 2,081,541 179,875 188,475 0 3,357,607 43,965.00 SF 19,752.92 Labor hours 1,934.34 Equipment hours 8 ELECTRICAL DNISION 16 ELECTRICAL 16010.000 Electrical: Basic Requirements DNISION 16 ELECTRICAL 1.00 Is 14,687 79,205 2,455,956 1,987 2,551,829 14,687 79,205 2,455,956 1,981 2,551,829 285.714 .Labor hours 57.143 Equipment hours 8 ELECTRICAL 14,887 79,205 2,455,956 1,981 0 2,551,829 1.00 LS 285.714 Labor hours 57.143 Equipment hours 9 CONTROLS DNISION 13 SPECIAL CONSTRUCTION 13440.000 Instrumentation for Process Control: Basic Requirements DNISION 13 SPECIAL CONSTRUCTION 1.00 Is 1,590,942 1,590,942 1,590,942 1,590,942 1.00 LS AACE Classification Accuracy Range Upper Range +30%% Lower Range -15%% • • • • • • Page 9A 9/15/2010 11:18 AM HDR-DBI, Inc. Estimate Report ESTIMATORS: SRB/GHH ESTIMATE VERSION: 1.3 QNE CQVIPANY ~LIYL~ SOl7lt20Y'lSe Labor Rate Table - 3rd Qtr 2010 Equipment Rate Table - 3rd Qtr 2010 City Index - 597-MT-BUTTE City Of Bozeman WTP Replacement Hyalite/Sourdough Flant 22 MGD Bozeman, MT 30% Design OPCC WorkArea Report 7.000 10.000 1.500 20.000 2.630 Estimate Totals Description Amount Totals Hours Labor 3,890,256 65,666.343 hrs Material 9,084,020 Subcontract 5,364,707 Equipment 1,092,312 Other 10,131 Rate Direct Cost - Subtotal 19,441,426 Contractor's Fld Ovhd & Mob 1,360,900 Field Const Cost - Subtotal 20,802,326 Contractor's Fee 2,080,233 Contractor's Bonds & Insurance 343,238 Undefined SOW (Contingency) 4,645,160 Subtotal 27,870,957 Escal Mid-Pnt Const (02-26-12) 733,006 Subtotal 733,006 28,603,963 Sales Tax 286,040 ~ 1.000 Total OPCC Contractor Bid 28,890,003 Owner Furnished PALL Equip 5,558,300 Total OPCC Project Const Cost 34,448,303 Engineering and Administration 6,425,800 TOTAL PROJECT COST 40,874,103 AACE Classification Accuracy Range Upper Range +30%% Lower Range -15%% Amount Takeoff Oty Name Amount 0 0 87,600 DIVISION 0t GENERAL REOUIREMENTS 0 0 87,600 594 56,754 3.762 of 2,633 0.32 /cf 113,345 zo,ooo.oo n5 zo,ooo 135,977.80/Is 135,978 700.00 If 2,040 56,591 360,000.00 et 1.0o Is • Upper Range +30°/ % Lower Range -15 • • Equipment Other Amount Unit Cost I~Labor Amount Amount Subcontract Total Amount Material Item Description 1 GENERAL SITEWORK DNISION 02 SITE CONSTRUCTION 02072.000 Demolition, Cutting end Patching n 0675 Selective demolition, chain link fences 8 gates, fence, n 0080 Existing Building Demolition and Salvage - Miscellaneous Demolition 02072.000 Demoliion, Cutting and Patching 1.00 Is 1,186.80 Labor hours 566.40 Equipment hours 02072.010 Demolition Existing Drying Beds - Demolition of existing drying beds n 0100 Selective dertrolition, dump charges, ypical urban city, building construction materials, inGudes tipping fees only n 0060 Selective concrete demolition, average reinforcing, break into small pieces, exGudes shoring, bracing, saw torch cutting, loading, hauling, dumping 02072.010 Demolition Existing Drying Beds 1.00 Is 330.00 Labor hours 290.00 Equipment hours 02110.000 Site Cleadng n 0020 Clearing 8 grubbing, cut 8 chip light trees, to 6" diameter 11,842 16,043 19,608 16,043.45 /Is 100.17 /ton 1,552 104.37 Icy 10,437 4,243 3,695.943/acre 11,088 195.75 ton - 19,608 100.00 ry 8,885 3.00 acre 6,845 1.00 Is 4,201 13, 086 19, 608 AACE Classification Accuracy Range 13,394 46,088.29/Is 46,088 ~~ Many Sohstivnse C)NE CONfPANY Labor Rate Table - 3rd qtr 2010 Equipment Rate Table - 3rd Qtr 2010 City Index - 597-MT-BUTTE DNISION 01 GENERAL REQUIREMENTS 01060.000 Special Conditions n 0925 Stormwater Pollution Prevention Plan n 0925 Temporary Water Pollution Control n 0925 Permanent Water Pollution Control n 0925 Entrance Sign n 0925 Accessible Mark Sign n 0925 Site Securiy System 01060.000 Special Conditions 1.00 Is 15,000 20,000 15,000 2,000 600 35,000 87, 600 1.00 Is 1.0o Is 1.00 Is too Is 1.00 Is 1.00 Is 58,630 20,000 57,348 zo.ooo City Of Bozeman WTP Replacement Hyalite/Sourdough Plant 22 MGD Bozeman, MT 30% Design OPCC Estimate Detail Sheet 15,000.00 ns zo,ooo.oo ns 15,000.00 lls z,ooo.oo ns 600.00 ns 35,000.00 ns 15,000 zo,ooo -15,000 2,000 fi00 35,000 87, 600.00 As 87, 600 Page 1 9/15/2010 11:21 AM HDR-0BI, Inc. Estimate Report ESTIMATORS: SRBIGHH ESTIMATE VERSION: 1.3 ' Labor Takeoff Qry Amount Name Amount __Other Total Amount 11,088 Amount Unit Cost 3, 695.943/ac 1.34 /bry 33,448 1.34 /cy 33,448 2.8611ecy 71,285 3.12 /ecy 77,869 5.97 /cy 149,154 49,500 3.00 ea 49, 500 Material Amount 6,845 25,000.00 bcy 8,802 8, 802 02200.600 EaRhwork, Structural Backfill, Native Material includes compaction n 1600 Backfill, bulk, 6" to 12" IiNs, dozer backfilling 25,000.00 ecy n 1700 Backfill, bulk, 6" to 12" lifts, dozer backfilling, 25,000.00 ecy compaction with sheepsfoot roller 02200.600 Earthwork, Structural Backfill, Native Material includes compaction 25,000.00 cy 775.00 Labor hours 1,033.25 Equipment hours 02513.000 Asphaltic Concrete Vehicular Paving n 5050 Demolish, remove pavement 8 curb, remove 2,900.00 sy 13,691 bituminous pavement, 4" to 6" thick, ezGudes hauling and disposal fees n 0300 Base course drainage layers, aggregate base 5,111.111 sy 5,060 154,356 course for roadways and large paved areas, stone base, compacted, 3/4" stone base, to 12" deep 0200 Plant-mix asphalt paving, for highways and 5,111.111 sy 5,172 80,352 large paved areas, binder wurse, 4" thick, no hauling inGuded 02513.000 Asphaltic Concrete _ 24,123 234, 707 Amount Subcontract ' Equipment Vehicular Paving 46,000.00 s/ 481.87 Labor hours 347.604 Equipment hours 02515.000 Precast Concrete Manhole Structure - Access Vaults 02515.000 Precast Concrete Manhole Structure 3.00 ea 03002.300 Concrete lNalls Exterior - Retaining Walls 1.00 Is 44,000 16,500.00 /ea 49,500 16,500.00/ea 49,500 aa,ooo.oo ns a4,ooo Many Solutions® labor Rate Table - 3rd qtr 2010 Equipment Rate Table - 3rd Qtr 2010 City Index - 597-MT-BUTTE Item Description 02110.000 Site Clearing 3.00 ac 144.000 Labor hours 96.00 Equipment hours 02200.000 EarthwoAr 0305 Excavating, bulk bank measure, 3.5 C.Y. capaciy = 160 C.Y./hour, backhoe, hydraulic, crawler mounted, excluding truck loading 02200.000 Earthuxork 25, 000.00 cy 166.750 Labor hours 83.28 Equipment hours • QNE CQVIPANY • City Of Bozeman WTP Replacement Hyalite/Sourdough Plant 22 MGD Bozeman, MT 30°/a Design OPCC Estimate Detail Sheet • Page 2 9H5/2010 11:21 AM HDR-081, Inc. Estimate Report ESTIMATORS: SRB/GHH ESTIMATE VERSION: 1.3 4, 243 24,647 . 24, 647 51,022 56,255 107, 278 8,166 9,016 3,163 20, 365 7.61 !sy 22,057 32.954 Isy 168,432 17.36 /sy 88,706 6.07 /s/ 279,195 20,263 21,614 41,877 Total Labor Other Material rEquipment Subcontract Amount Amount Ta keoN Qy Amount 44, 000 17,325 17, 325 24,750 24, 750 Amount 44, 000 Amount Unit Cost 44, 000.00 /cy 385.00 /ry 385.00 /cy 8.25 /sf 8.25 /sl DIVISION 02 SITE CONSTRUCTION 3,084.42 Labor hours 2,436.504 Equipment hours 227,273 0 780,527 678 27,500 19,765 27,500.00 lea 658.841 /ea 678 0 47,265 2,013 DIVISION OS METALS 48.00 Labor hours 17,074 27,500 227, 952 1 GENERAL SITEWORK 155,376 271,390 270,675 0 925,392.35 /LS 925,392 Page 3 9/15/2010 11:21 AM HDR-0BI, Inc. Estimate Report ESTIMATORS: SRB/GHH ESTIMATE VERSION: 1.3 45.00 ry 3,uou.uu st Name Amount DNISION 05 METALS 05505.000 Metal Fabrications - Access Gate n 1400 Metal parking bumpers, pipe bollards, coot filledlpainted, 8' L x 4' D hole, 8" diem. 05505.000 Metal Fabrications 17,074 1.00 ea 27,500 30.00 ea 2,013 2, 013 17,074 27,500 678 47,265.24/Is 47,265 1.00 Is 48.00 Labor hours 16.00 Equipment hours 16.00 Equipment hours 1.00 LS 3,132.42 Labor hours 2,452.504 Equipment hours 2 SITE PIPING DNISION 02 SITE CONSTRUCTION 02500.000 Utility Services n 0925 Project Allowance_Site Improvements- Raw Water Intake Mods , RACE Classification Accuracy Range 1.00 Is 770.000 • 770,000.00 /Is 770,000 17,325 17, 325 24,750 24,750 153,363 254,316 155,575 ~~ Marzyr Solutions® Labor Rate Table - 3rd Dtr 2010 Equipment Rate Table - 3rd Qtr 2010 City Index - 597-MT-BUTTE Q~VE CONE PANY Item Description 03002.300 Concrete_Walls Exterior 1.00 cy 03002.800 Concmte_Equipment Pads - Exterior Conctrete Pads 03002.800 Concrete Equipment Pads 45.00 cy 03002.890 Concrete_Sidewalks - Sidewalks 03002.890 Concn:te_Sidewalks 3,000.00 s/ Upper Range +30%°/ Lower Range -15%% • • City Of Bozeman WTP Replacement Hyalite/Sourdough Plant 22 MGD Bozeman, MT 30% Design OPCC Estimate Detail Sheet • • Page 4 9/15/2010 11:21 AM HDR-0BI, Ina. Estimate Report ESTIMATORS: SRB/GHH ESTIMATE VERSION: 1.3 ()NE GQNIPANY • City Of Bozeman WTP Replacement Hyalite/Sourdough Plant 22 MGD Bozeman, MT 30°/a Design OPCC Estimate Detail Sheet ~~ Mdrzy Solutions® Labor Rate Table - 3rd Qtr 2010 Equipment Rate Table - 3rd Qtr 2010 City Index - 597-MT-BUTTE 429 17,023 8,511.39 /ea 895 1,177 35,342 127.83 /ea 588.47 /ea 3,926.872 lea 87 3,052 429 787, 022.78 As 787, 023 3,139 4,157.064/ea 37,414 1,130 15,464 770,000 57 218 7,649 838 872 24,640 1,130 15,464 7,924 26,350 Total Labor Material Subcontract Equipment Amount Unit Cost Name Amount ~ Other Amount Amount Amount Amount Takeoff Dry 2.00 ea 7.00 ea 2.00 ea 9.00 ea 03002.100 Concrete_Foundafions n 3061 C.I.P. concrete forms, foundation, edge, wood, over 12", 4 use, includes erecting, bracing, stdpping and Leaning n 9011 C.I.P. concrete forms, bulkhead for foundation wl keyway, 12" end greater, exp metal, includes erecting, bracing, stripping and cleaning n 3005 Waterstop, rubber, center bulb, 1l4" thick x 6" wide FOUNDATIONS n 0605 Reinforcing steel, in place, FOUNDATIONS, #3 to #7, A615, grade 60, incl labor for accessories, excl material for accessories n 2005 Reinforcing steel, unload and sort, add to base_FOUNDATIONS n 2211 Reinforcing steel, crane cost For handling, averege, add FOUNDATIONS 500 65 196 29 1,135 6,573 32 156 169 34 4.17 /sfca 1.63 /sfw s.as1 nr 1,718.431 Ilan 40.68 Iton 44.22 /ton 435 167 277 859 3,167 3,406 124 135 120.00 sfw 120.00 sfw 120.00 If 3.83 ton 3.83 ton 3.83 ton Ilem Description 02500.000 Utility Services 0200 Utility Septic Tank and Efnuent Wet Wells, septic tanks precast concrete, 5,000 gallon, excludes excavation or piping 02500.000 Utility Services 1.00 Is 32.00 Labor hours 4.571 Equipment hours 02515.000 Precast Concrete Manhole Structure n 1563 Utility area drains catch basins manholes grates only,for pipe bells,gray iron,heavy dury,18"diameter pipe,exGudes footing,exwvation,and backfill n 2500 Utiliy area drains, catch basins manholes frames and covers, cast iron, watenight, 24" diameter, 350 Ib., excludes footing, excavation, and backfill 1210 Storm Drainage Manholes, Frames, and Covers, concrete, precast, 6' inside diameter, B' deep, excludes footing, excavation, backfill, freme and cover 02515.000 Precast Concrete Manhole Structure 9.00 ea 223.904 La bar hours 74.051 Equipment hours DIVISION 02 SITE CONSTRUCTION 9,055 41,813 770,000 3,566 0 - 824,436 255.904 Labor hours 78.623 Equipment hours DNISION 03 CONCRETE AACE Classification Accuracy Range Upper Range +30%% Lower Range -15%% ~~ Mra~zy Solutions® 4NE COMPANY Labor Rate Table - 3rd QV 2010 Equipment Rate Table - 3rd Qtr 2010 City Index - 597-MT-BUTTE Page 5 9/15/2010 11:21 AM HDR-0BI, Inc. Estimate Report ESTIMATORS: SRB/GHH ESTIMATE VERSION: 1.3 City Of Bozeman WTP Replacement Hyalite/Sourdough Plant 22 MGD Bozeman, MT 30°/a Design OPCC Estimate Detail Sheet ~~ Labor ' Material Subcontract 'Equipment Other Total Name Amount Unit Cost Amount 162 Amount Amount 4,819 2s 76 840 42 503 Takeoff Oty 34.00 ry 34.00 cY 900.00 sf 1zo.oo u 1zo.oo If 9.00 csf 33.00 ecy 38.00 Icy 774 Amount 17.77 /q 604 141.74 /cy 4,819 0.24 /sf 215 o.os nr 7 t_a7 nr 17s 14.31 /csf 129 45.693 /ecy 1,506 lssa nay Ise 498.354/cy 16,944 Item Description 03002.100 Concrete_Foundations n 4652 Structural concrete, placing, foundations, pumped, over 6" thick, includes vibrating, excludes material n 0300 Struct FOUNDATION concrete,ready mix normal wt,4000 psi,includes local aggregate,sand,ponland cement and water,delivered,excludes all additives n 0105 Concrete finishing, Floors, manual screed, bull Float FOUNDATIONS n 0205 Control joint, dean out control joint of debris_FOUNDATIONS n 0365 Can[rol joint, joint sealant, polyurethane, 1/4" x 1/4" (308 LFIGaI)_FOUNDATIONS n 0305 Concrete surface treatment curing, sprayed membrane cempound_FOUNDATIONS n 1005 Fill, gravel fill, compacted, under 0oor slabs, alternate pricing method, 4" deep FOUND n 1135 Hauling, excavated borrow material, loose cubic yards, 20 mile round tdp, 0.4 loadslhour, 16.5 c.y. dump trailer, highway haulers, excludes loading 03002.100 Concrete Foundations 6,051 10,119 Amount 442 215 7 150 53 626 254 2,435 504 90 297 13 5,450 310 412 191 2,051 995 2,435 504 - 90 119 166 2,931 2,209 221 1.055 14.00 csf 14.00 csi 15.00 ea 120.00 If 1,440.00 sf 396.53 Ib 1,784.38 Ib 173.96 Icsf 36.00 Icsf 6.00 /ea 2.473 of 3.784 /sf 1.04 /Ib 1.15 /Ib 34.00 cy 121.075 Labor hours 18.51 Equipment hours DIVISION 03 CONCRETE 6,051 10,119 0 774 0 16,944 121.075 Labor hours 18.51 Equipment hours DNISION 04 MASONRY 04220.009 Concrete Masonry_8' Regular n 0090 Scaffolding, steel tubular, regular, labor only to erect & dismantle, building exterior, wall face, 6'-4" x 5' frames, 1 to 5 stories, excl. planks n 0906 Scaffolding, steel tubular, regular, renVmonth only for complete system for face of walls, 6' -4" x 5' frames, excl. planks n 2950 Scaffolding, steel tubular, regular, accessory, plank, renUmo, 2" x 10" x 16' long n 0020 Grout, bond beams and lintels, 8" deep, 8" thick, 0.20 C.F. per L.F., pumped, excludes blockwork n 0250 Grout, concrete masonry unit (CMU) cores, B" thick, 0.258 C.F.IS.F., pumped, excludes blockwork n 0020 Masonry reinforcing bars, #5 and #6 reinforcing steel bars, placed horizontally, ASTM A615 n 0060 Masonry reinforcing bars, #5 and #6 reinforcing steel bars, placed verficalty, ASTM A615 AACE Classification Accuracy Range Upper Range +30 % % Lower Range -15%% • • • ENE COMPANY Mangy Solutions® Labor Rate Table - 3rd Qtr 2010 Equipment Rate Table - 3rd Qtr 2010 City Index - 59T-MT-BUTTE • ~I • • City Of Bozeman WTP Replacement Page 6 Hyalite/Sourdough Plant 22 MGD 9/15/2010 11:21 AM Bozeman, MT HDR-0BI, Inc. Estimate Report 30% Design OPCC ESTIMATORS: SRB/GHH Estimate Detail Sheet ESTIMATE VERSION: 1.3 Material Subcontract 'Equipment Name Amount Am°unt Amount 374 423 8,447 7,575 - 1,381 15, 553 13, 563 323 ._Other Total Amount Unit Cost 797 6.641 Gf 11.13 /sf 16,022 0.96 /sf Amount 1,381 20.443/s/ 29, 438 __Labor Amount Ta keoH Qry 120.00 If 1,440.00 sf 1,440.00 sf 27.213 Gf 3,755 11.272 Gf 3,382 2.441 /sf 2,196 1,776.62 /mbf 736 0.97 /Gr 868 1.09 /sf 981 1.49 /sf 1,338 16.952 /sq 153 981.75 /sq 8,836 3.52 /sf 845 25.66 /s/ 23, 090 286 38 323 Item Description 04220.009 Concrete Masonry_8' Regular n 0130 Concrete block,bond beam,normal weight,2000 psi,8"x8"x16",includes mortar,excludes scaHolding,horizontel reinforcing,venical reinforcing and grout n 6200 Concrete block, decorative, split face ar scored split face, 2000 psi, 8" x 8" x 16", excludes scaffolding, grout and reinforcing n 6500 Concrete block, decorative, split face or scored split face, 8" thick, for special deeper colors, add 04220.009 Concrete Masonry_8" Regular 1,440.00 s/ 338.932 Labor hours 17.62 Equipment hours DNISION O4 MASONRY 338.932 Lebor hours 17.62 Equipment hours 15,553 13,563 0 323 0 29,438 DNISION 07 THERMALS MOISTURE PROTECTION 07412.000 Metal Roo(ng n 0600 Aluminum roping, stock units, for 12" wall, excludes scaffolding n 0600 Open web bar joist, K Series, 40-ton job lots, 24K10, 13.1 plf, 30' l0 50' spans, shop fabricated, incl shop primer, horizontal bddging n 2600 Metal roof decking, steel, open type B wide rib, galvanized, under 50 Sq, 1-1/2" D, 20 gauge n 2780 2" x 8" miscellaneous wood blocking, to steel COnStNCllen n 0030 Underlayment, plywood, undedayment grade, 3/8"thick n 1725 Polyisoganurete Insulation, for roof decks, 2" thick, 2#/CF density n 1745 Polyisocyanurete Insulation, for roof decks, 3" thick, 2#/CF density n 0825 Asphalt Shingles, #30 felt undedayment n 0601 Standing Seam Metal Roof- Kynar Finish n 0100 Sheet metal Gashing, aluminum, 0exible, mill finish, .032" thick, inGuding up to 4 bends 07412.000 MetalRoo~ng 900.00 s/ 159.56 Labor hours 5.14 Equipment hours 138.00 If 300.00 If 900.00 sf 0.414 mbf 900.00 Or 900.00 sf 900.00 sf 9.00 sq 9.00 sq 240.00 sf 1,197 2,556 707 2,389 496 1,663 611 124 372 496 225 756 246 1,090 44 106 2,826 6,010 450 395 7,176 15, 590 DNISION 07 THERMALS MOISTURE 7,176 15,590 0 323 0 23,090 PROTECTION 159.56 Labor hours 5.14 Equipment hours AACE Classification Accuracy Range Upper Range +30%, % Lower Range -15%% Page 7 9/15/2010 11:21 AM HDR-0BI, Inc. Estimate Report ESTIMATORS: SRB/GHH ESTIMATE VERSION: 1.3 City Of Bozeman WTP Replacement Hyalite/Sourdough Plant 22 MGD Bozeman, MT 30% Design OPCC Estimate Detail Sheet ~~ QNE COMPANY Matey Solutions0 Labor Rate Table - 3rd Qtr 2010 Equipment Rate Table - 3rd Qtr 2010 City Index - 597-MT-BUTTE Name Amount 0 1,461 0 0 DNISION 11 EQUIPMENT 482 979 10.323 Lebor hours 2.00 ea 482 979' 730.56 /ea 1,461 482 979 730.56/ea 1,461 AACE Classification Accuracy Range Upper Range +30°/ % Lower Range -15 • • Item ~ Description Labor Amount Material Subcontract Equipment Other Amount Unit Cost Total Amount Ta keoH qry Amount Amount DNISION 11 EQUIPMENT 11076.000 Pumping Equipment: Submersible Nan-Clog n 0510 Pump sewage ejector,simplex system,pythyl tank,l2 gpm,l/2 hp, 15'head,37 gallon,3"discharge,inGudes operating and level wntrols,tank,coverend pump 11076.000 Pumping Equipment: Submersible Non-Clog 2.00 ea 10.323 Labor hours DNISION 15 MECHANICAL 02227.000 Trenching, Backfilling and Compacting for Utilities n 0050 Excavating, trench or continuous tooting, 4,957.00 bcy 27,389 - wmmon earth, 3/8 C.Y. excavator, 1' to 4' deep, excludes sheeting or dewatering n 0060 Excavating, trench or wntinuous tooting, 500.00 bry 2,072 - wmmon earth, 1/2 C.Y. excavator, 1' to 4' deep, excludes sheeting or dewatering n 0062 Excavating, trench ar wntinuous footing, 1,309.00 hry 4,095 - common earth, 3l4 C.Y. excavator, 1' to 4' deep, excludes sheeting or dewatering n 0090 Excavating, trench or wntinuous tooting, 12,569.880 bry 52,087 wmmon earth, tl2 C.Y. excavator, 4' to 6' deep, excludes sheeting or dewatering n 0120 Excavating, trench or wntinuous tooting, 1,473.00 bcy 3,110 wmmon earth, 1 C.Y. excavator, 4' l0 6' deep, exGudes sheeting er dewatering n 0300 Excavating, trench or wntinuous footing, 152.00 bry 642 t - common earth, 1/2 C.Y. excavator, truck mounted, 4' to 6' deep, excludes sheeting or dewatering n 0500 Excavating, trench or wntinuous footing, 3,301.00 bry 12,391 - wmmon eaAh, 3l4 C.Y. excavator, 6' to 10' deep, excludes sheeting or dewatering n 1370 Excavating, trench or continuous footing, 3,111.00 bry 6,987 wmmon earth, 1 C.Y. excavator, 6' to 10' deep, includes trench box, excludes dewatering n 1371 Excavating, trench or wntinuous footing, 6,720.00 bry 10,063 - wmmon earth, 1-112 C.Y. excavator, 6' to 10' deep, includes trench box, excludes dewatering n 0050 Fill by borrow and utiliy bedding, for pipe and 5,744.32 Icy 44,862 192,435 conduit, crushed or screened bank run gravel, exGudes wmpaction n 8050 Compaction, 3 passes, 6" to 11", 4" lifts, 5,002.04 cry 18,600 - rammer tamper 7.79 Ibcy 38,596 6.09 /bry 3,045 5.65 /bcy 7,394 6.09 /bry 76,545 4.123 /bcy 6,074 8.303 /bcy 1,262 6.78 /bry 22,376 4.69 /bcy 14,586 3.51 /bry 23,586 43.571 /Icy 250,284 4.203 /cry 21,023 11,207 973 3,299 24,458 2,964 620 9,985 7,600 13,523 12,987 2,423 17,056.24 Icy 439,456 19,614.24 ecy 127,181 11,254.00 Icy 6,106 12,943.00 cry 11,987 769, 028 Poem Description 02221.000 Trenching, Backfilling and Compacting Ior Utilities n 0015 Backfill, TRENCH, light soil, by hand, no compaction n 0400 Backfill, TRENCH, 6" layers, compaction in layers, roller compaction with operator walking, add to above n 1900 Backfill, trench, to 300' haul, dozer backflling, exGudes compaction n 2200 Backfill, TRENCH, trench, 6" to 12", lifts, dozer backfilling, compaction with vibrating roller 02221.000 Trenching, Backfilling and Compacting for Utilities 1.00 Is 16,084.383 Labor hours 3,985.81 Equipment hours 15060.000 Pipe and Pipe Fittings: Basic Requirements n 1180 Pipe repair,clemp,stainless steel,with threaded service tap,full seal for iron,steel,pvc pipe.6"long,24"diameter pipe excludes excavation backfill 15060.000 Pipe and Pipe Fixings: Basic Requirements 1.00 Is 90.73 Labor hours 15062.000 Pipe: Ductile n 2040 Distribution piping,DlP,cement Iined,fastite,20' lengths, 6"dia, Press Class 350, Excludes excavation, backfill, bedding n 2060 Distribution piping,Dl P,cement Iined,fastite,20' lengths, 8"dia, Press Class 350, Excludes exwvalion, backfill, bedding n 2179 Distribution piping,Dl P,cement Iined,fastite,20' lengths, 24"dia, Press Class 200, Excudes excavation, backfill, bedding n 3200 Distribution piping,Dl P,cement Iined,fastite,20 lengths, 30"dia, Press Class 150, Excludes excavation, back(II, bedding n 3220 Distribution piping,DlP,cement Iined,fastite,20' lengths, 36"dia, Press Class 150, Excludes excavation, backfill, bedding n 3240 Distribution piping,DlP,cement Iined,fastite,20' lengths, 42"dia, Press Class 150, Excludes excavation, backfill, bedding n 4002 Distribution Piping,DlP, Fast-Grip Gasket,8" dia,additional per linear foot of restrained pipe n 4009 Distribution Piping,DlP,Fast-Grip Gesket,24" dia,additional per linear toot of restrained pipe n 4010 Distribution Piping,DlP,Fast-Grip Gasket,30" dia,additional per linear toot of restrained pipe n 4401 Distribution Piping,DlP,Protecto 401-Lining,6"dia,additional per linear foot n 4402 Distribution Piping,DlP,Pratecto 401-Lining,8"dia,additional per linear foot Labor Material ~ Subcontract Ta keoN Qy Amount Amount Amount Name Equipment Other Total Amount Amount Unit Cost Amount 29,460 14,967 25.77 /Icy 439,456 7.99 /cry 156,641 2.05 Acy 23,073 3.26 /ecy 42,180 30,193 192, 435 164, 659 1,126,122.21 /Is 1,126,122 2,482.34 /ea 9,929 30.433 /If 36,519 37.184 /If 3,718 130.511 Af 4,568 182.451 flf .122,242 233.42311f 130,717 287.6618f 310,674 5.04 /If 504 38.503 /If 1,348 87.302 /If 58,492 14.16 /It 16,991 17.56 Af 1,756 9,929.36 Rs 9,929 6,036 604 759 23,604 23,674 71,937 27 72 3,122 1,085 111 500 - 4.00 ea 4.429 4,429 5,500 1,200.00 If 13,524 16,959 100.00 If 1,352 1,762 35.00 If 1,286 2,522 670.00 If 32,266 66,373 560.00 If 32,363 74,680 1,060.00 If .73,057 165,681 100.00 If 76 401 - 35.00 If 204 1,071 - 670.00 If 6,666 46,505 1,200.00 If 3,064 12,842 100.00 If 317 1,327 AACE Classification Accuracy Range City Of Bozeman WTP Replacement Hyalite/Sourdough Plant 22 MGD Bozeman, MT 30% Design OPCC Estimate Detail Sheet • • • Page 8 9/15/2010 11:21 AM HDR-0BI, Inc. Estimate Report ESTIMATORS: SRB/GHH ESTIMATE VERSION: 1.3 ~~ Magzy Solutions® QNE ~pVIPANY Labor Rate Table - 3rd Qtr 2010 Equipment Rate Table - 3rd Qtr 2010 City Index - 597-MT-BUTTE Upper Range +30°/ °/ lower Range -15%% ~~ Many Solutians~ ONE GOVII'ANY Labor Rate Table - 3rd Qtr 2010 Equipment Rate Table - 3rd Qtr 2010 City Index - 597-MT-BUTTE Page 9 9/15/2010 11:21 AM HDR-0BI, Ina. Estimate Report ESTIMATORS: SRBlGHH ESTIMATE VERSION: 1.3 City Of Bozeman WTP Replacement Hyalite/Sourdough Plant 22 MGD Bozeman, MT 30% Design OPCC Estimate Detail Sheet Takeoff ory Amount Amount 2.00 ea 4.00 ea 4.00 ea 9.00 ea 736 5,883 1,929 22,900 2,315 33,761 6,096 131,148 4,276 6,066 Amount Amount Unit Cost Amount 36,935 38,563 80,714 12,351 1,619 2,344 4,862 22,417 7,900 102 2,476 2,451 5,226 72 12 435 1,411 1,695 6,002 150,911 305.761/1/ 1,114,500 45.70 of 58.112 of 68.663 nr 7a.7a nr 257.31 /ea 269.78 /ea 566.123 /ea 1,215.39 /ea 1,245.381 /ea 329.15 lea 453.09 /ea 3,526.63 /ea 6,559.94 /ea 9,442.48 /ea 15,916.21 lea 1,599 1,359 7,053 26,240 37,770 143,246 15.21 of 10,341 32.82 of 13,126 21.73M 23,467 38.24 of 36,239 11.47 of 2,523 Name Item Description 15062.000 Pipe: Ductile n 4409 Distribution Piping,DlP,Protecto 401-Lining,24"dia,addilional per linear foot n 4410 Distribution Piping,DlP,Protecto 401-Lining,30"dia,additional per linear toot n 4411 Distribution Piping,DlP,Protecto 401-Lining,36"dia additional per linear foot n 4412 Distribution Piping,DlP,Protecto 401-Lining,42"dia,additionel per linear foot n 4602 Fitling,Dl P,Megalug Kit,6"dia n 4603 Fitting,Dl P,Megalug KiLB"dia n 4610 Fitting,DlP,Megalug Kit,24"dia n 4612 Fitting,DlP,Megalug Kit,36"dia n 4613 Fitting,DlP,Megalug Kit,42"dia n 8005 Fining,90 degree bend,DlP,cement lined, MJ,6"dia,C110 water piping with Protecto 401 er SP2000 Coating n 6010 Fining,90 degree bend,DlP,eement Iined,MJ,6"dia,C110 water piping with Protecto 401 or SP2000 Coating n 8045 Fitting,90 degree bend,DlP,cement Iined,MJ,24"dia,C110 water piping with Protecto 401 or SP2000 Coaling 8050 Fitting,90 degree bend,DlP,cement Iined,MJ,30"dia,C110 water piping with Protecto 401 or SP2000 Coating 6055 Fitting,90 degree bend,DlP,cement lined, MJ,36"dia,C110 water piping with Protecto 401 or SP2000 Coating 8060 Fitting,90 degree bend,DlP,cement Iined,MJ,42"dia,C110 water piping with Protecto 401 or SP2000 Coating 15062.000 Pipe: Ductile ,r ~ ", 3, 645.00 I/ • ~. - '4,167.82 Labor hours 't --728.21„ Equipment hours 15063.000 Pipe: Capper ' n 1200 Pipe, copper, tubing, solder, 1"diameter, ype K n 1260 Pipe, copper, tubing, solder, 2"diameter, type K, 15063.000 Pipe: Copper 1, 080.00 1/ 162.423 Labor hours 15064.000 Pipe: Plastic n 1150 Pipe, plastic, PVC, high impacUpressure, 4" diameter, schedule 60, includes couplings 10' OC n 1680 . Pipe, plastic, PVC, 1" diameter, schedule 40, includes eouplings 10' OC, and hangers 3 per 10' 35.00 If 286 1,209 670.00 If 7,016 29,441 560.00 Ii 6,951 29,161 1,080.00 If 14,633 60,655 48.00 ea 10,668 1,663 6.00 ea 1,334 285 4.00 ea 1,111 1,233 4.00 ea 1,270 3,592 16.00 ea 6,155 -16,262 24.00 ea 2,705 5,122 3.00 ea 406 942 230,169 733,400 Amount 4,150 8,976 16,239 22,000 1,985 536 AACE Classification Accuracy Range 6,026 15,042 680.00 If 400.00 If 1,000.00 Ii 220.00 If Material Labor_ Subcontract Equipment Other._ Total Upper Range +30°/ % Lower Range -15°/ • • • Material Takeoff Oty Amount Amount 900.00 If 11,395 3,544 390.00 If 6,069 4,201 10.00 ea 226 920 8.00 ea 362 1,167 5.00 ea 91 23 5.00 ea 226 171 3.00 ea 222 289 4.00 ea 500 1,068 4,000.00 . bry 16,575 450.00 Icy 3,514 16,583 392.00 ecy 1,458 3,600.00 Iry 92,754 4,140.00 cry 26,844 100.00 If 234 187 150.00 If 375 609 290.00 If 758 2,539 290.00 If 953 4,399 3,000.00 If 9,858 45,507 Other Total Amount Unit Cost Amount 16.60 flf 14,939 26.333 Af 10,270 114.572 /ea 1,146 191.133 /ea 1,529 22.85 /ea 114 79.494/ea 397 170.45 lea 511 391.99 lea 1,568 6.09 /bry 24,358 46.921 /Icy 21,114 4.203 /cry 1,648 25.77 Ary 92,754 7.99 /cry 33,062 4.211 A( 421 6.563 Af 984 11.371 /If 3,296 18.89 llf 5,478 1,300 5 000 20.56 /If 61,665 Labor Subcontract_ iEquipment Amount Name Amount 7,783 1,017 190 - 6,218 126 • ~~ Man,~r Solutio~s~ Labor Rate Table - 3rd Qtr 2010 Equipment Rate Table - 3rd Qtr 2010 City Index - 597-MT-BUTTE Item Description 15064.000 Pipe: Plastic n 1910 Pipe, plastic, PVC, 2" diameter, schedule 40, includes couplings 10' OC, end hangers 3 per 10' n 1940 Pipe, plastic, PVC, 4" diameter, schedule 40, includes couplings 10' OC, and hangers 3 per 10' 0090 Elbow, 90 Deg., plastic, epoxy resin, fiberglass reinforced, general service, 2" 0110 Elbow, 90 Deg., plastic, epoxy resin, fiberglass reinforced, general service. 4" n 2140 Elbow, 90 Deg., plastic, PVC, socket joint, 1", schedule 80 n 2190 Elbow, 90 Deg., plastic, PVC, socket joint, 4", schedule 80 n 2200 Elbow, 90 Deg., plastic, PVC, socket joint, 6", schedule 80 n 2210 Elbow, 90 Deg., plastic, PVC, socket joint, 8", schedule 80 n 0060 Excavating, trench or continuous footing, common earth, 1/2 C.Y. excavator, 1' to 4' deep, excludes sheeting or dewatering n 0050 Fill by borrow and utility bedding, for pipe and conduit, crushed or screened bank run gravel, excudes compaction n 8050 Compaction, 3 passes, 6" to 11", 4" IiFts, . yammer tamper n 0015 Backfill, TRENCH, light soil, by hand, no compaction n 0400 Backfill, TRENCH, 6" layers, compaction in layers, roller compaction with operator walking, add to above 2000 Public Sanitary Utility Sewerage Piping, piping poyvinyl chloride pipe, B & S, 20' lengths, 4" diameter, SDR 35, excludes excavation or backfill 2040 Public Sanitary Utility Sewerage Piping, piping poyvinyl chloride pipe, B 8 S, 20' lengths, 6" diameter, SDR 35, excludes excavation or backfill 2080 Public Sanitary Utility Sewerage Piping, piping poyvinyl chloride pipe, B 8 S, 13' lengths, 8" diameter, SDR 35, excludes excavation or backfill. 2160 Public Sanitary Utility Sewerage Piping, piping polyvinyl chloride pipe, B & S, 13' lengths, 12" diameter, SDR 35, excludes excavation or backfill 2160 Public Sanitary Utility Sewerage Piping, piping poyvinyl chloride pipe. B 8 S, 13' lengths, 12" diameter, SDR 35, excludes excavation or backfill • • City Of Bozeman WTP Replacement Hyalite/Sourdough Plant 22 MGD Bozeman, MT 30% Design OPCC Estimate Detail Sheet Page 10 9/15/2010 11:21 AM HDR-0BI, Inc. Estimate Report ESTIMATORS: SRBIGHH ESTIMATE VERSION: 1.3 QNE COMPANY AACE Classification Accuracy Range Upper Range +30 % % Lower Range -15%% ~~ Mrtiay Solutions® Labor Rate Table - 3rd atr 2010 Equipment Rate Table - 3rd Qtr 2010 City Index - 597-MT-BUTTE ONE COMPANY Item Description 15064.000 Pipe: Plastic 2300 Public Sanitary Utility Severage Piping, piping polyvinyl chloride pipe, B 8 S, 13' lengths, 18" diameter, SDR 35, excludes excavation or backrill 3765 Public Sanitary Utility Sewerage Piping, piping SDR 35, 90< elbow, 18" diameter n 0066 Pipe,plastic, HDPE,single wall,slraight,welded,40' lengths,2" dia,DR 11,add lweld per joint;excl hanger,trench,backfill,hoist dig equip n 0074 Pipe plastic, HDPE,single wall,slraight,vrelded,40' lengihs,4" dia,DR 11,add tweld perjoint;excl hanger,trench,backfill,hoist dig equip n 0090 Pipe plastic, HDPE,single wall,straight,welded,40' lengths,8" dia,DR 11,add lweld per joint;excl hanger,trench,backfill,hoist dig equip n 0114 Pipe plastic, HDPE,single wallstraight,welded,40' lengths,l8" dia,DR 11,add lweld perjoint;excl _ hange r,trench,backfill n 008 Gate Valve MJ Res Wedge: 16" / 2" Nut Operator NRS, Gear Operator Option 15064.000 Pipe: Plastic 8, 600.00 I/ 4,164.005 Labor hours 599.852 Equipment hours 15069.008 Pipe: RCP (8-SD) n 1354 Excavating, trench or continuous footing, wmmon earth, 5/8 C.Y. excavator, 4' to 6' deep, includes trench box, excludes dewatering n 0015 Back611, light soil, by hand, no compaction n 0400 Backfill, 6" layers, compaction in layers, roller compaction with operator walking, add to above n 0050 Fill by borrow and utility bedding, for pipe and conduit, crushed or screened bank run gravel, ' excludes compaction n 1255 Hauling, excavated or borrow material, loose cubic yards, 20 mile round trip, 0.5 loads/hour, 20 C.Y. dump trailer, highway haulers, excludes loading n 8050 Compaction, 3 passes, 6" to 11", 4" Ii0s, yammer tamper 1020 Public Storm Utility Drainage Piping, non-reinforced concrete pipe,extra strength, 88S or T8G joints, 6" diameter, exGudes excavation or backfill 406.00 bcy 1,459 8,271 1,770 321.00 Icy 273.00 ecy 679 2,915 87.00 Iry 101.00 Iry 468 283 76.00 ecy 200.00 If 1,474 1,399 Subcontract r Equipment Other ~ Total Name Amount 6,567 23.80 4f Amount Unit Cost 17,394 5,000 49.68 R/ 427,235 688.32 /ea 1,377 50.39 /If 25,194 18.171 of 9,565 16.883 of 5,065 78.51 of 47,106 7,160.32 /ea 14,321 Amount 250 511 7.552 /bcy 3,066 a,z71 2,180 2s.77 ncy ' 7.99 /ecy 3,791 43.571 ncy 13.992 ncy 1,413 319 15.881 of 4.203 /ecy 3,176 1,fi07 410 197 945 37 303 Labor Material i Takeoff Oy Amount Amount 360.00 If 1,893 6,425 2.00 ea 150 1,227 500.00 If 6,769 18,425 500.00 If 6,769 2,816 300.00 Ii - 5,065 600.00 If 13,344 33,762 2.00 ea 519 13,291 220, 084 184, 757 Amount City Of Bozeman WTP Replacement Hyalite/Sourdough Plant 22 MGD Bozeman, MT 30°/a Design OPCC Estimate Detail Sheet Page 11 9/15/2010 11:21 AM HOR-0BI, Ina. Estimate Report ESTIMATORS: SRB/GHH ESTIMATE VERSION: 1.3 • Upper Range +30%% AACE Classification Accuracy Range Lower Range -15°/ • • Amount Amount Takeoff Qy 14, 404 4, 314 Subcontract _ _ Name Amount 1,994 372 1,667 4,476 769 24,410 148 708 City Of Bozeman WTP Replacement Hyalite/Sourdough Plant 22 MGD Bozeman, MT 30% Design OPCC Estimate Detail Sheet Mrt~zy Solutions® Labor Rate Table - 3rd Dtr 2010 Equipment Rate Table - 3rd Qtr 2010 City Index - 597-MT-BUTTE • • C3NE COVII~ANY ~r Labor ; Item Description 15069.006 Pipe: RCP (8-SD) 200.00 . 11 ' '317.24 Labor hours 86.252 Equipment hours 15069.012 Pipe: RCP (12-SD) n 1356 Excavating, trench or wntinuous footing, common earth, 3/4 C.V. excavator, 4' to 6' deep, includes trench box, excludes dewatering n 0015 Backfill, light soil, by hand, no compaction n 0400 Backfill, 6" layers, compaction in layers, roller compaction with operator walking, add to above n 0050 Fill by borcow and utility bedding, far pipe and conduit, crushed or screened bank rvn gravel, excludes compaction n 1255 Hauling, excavated or borrow material, loose cubic yards, 20 mile round trip, 0.5 loads/hour, 20 C.Y. dump trailer, highway haulers, excludes loading n 8050 Compaction, 3 passes, 6" to 11", 4" lifts, yammer tamper 2010 Public Storm Utility Drainage Piping, reinforced concrete pipe (RCP), 12" diameter, 6' lengths, class 3, excludes excavation or backfill, gaskets 15069.012 Pipe: RCP (12-SO) -~~ -. . X27.00 Ir f- ~ 49.32"Labor hours 14.01 ~ Equipment hours -_~. - 15069.200 Pipe: RCP (Contact) w/ 2 ea f0' x f 0' 8 1 ea 20' x f0' CIP Boxes n 2150 C.I.P. concrete forms, elevated slab, Oat slab 400.00 sf with drop panels, to 15' high, 4 use, includes shoring, erecting, bracing, stripping and cleaning n 7000 C.I.P. concrete forms, elevated slab, edge 140.00 If forms, to 6" high, 4 use, includes shoring, erecting, bracing, stripping and cleaning n 3061 C.I.P. concrete forms, foundation, edge, wood, 400.00 sfca over 12", 4 use, includes erecting, bracing, stripping and cleaning n 9000 C.I.P. concrete forms, slab on grade, hung 200.00 If edge form, 12" to 24" high, 4 use, includes erecting, bracing, stripping and cleaning n 0500 C.I.P. concrete forms, wall, wood bulkhead with 89.00 If 2 piece keyway, 1 use, includes erecting, bracing, stripping and cleaning n 2550 C.I.P. concrete forms, wall, job built, plywood, 8 4,424.00 sfca to 16' high, 4 use, includes erecting, bracing, stripping and cleaning n 5200 Chamfer strip, wood, 3/4" wide 178.00 If n 1400 Tie cones, plastic, for coil tie system, for CIP 6.00 c wall forms, 1l2" bolt diameter x 1-setback length, includes material only . Material Equipment __Other_ _ Total Amount Unit Cost Amount 111.o61nr 22,216 4.17 /sfca 22.39 Of 8.64 Of 5.52 (sfca 0.83 Af 117.962/e 5.612 /bcy 360 25.77 /Icy 7.99 /ecy 1,211 319 43.571 llcy 654 13.99211cy 266 59 4.202 /ecy 24.07 Af 650 130.324M 3,519 62.00 bry 186 1,211 259 47.00 Icy 40.00 ecy 503 117 15.00 Icy 19.00 Icy 68 52 14.00 ecy 297 292 27.00 If 2,210 794 4.99 /sf 2.654 llf • Page 12 9/15/2010 11:21 AM HDR-0BI, Ina. Estimate Report ESTIMATORS: SRB/GHH ESTIMATE VERSION: 1.3 Amount 3, 496 175 60 34 178 7 61 514 1,437 557 355 16 1,451 216 3,983 495 656 113 21,865 2,526 113 34 - 708 RACE Classification Accuracy Range Upper Range +30 % % Lower Range -15%0~ Equipment Amount '.Other r __Total 9.461 /If Amount Unit Cost Amount 1,892 9.461 gf 2,990 1,652.54 /ton 2,789 1,718.43 /ton 13,146 1,525.21 /ton 16,416 40.681 /ton 311 40.682 /ton 438 40.68 Icon 69 44.22 /ton 338 44.22 /ton 476 44.224 /ton 75 18.261 /cy 274 17.77 Ity 1,208 63 89 14 69 97 15 74 325 905 27.3921ey 3,369 9,638 141.74 Icy 141.74 /ry 17,434 141.74 /ry 2,126 0.59 /sf 485 26 13 0.59 /sf 235 0.67 Isf 2,944 Labor __ Subcontract Material _' Name Amount Amount Amount Ta keoH Oy ~~ Marty Shczttionsa Labor Rate Table - 3rd Qtr 2010 Equipment Rate Table - 3rd Qtr 2010 City Index - 597-MT-BUTTE QNE COMPANY City Of Bozeman WTP Replacement Page 13 Hyalite/Sourdough Plant 22 MGD 9/15/2010 11:21 AM Bozeman, MT HDR-0BI, Inc. Estimate Report 30% Design OPCC ESTIMATORS: SRB/GHH Estimate Detail Sheet ESTIMATE VERSION: 1.3 Item Description 15069.200 Pipe: RCP (ContectJ w/2 es f0' x f0' 8 1 ea 20' x f0' CIP Boxes n 3005 Waterstop, rubber, center bulb, 1/4" thick x 6" 200.00 If 461 1,431 vride FOUNDATIONS n 3010 Waterstop, rubber, center bulb, 1/4" thick x 6" 316.00 If 729 2,261 wide WALLS n 0400 Reinfercing Steel, in place, elevated slabs, #4 1.69 tan 1,109 1,681 to #7, A615, grade 60, inG labor for accessodes, exG material for accessories n 0605 Reinforcing steel, in place, FOUNDATIONS, #3 7.65 ton 6,335 6,811 to #7, A615, grade 60, incl labor for accessories, exG material for accessenes n 0700 Reinforcing Steel, in place, walls, #3 to #7, 10.763 ton 6,833 9,583 A615, grade 60, incl labor for accessories, exG material for auessodes n 2005 Reinforcing steel, unload and son, edd to 7.65 ton 248 base_FOUNDATIONS n 2020 Reinforcing steel, unload and son, add to 10.763 ton 349 base_WALLS n 2040 Reinforcing steel, unload and son, add to 1.69 ton 55 base_ELEVATE SLABS n 2211 Reinforcing steel, crane cost for handling, 7.65 loo 270 average, add FOUNDATIONS n 2214 Reinforcing steel, crane cost for handling, 10.763 ton 379 average, add_WALLS n 2218 Reinforcing steel, crane cost for handling, 1.69 ton 60 average, add ELEVATED SLABS n 1600 Structural concrete, placing, elevated slab, 15.00 cY 200 - pumped, over 10" thick, includes strike off 8 ' consolidation, excludes material n 4652 Structural concrete, placing, foundations, 68.00 cY 884 - pumped, over 6" thick, incudes vibrating, excludes material n 5350 Structural concrete, placing, walls, pumped, 15" 123.00 c1l 2,464 (hick, includes stoke oN 8 consolidation, excludes material n 0300 Struct FOUNDATION cencrete,ready 68.00 cY - 9,638 mix,normal wt,4000 psi,includes local aggregate,sand,ponland cement and water,delivered,excludes all additives n 0520 Struel WALLS concrete ready mix,normal 123.00 cY - 17,434 wL4000 psi,includes local aggregate,sand,ponland cement and water,delivered,excludes all additives n 0820 Struct ELEV SLAB wncrete,ready mix,normal 15.00 cY - 2,126 w1,4000 psi,includes local eggregate,sand,ponland cement and water,delivered,excludes all additives n 0254 Concrete finishing, Boors, manual screed, bull 825.00 sf 459 - goet, machine 0oat 8 steel trowel (walk-behind) FOUND n 0256 Concrete finishing, 0oors, manual screed, bull 400.00 sf 223 - goat, machine goat 8 steel trowel (walk-behind) ELEV SLAB n 0020 Concrete finishing, walls, includes breaking ties 4,424.00 sf 2,759 185 and patching voids , AACE Classification Accuracy Range Upper Range +30%°/ Lower Range -15 • • • Name Amount Unit Cost Amount 60 165 55 27,977 Takeoff Dry Amount Amount Item Description 5,548 38 2,400 43.571 ncy 106,923 45.694 /ecy 1,371 13.99211ry 3,588 4,449 14,161 2,502 28,564 1.54 Ary 3,856 2.851 /ecy 6,216 2.05 ncy 21,830 3.26 /ecy 39,905 231 55,634 147, 742 • Total Labor Subcontract Equipment Material Other_ ~~ Many Solutions@ Labor Rate Table - 3rd Qtr 2010 Equipment Rate Table - 3rd Qtr 2010 City Index - 597-MT-BUTTE • ONE CONII'ANY • City Of Bozeman WTP Replacement Hyalite/Sourdough Plant 22 MGD Bozeman, MT 30% Design OPCC Estimate Detail Sheet Page 14 9/15/2010 11:21 AM HDR-0BI, Inc. Estimate Report ESTIMATORS: SRB/GHH ESTIMATE VERSION: 1.3 15069.200 Pipe: RCP (Contact) w/ 2 ea 10' x 10' 8 1 ea 20' x f0' CIP Boxes n 0050 Concrete finishing, walls, burlap rub with grout, 2,212.00 sf 1,656 92 includes breaking ties and patching voids n 0305 Concrete surface treatment, curing, sprayed 8.25 csf 49 69 membrane compountl FOUNDATIONS n 0400 ladder, shop fabricated, aluminum, 20" W, 42.00 vlf 995 2,605 bolted to concrete, excl cage n 0200 Railing, pipe, aluminum, satin finish, 3 rails, 140.00 If 2,037 8,997 3'~i" high, posts Q 5' O.C., 1-112" dia, shop fabricated n 1500 Doors, specialy, access, floor, industrial, 3.00 apng 483 5,546 aluminum, 300 psf L.L., double leaf, 4' x 4', 160 Ib n 1100 Fine grading, fine grade for slab on grade, 91.67 sy 73 machine n 1378 Excavating, trench or continuous footing, 14,830.00 bcy 9,519 common earth, 3 C,Y. excavator, 10' to 14' deep, includes trench box, excludes dewatering n 0300 Excavating, bulk bank measure,3 C.Y. capacity 2,403.00 bcy 975 = 160 C.Y./hour, backhoe, hydraulic, crawler . mounted, excluding truck loading n 0050 Fill by borcow and utility bedding, for pipe and 2,454.00 Icy 19,165 82,209 conduit, crushed or screened bank run gravel, excludes compaction , n 1005 Fitl, gravel fill, compacted, under Floor slabs, 30.00 cry 568 764 alternate pricing method, 4" deep_FOUND n 1255 Hauling, excavated or borrow material, loose 256.450 Icy 1,188 - cubic yards, 20 mile round trip, 0.5 loads/hour, 20 C.Y. dump trailer, highway haulers, excludes loading n 8050 Compaction, 3 passes, 6" to 11", 4" IiNs, 2,134.00 ecy 7,935 yammer tamper n 1130 Hauling, agg base borrow material, loose cubic 36.00 Iry 241 yards, 20 mile round trip, 0.4 loads/hour, 16.5 c.y. dump trailer, highway haulers, excludes loading n 1300 Beckfill, bulk, to 300' haul, dozer backfilling, 2,507.00 Icy 1,355 excludes compaction n 1600 Baekfill, bulk, 6" to 12" lifts, dozer backfilling 2,180.00 ecy 1,767 - n 1900 BackFlll, trench, to 300' haul, dozer backfilling, 10,648.00 Icy 7,670 - exGudes wmpaction n 2200 Backfill, TRENCH, trench, 6" to 12" IiNs, dozer 12,245.00 cry 11,341 backfilling, compaction with vibrating roller 0310 Seeding, mechanical seeding, fine grading and 681.00 sy 1,504 105 seeding, with equipment 2140 Reinforced concrete pipe (RCP), 96" diameter, 1,100.00 If 90,666 578,224 class 5, excludes excavation or backfill, gaskets 15069.200 Pipe: RCP (Conrad) w/ 2 212,873 734,426 ea 10' x f 0' 6 1 ea 20' x f 0' CIP Boxes 1,100.00 I/ 5,136.180 Labor hours 1,426.052 Equipment hours 15101.000 Gate Valves AACE Classification Accuracy Range Upper Range +30°/ % Lower Range -15% Amount Amount 0.791 /sf 1,749 14.31 /csf 118 87.372 /Nf 3,670 7sss nr 11,1sa 2,009.65 lopng 6,029 1.40 /sy 128 2.53 /bry 37,496 2,739 - 1.55 /bry 3,714 1,034 - 4.203 /ecy 8,969 477 - 19.94 my 718 2.701 /sy 1,840 658.66 llf 724,523 sss.4slnr 1,oss,o41 .Equipment Labor Material Subcontract i Other Total Upper Range +30%, % Lower Range -15%,% • • City Of Bozeman WTP Replacement Hyalite/Sourdough Plant 22 MGD Bozeman, MT 30% Design OPCC Estimate Detail Sheet 150 2,143 1,949 1,894 3,097.50 /ton 15,488 11.00 ea 2,645 11,952 11.00 ea - 77,721 Amount Amount Amount 541 994 361 859 6,226 144,996 541 1,927 7, 668 148, 776 1,550.23 /ea 11,685.42 /ea 17,074.293 /ea 31,755.563 /ea 7,065.50 /ea 8,696.00 lea 8,696.00 /ea 8,696.00 /ea 25, 766.053/ea 1,sso 58,427 68,297 95,267 7,066 43,480 34,784 26.086 334, 959 6,136 15,487.50 As 15,488 Name Amount Amount Unit Cost Amount 2,213 1,528.19 /ea 16,810 7.065.50 !ea 77,721 402 268 6,126 402 1,937 1,488 157,348 2,870 7,199 163, 644 645.820 lea 744.04 les 6,556.17 /ea 956.703 /ea 5,113.67 /ea 2,213 8, 593.69 /ea 94,531 267 1,113 4,108 52,176 3,737 62,611 3,630 89,743 - 7,066 - 43,480 - 34,784 - 26,088 1.00 ea 5.00 ea 4.00 ea 3.00 ea 1.00 ea 5.00 ea 4.00 ea 3.00 ea Item Description 15101.000 Gate Valves n 001 Gate Valve MJ Res Wedge: 4" / 2" Nut Operator NRS n 002 Gate Valve MJ Res Wedge: 6" / 2" Nul Operator NRS n 008 Gate Valve MJ Res Wedge: 16" / 2" Nut Operator NRS, Gear Operator Option n 503 Gate Valve Flange Res Wedge: 8" / Handwheel Operator NRS 15101.000 Gate Valves 32.00 ea, 176.000 Labor hours 58.67 Equipment hours 15102.000 Plug Valves n 002 Plug Valve MJ: 6" 12" Nut Operator / Includes Gear Operator n 0190 Valve Operator, Electdc, Modulating, 6" dia - 15102.000 Plug Valves 11.00 ea 58.67 Labor hours 22.00 Equipment hours 15103.000 ButteAly Valves n 0020 Budertly Valve MJ Res Seated: 8" / 2" Nut Operetar / 250 Ib Rated n 0055 Butterfly Valve MJ Res Seated: 24" / 2" Nut Operator with Gearing / 250 Ib Rated n 0060 Butterfly Valve MJ Res Seated: 30" / 2" Nut Operator with Gearing / 250 Ib Rated n 0070 Budertly Valve MJ Res Seated: 42" / 2" Nut Operator with Gearing / 250 Ib Rated n 0195 Valve Operator, Electric, Modulating, 8" dia n 0230 Valve Operator, Electric, Modulating, 24" dia n 0235 Velve Operator, Electric, Modulating, 30" dia n 0240 Valve Operator, Electric, Modulating, 36" dia 15103.000 Butterfly VaNas 13.00 ea 288.470 Labor hours 144.74 Equipment hours 15605.000 HVAC: Equipment 0025 HVAC System for Blower Building 15605.000 HVAC: Equipment 1.00 Is Ta keoH Oty 3.00 ea 2.00 ea 24.00 ea 3.00 ea 2,645 89,673 5.00 ton - - 15,488 15, 488 AACE Classification Accuracy Range 11,762 317,061 ~~ Many Solutions® QNE C(aNIPANY Labor Rate Table - 3rd Qtr 2010 Equipment Rate Table - 3rd Qtr 2010 City Index - 597-MT-BUTTE Page 15 9/15/2010 11:21 AM HDR-0BI, Inc. Estimate Report ESTIMATORS: SRBIGHH ESTIMATE VERSION: 1.3 Amount Unit Cost Amount Other Equipment Name Amount Takeoff Qry ~~ Matey Solutionsa Labor Rate Table - 3rd Qtr 2010 Equipment Rate Table - 3rd Qtr 2010 City Index - 597-MT-BUTTE • QNE CQNIPANY Labor ' Material Amount Total Subcontract Amount Item Description Amount • City Of Bozeman WTP Replacement Hyalite/Sourdough Plant 22 MGD Bozeman, MT 30% Design OPCC Estimate Detail Sheet • Page 16 9/15/2010 11:21 AM MDR-0BI, Ine. Estimate Report ESTIMATORS: SRB/GHH ESTIMATE VERSION: 1.3 d,430,650 500,269 6,000 1,483,719 2,426,176 15,486 DNISION 15 MECHANICAL 30,696.23 Labor hours 7,067.69 Equipment hours DNISION 16 ~ ELECTRICAL n n n n n 16010.000 Electrical: Basic Requirements 0010 Electrical Work - Septic System 0010 Electrical Work 16010.000 Electrical: Basic Requirements 1.00 Is 1.00 Is 6 000' ' • 9,000 ' -~ 15,000 , s,ooo.oo ns 6,000 10.00 /sf 9,000 15, 000.00 /Is 15, 000 900.00 sf DNISION 16 ELECTRICAL 0 0 15,000 0 0 15,000 ~%' 2 SITE P/PING 1,522,035 2,508,240 800,488 505,256 5,000 5,341,018.67/LS 5,341,019 1.00 LS 31,682.02 Labor hours 7,167.472 Equipment hours 3 LANDSCAPING DNISION 02 SITE CONSTRUCTION 02930.000 Seeding, Sodding, and Landscaping 0999 Inigation 0999 Stone Mulch 0999 Hydroseeding 0999 Plants and Planting 0999 Miscellaneous 02930.000 Seeding, Sodding, and Landscaping 1.00 Is 0.00 Is 1.00 Is 1.00 Is 1.00 Is 1.00 Is 6,000 12,000 20,000 6,000 s,ooo.oo ns 6,000 12,000.00 lls 12,000 20,000.00 lls 20,000 5,000.00 lls 5,000 42, 000 42, 000.00 /Is ,~- 42,000 DIVISION 02 SITE CONSTRUCTION 0 0 42,000 0 0 ~ ~ 42,000 3 LANDSCAPING 0 0 42,000 0 0 42,000.00 /LS 42, 000 1.00 LS 4 WASTE HANDLING AACE Classification Accuracy Range Upper Range +30%% Lower Range -15%°/ Labor Material Subcontract Amount Ta keoH Ory Amount Unit Cost Name Amount 22,950 Amount 1.54 Ary 35,377 9,287 27,030 36,317 1.55 /bcy 12,595 4.914 /Icy 41,594 6.651/cy 54,189 903 1,606 9,000.00 sf 4,914 2,466 4,914 2,466 0.82 /sf _ 7,380 7.38/sy 7,380 13.992 /Icy 6,296 4,212 450.00 Icy 2,084 02775.500 Asphalt Over PVC Membrane Liner n 1255 Hauling, excavated or borrow material, loose cubic yards, 20 mile round trip, 0.5 loads/hour, 20 C.Y, dump trailer, highway haulers, excludes loading • • • ~~ Mrrn~r Solutions® Labor Rate Table - 3rd Qtr 2010 Equipment Rate Table - 3rd Qtr 2010 City Index - 597-MT-BUTTE QNE C4vIPANY Total Equi~'p~~ Item Description 02775.100 PVC Membrane Liner at Lagoon 1100 Liners, membrane lining systems PVC, 30 mil thick 02775.100 PVC Membrane Liner at Lagoon City Of Bozeman WTP Replacement Hyalite/Sourdough Plant 22 MGD Bozeman; MT 30% Design OPCC Estimate Detail Sheet Other 40,818 50,074 113,841 2.851 /ecy 2.74 /Icy 57,028 62,953 77.68/cy 155,358 1.54 /Icy 1,392 2.851 /ery 2,244 2,509 4.62 /cy 3,636 ONISION 02 SITE CONSTRUCTION 02200.010 EaRhwark Lagoon n 1300 Backfill, bulk, to 300' haul, dozer backfilling, 23,000.00 Iry ~ 12,426 excludes compaction - - n 1600 Backfill, bulk, 6" to 12" lifts, dozer backfilling 20,000.00 ecy 16,210 n 2010 Hauling, excavated material, loose cubic yards, 23,000.00 Icy 12,879 _ 1000' round trip, 4.5 loads/hour, 22 C.Y. rear/bottom dump, off highvrdy haulers 02200.010 Earthwork Lagoon - 41,517 ' 2,000.00, cy ~'. . 815.20 Labor hours ' 838.610' Equipment hours 02200.500 Earthwork, Structural Excavation n 0300 Excavating, bulk bank measure, 3 C.Y. capacity 8,148.00 bcy 3,307 = 160 C.Y.Ihour, backhoe, hydraulic, crawler mounted, excluding truck loading n 0330 Hauling, excavated or borcow material, loose 8,465.15 Icy ~ 14,564 cubic yards, 1 mite round trip, 2.7 loads/hour, 12 C.Y. dump truck, highway haulers, excludes loading ' 02200.500 Earthwork, Structural 17,872 Excavation 8,148.00 cy 385.180 Labor hours 353.892 Equipment hours 02200.600 Earthwork, Structural Backfill, Native Material includes compaction n 1300 Backfill, bulk, to 300' haul, dozer backfilling, 905.00 Icy 489 excudes compaction n 1600 Backfill, bulk, 6" to 12" lifts, dozer backfilling 787.00 ecy 636 02200.600 Earthworks, Structural 1,127 Backfill, Native Material includes compaction 787.00 cy 20.86 Labor hours 21.78 Equipment hours 1,000.00 sy 116.73 Labor hours AACE Classification Accuracy Range Upper Range +30%, % Lower Range -15%, Page 17 9/15/2010 11:21 AM HDR-081, Ina. Estimate Report ESTIMATORS: SRB/GHH ESTIMATE VERSION: 1.3 . Amount Amount Name Amount 3,722 2,275 f 0, 209 Amount Unit Cost Amount 146,962 57,009 31,982 242, 269 33.92 /sy 13.16 /sy 0.82 /sf 55.91 /sy 1,759 26 1,137 16,427 23,245 35 533 152 166 783 • City Of Bozeman WTP Replacement Hyalite/Sourdough Plant 22 MGD Bozeman, MT 30% Design OPCC Estimate Detail Sheet DIVISION 02 SITE CONSTRUCTION 2,094.784 Labor hours 1,362.444 Equipment hours 03002.100 Concmta_Foundations n 3061 C.I.P. concrete forms, foundation, edge, wood, over 12", 4 use, includes erecting, bracing, stripping and cleaning n - 9011 C.I.P. concrete forms, bulkhead for foundation w/ keyway, 12" end greater, exp metal, includes erecting, bracing, stripping and cleaning n 3005 Waterstop, rubber, center bulb, 1l4" thick x 6" wide FOUNDATIONS n 0605 Reinforcing steel, in place, FOUNDATIONS, #3 to #7, A615, grade 60, inG labor for accessories, excl material for accessories n 2005 Reinforcing steel, unload and sort, add to base_FOUNDATIONS n 2211 Reinforcing steel, crane cost far handling, averege, add FOUNDATIONS n 4652 Structural concrete, placing, foundations, pumped, over 6" thick, includes vibrating, excludes material n 0300 Struct FOUNDATION concrete,ready mix,normal w1,4000 psi,includes local aggregate,sand,portland cement and water,delivered,excludes all additives n 0105 Concrete finishing, Floors, manual screed, bull 0oat FOUNDATIONS n 0205 Control joint, Gean out control joint of debris_FOUNDATIONS n 0365 Control joint, joint sealant, poyurethane, 1/4" x t l4" (308 LF/Gal)_FOUNDATIONS n 0305 Concrete surface treatment, curing, sprayed membrane compound FOUNDATIONS 98,559 3,250.023 sfca 11,766 106.44 sfca 148 158.87 If 366 18.45 ton 15,090 18.45 ton 591 16.45 ton 642 - 164.00 cY ~ 2,131 164.00 cY 6,354.60 sl 1,517 156.67 If 9 156.67 If 198 63.55 csf 376 201,396 0 162,877 0 462,832 4.17 /sfca 13,545 1.63 /sfca 174 9.461 /If 1,503 1,708.21 /ton 31,516 40.282 Iton 743 43.784 Iton 808 17.77 /cy 2,914 141.74 /ry 23,245 0.24 /sl 1,517 0.06 Af 9 1.47 111 233 14.31 /csf 909 AACE Classification Accuracy Range Upper Range X30%% Lower Range -15%°/ Ta keoH Qty 4,333.333 sy 4,333.333 sy 39,000.00 sf Item Description 02775.500 Asphalt Over PVC Mambrene Liner 0560 Asphalt Paving, plant mixed asphaltic base courses for roadways and large paved areas, bituminous concrete, 8" thick 0160 Plant-mix asphalt paving, for highways and large paved areas, binder course, 3" (hick, na hauling included 1100 Liners, membrane lining systems PVC, 30 mil thick 02775.500 AsphaB Over PVC Membrane Liner 4,333.33 sy 756.62 Labor hours 146.17 Equipment hours • ~~ Many Solutions® Labor Rate Table - 3rd Qtr 2070 Equipment Rate Table - 3rd Qtr 2010 City Index - 597-MT-BUTTE QNE GQ~I/IPANY • Page 18 9H5/201011:21 AM HDR-0BI, Ina. Estimate Report ESTIMATORS: SRBIGHH ESTIMATE VERSION: 1.3 Labor Amount Amount 6,049 137,211 3,700 51,034 21,296 10,666 33,129 198, 930 Material_ Other Subcontract ONISION 03 CONCRETE Equipment Total Amount 220.00 cy 2,999.424 Labor hours 51.214 Equipment hours Amount Takeoff oy 4,513 238.00 ecy 1,840 275.00 Iry Name Amount Amount Unit Cost Amount 303 3,644 45.694 /cry lssa my 10,875 5,483 Other Total ': Labor Material I~Equipment 39,207 49,221 5,047 569.97 /cy 93,475 Amount Amount 6,059 ~__ _.Subcontract 159 173 1,766 2,098 8.64 /If 3,801 5.52 Isfca 96,390 ' 0.63 llf 730 117.962 Ic 2,123 1,525.21 /ton 29,360 40.682 /ton 783 44.22 /ton 851 29.882 /ry 6,574 141.74 /ry 31,182 0.06 of 25 1.47 of 646 0.67 /sf 11,627 0.791 /sf 6,906 868.18 /cy 190, 999 n 0500 C.I.P. concrete forms, wall, wood bulkhead vrith 440.00 If 3,244 557 2 piece keyway, 1 use, includes erecting, bracing, stripping and cleaning n 2550 C.I.P. concrete forms, wall, job built, plywood, 8 17,469.20 sfca 86,417 9,973 to 16' high, 4 use, includes erecting, bracing, stdpping and cleaning n 5200 Chamfer strip, wood, 3l4" wide 879.00 If 560 170 n 1400 Tie cones, plastic, far coil tie system, for CIP 18.00 c - 2,123 wall forms, 1/2" bolt diameter x 1" setback length, includes material only n 0700 Reinforcing Steel, in place, walls, #3 to #7, 19.25 ton 12,221 17,139 A615, grade 60, inG labor for accessoriesa exG material for accessories n 2020 Reinforcing steel, unload and sort, add to 19.25 ton 624 - base_WALLS n 2214 Reinforcing steel, crane cost for handling, 19.25 ton 678 - average, add_WALLS n 5100 Structural concrete, placing, walls, pumped, 12" 220.00 ry 4,808 - thick, includes strike off & consolidation, excludes material n 0520 Struct WALLS concrete,ready mix,normal 220.00 ry - 31,182 w1,4000 psi,includes local aggregate,sand,ponland cement and water,delivered,excludes all additives n 0210 Control joint, clean out cantroljoint of 440.00 II 25 - debris_WALLS n 0366 Control joint, joint sealant, polyurethane, 1/4" x 440.00 If 549 97 1/4" (308 LF/Gap WALLS n 0020 Concrete finishing, walls, includes breaking ties 17,469.20 sf 10,896 730 and patching voids n 0050 Concrete finishing, walls, burlap rub with grout, 8,734.60 sf 6,541 365 includes breaking ties and patching voids ' 03002.300 Concrefe_Walls Exterior 126,564 62,337 AACE Classification Accuracy Range Upper Range +30%% Lower Range -15°/ • • Item Description 03002.100 Concrete Foundations n 1005 Fill, gravel 811, compacted, under noor slabs, alternate pricing method, 4" deep FOUND n 1135 Hauling, excavated borrow material, loose cubic yards, 20 mile round trip, 0.4 loads/hour, 16.5 c.y. dump trailer, highway haulers, excludes loading 03002.100 Concrete_Foundations .I 164.00 cy _ . 834.653 _ Labor hours -~ 121.71 w Equipment hours 03002.300 Concrelet Walls Exterior City Of Bozeman WTP Replacement Hyalite/Sourdough Plant 22 MGD Bozeman, MT 30°/a Design OPCC Estimate Detail Sheet Page 19 9/15/2010 11:21 AM HDR-0BI, Inc. Estimate Report ESTIMATORS: SRB/GHH ESTIMATE VERSION: 1.3 ~~ M~tszy SOlut1O71S° Labor Rate Table - 3rd Dtr 2010 Equipment Rate Table - 3rd Qtr 2010 City Index - 597-MT-BUTTE QNE CQVIPANY 4 WASTE HANDLING 297,271 755,915 1,908 173,004 0 1,228,094.380/LS 1,228,094 AACE Classification Accuracy Range 1.00 LS 6,029.861 Labor hours 1,556.363 Equipment hours 5 PROCESS EQUIPMENT DNISION 11 EQUIPMENT DNISION 11 EOUIPMENT 32,941 442,960 1,906 2,962 0 480,788 101.000 Lebor hours 21.00 Equipment hours Upper Range +30%% Lower Range -15%% QNE CQVIPANY 111dgzy SOIZLtZOYIS® Labor Rate Table - 3rd Qtr 2010 Equipment Rate Table - 3rd Qtr 2010 City Index - 597aVIT-BUTTE • ~I • City Of Bozeman WTP Replacement Hyalite/Sourdough Plant 22 MGD Bozeman, MT 30% Design OPCC Estimate Detail Sheet • Page 20 9/15/2010 11:21 AM HDR-0BI, Ine. Estimate Report ESTIMATORS: SRB/GHH ESTIMATE VERSION: 1.3 Item Description Takeoff Qty Amount Amount Amount Name Amount Amount Unit Cost Amount DIVISION 03 CONCRETE 3,834.08 Labor hours 172.92 Equipment hours 165,770 111,558 f 0, 859 156,000 1, 906 4,29D 86,960 1.00 ea 4,290 86,960 11336.000 Solids Collection Equipment (DAF) - DAFT Unit - P-TEC, HS-175 or HS-200 9999 Vendor Test and Stanup 11336.000 Solids Collection Equipment (DAF) 2.00 ea ' 1.00 Labor hours 1.00 Equipment hours 11120.000 Sludge Collection and Thickening: Circular General Req 9001 Solids waste, Spiral Scraper Sryle, Center Drive, All Painted Carbon Steel, for _' diameter mechanism 11120.000 Sludge Collection and Thickening: Circular Genarel Req 1.00 Is 100.000 Labor hours 20.00 Equipment hours 7,145 0 294,474 2,982 94,231.86 /ea 94,232 27,224.00 /EA 27,224.00 IEA 27,224.00 IEA 27,224.00 IEA 217, 792.00 As 2,982 94, 231.86 /Is 94,232 80,415.26 /ea 160,831 7,933.99 /day 7,934 84,382.26/ea 168,765 54,446 54,448 54,446 54,448 217, 792 DNISION 11 EQUIPMENT f 1071.000 Pumping Equipment: Horizontal Split-Case Centrifugal Pumps - DAFT Waste Pumps - 12" Suetion 2.00 EA 4,448 50,000 - Solids Waste Pumps - 12" Suction 2.00 EA 4,448 50,000 - Lagoon Pumps - 12"Suction 2.00 EA 4,448 50,000 - Decant Pumps - 12" Suction 2.00 EA 4,448 50,000 11071.000 Pumping Equipment: 17, 792 200,000 Horizonlal Split-Case Centrifugal Pumps 1.00 Is 0 2.00 ea 10,831 150,000 1,906 28 6,000 1.00 day L~ afbo7 Material - Subcontract ~, Equi>~ p ~_O~th~ e~ - --_- -_- Total 1.00 Is 11077.000 Pumping Equipment: Inline Centnrugal Pumps - 200 gallon air blotter, pressurized tank 11077.000 Pumping Equipment: Inline Centrifugal Pumps 1.00 Is 10.00 Labor hours 10.00 Equipment hours 1,352 1,352 2,448 85,776 6,255 45,000 10,817 135.500 198 72.004 /sf 88,421 205 51,255 146,522 51,255.00 /EA 146,522.32 /EA Item Description 11005.000 Equipment: Basic Requirements 9999 Vendor Test and Startup 11005.000 Equipment: Basic Requirements 1.00 Is • 10.00 Labor hours 10.00 Equipment hours 11066.000 Pumps: Water Seal System n 0010 Seal Water System Control Panel,Solenoid Valves, Cominbation Strainer/PRV,Pressure Gage, Flow Meter 11066.000 Pumps: Water Seal System 1.00 Is 108.000 Labor hours 18.00 Equipment hours 11077.010 Pumping Equipment: Inline Centrifugal Pumps (Service Water PSJ 0010 250 gpm, In-Line Centrigular Pumps 2.00 ea 11077.010 Pumping Equipment: Inline Centrifugal Pumps (Service Water PS) 1.00 /s 24.00 Labor hours 2.00 Equipment hours 11091.000 Grit Removal Equipment: VonexGrit Collecting Equipment n 0148 Floor grating, aluminum, 2-1/4" x 3176" bearing 1,228.00 sf bars Q 1-3116" O.C., cross bars @ 4" O.C., over 300 S.F., field fabricated from panels 0001 Grit Washer Classifier 1.00 EA 0010 Cyclone Grit Separator, 22 MGD, 304 SS 1.00 EA 515 1, 867.170s 1,867 Upper Range X30°/ °/ Lower Range -15% • , • ~~ Mrt~zy Sol7stzans~ ONE CQMPANY Labor Rate Table - 3rd Qtr 2010 Equipment Rate Table - 3rd Qtr 2010 City Index - 597-MT-BUTTE , City Of Bozeman WTP Replacement Hyalite/Sourdough Plant 22 MGD Bozeman, MT 30°/a Design OPCC Estimate Detail Sheet Page 21 9/15/2010 11:21 AM HDR-0BI, Inc. Estimate Report ESTIMATORS: SRBIGHH ESTIMATE VERSION: 1.3 Name Amount Amount Amount Amount Ta keoH Qy 18.00 EA 5,750 36,000 5,750 36,000 Labor Material Subcontract Equipment 10.00 day 285 285 19,055 19, 055 Other Total Amount Amount Unit Cost 1,934.00 /day 19,340 19,339.95/Is 19,340 2,319.441 IEA 41,750 41, 749.93 As 41, 750 2,224.00 IEA 12,224.00 IEA 2,224.00 IEA 27,224.00 /EA 67, 7s2.oo ns 1,563.41 /Is 1, 563.41 Os 515 933.59 /ea 1,867 4,448 24,448 4,448 54,448 87, 792 1,563 1, 563 563 1,000 563 1,000 AACE Classification Accuracy Range 11071.000 Pumping Equipment: Horizontal Split-Case Centrifugal Pumps - BWS Pumps - 12" Suction 2.00 EA 4,448 0 - SWI Decant Pumps - 4" Suction 2.00 EA 4,448 20,000 - BWW Equalization Tank Pumps - 12" Suetion 2.00 EA 4,448 0 - Heated Water Pumps - 12" Suetion 2.00 EA 4,448 50,000 11071.000 Pumping Equipment: 17,792 70,000 Horizontal Split-Case Centrifugal Pumps 1.00 Is • ~~ QNE GONIPANY MdYl~ SOIFdtZOyTSe Labor Rate Table - 3rd qtr 2010 Equipment Rate Table - 3rd Qtr 2010 City Index - 597-MT-BUTTE Item Description 11091.000 Gnt Removal Equipment: VortexGrit Collecting Equipment 2.00 ea 231.30 Labor hours 9.824 Equipment hours Inclined Plate Clarifier Plate Settlers Vacuum Sludge Collector 11126.000 Inclined Plate Clarifier 1.00 Is 240.00 Labor hours High Rate Clarification System Paddle Flocculatar 11127.000 High Rafe Clarification System 9.00 ea 1,133.501 La bar hours 18.00 Equipment hours Membrene Filretion System Membrane Filters - Pall - FBO 11301.000 Membane Filtration System 1.00 /s 11373.000 Mixers 0020 Vertical Mixers, 96,887 gpm, 10 HP, 316 SS 11373.000 Mixers 1.00 ea 64.00 Labor hours 11385.000 Solids Mixers 8999 Rapid Mixing System 11385.000 Solids Mixers 3.00 ea 150.000 Labor hours 0.003 Equipment hours 11980.000 Compressed Air System n 1750 Compressor accessory, dryer, air, refrigerated, 100 CFM, includes ambient air fitters 11980.000 Compressed Air System 3.00 ea 8.571 Labor hours 480, 000 36,376 370 480,000 479,999.67 lls 479, 999.67 As 36,375.550 IEA 370 36,375.550/ea 36,376 2,887.01 /ea 8,661 2,887.01 /ea 8,661 37,145.14 /EA 111,435 37,145.14 /ea 111,435 0 0 1.0o Is 4ao,aoo 480,000 3,606 32 400 3,606 32,400 6,435 105,000 6, 435 105, 000 399 8,262 399 8,262 1.00 EA 3.00 EA 3.00 ea 11126.000 11127.000 0100 11301.000 • City Of Bozeman WTP Replacement Hyalite/Sourdough Plant 22 MGD Bozeman, MT 30°/a Design OPCC Estimate Detail Sheet Total Material Other ~. Labor Equipment Subcontract ~ Name Amount Amount Unit Cost Amount 286,199 198 205 143, 099.34 /ea 2,664 39,051.184 /ea 351,461 315,334.663/ea 94fi,004 46,507.223/ea 139,522 1,085, 525.72 /Is 1,085,526 2,684 39,051.184/ea 351,461 9.00 ea 48,627 300,150 48, 627 300,150 Takeoff ~y 244,476 841,050 3.00 ea 230.954 715,050 3.00 ea 13,522 126,000 Amount Amount 19,520 266,276 Amount • Page 22 9/15/2010 11:21 AM HDR-0BI, Inc. Estimate Report ESTIMATORS: SRB/GHH ESTIMATE VERSION: 1.3 Name Amount 2,511,969 2,882 1,090 DNISION 11 EQUIPMENT 1,979.37 Labor hours 67.93 Equipment hours 928,805 1,660,138 19,055 ONE COMPANY Magay SolutionsA Labor Rate Table - 3rd qtr 2010 Equipment Rate Table - 3rd Qtr 2010 City Index - 597-MT-BUTTE City Of Bozeman WTP Replacement Hyalite/Sourdough Plant 22 MGD Bozeman, MT 30% Design OPCC Estimate Detail Sheet Page 23 9/15/2010 11:21 AM HDR-0BI, Inc. Estimate Report ESTIMATORS: SRB/GHH ESTIMATE VERSION: 1.3 Ta keoH Qy Labor ' Amount ~ Material Subcontract Equipment Other Amount Unit Cost Total Amount Amount Amount Item Description 1.00 ea 852 47,573 852 47,573 1.00 Is 604 1,100 604 1, f 00 0 50,129 0 1,456 DIVISION 13 SPECIAL CONSTRUCTION 26.00 La bor hours 10.00 Equipment hours 48,673 0 DNISION 13 SPECIAL CONSTRUCTION 13200.000 Slorage Tenks n 3260 Water heater storage tank, glass lined, porcelain enamel, 125 psi, 3440 gallon, 96" diameter, 157" L.O.A., ASME 13200.000 Storage Tanks 1.00 ea 16.00 labor hours Storage Tenks (Service Water System) 200 gallon air bla0er, pressurized tank 13200.060 Storage Tanks (Service Water System) 1.00 ea 10.00 labor hours 10.00 Equipment hours 48,425.19 /ea 48,425 48, 425.19 /ea 48,425 1,703.94 lls 1,704 1, 703.94 /ea 1, 704 DNISION 15 MECHANICAL 13200.060 75061.000 Pipe: Steel 0610 Pipe, steel, black, threaded, 2" diameter, schedule 40, Spec. A-53, Small Bore Allownce 15061.000 Pipe: Steal 2,000.00 11 500.00 Labor hours 15061.050 Pipe: Steel (Fabricated) - Fabricate Steel Piping System 15061.050 Pipe: Steel (Fabricated) 1.00 Is 1,337.00 Labor hours 3.00 Equipment hours 15064.000 Pipe: Plastic n 1910 Pipe, plastic, PVC, 2" diameter, schedule 40, includes wuplings 10' OC, and hangers 3 per 10' Upper Range +30°/ % Lower Range -15%°/ • 2,000.00 If 23,344 29,274 23,344 28,274 25.81 /If 51,616 25.81 M 51,618 200.00 If 2,532 788 16.60 /If 3,320 714,661.05 /Is 714,661 0 714, 661.05 qs 714, 661 59,430 655,232 59,430 655,232 AACE Classification Accuracy Range 1.00 Is Labor Material Subcontract Other Total DNISION 15 MECHANICAL 2,200.91 Labor hours 103.00 Equipment hours 98,727 1,353,833 0 12,763 0 1,465,324 5 PROCESS EQUIPMENT 928,988 3,082,644 19,055 15,645 1,090 4,027,422.00/LS 4,027,422 ~~ M~t~y solastzonse Labor Rate Table - 3rd Qtr 2010 Equipment Rate Table - 3rd Qtr 2010 City Index - 597-MT-BUTTE • QNE ~OVIPANY ~Equi~p~t Item Description 15064.000 Pipe: Plastic n 2170 Elbow, 90 Deg., plastic, PVC, socket joint, 2", schedule 80 15064.000 Pipe: Plastic 200.00 ll 63.91 Labor hours 15101.000 Gate Valves n 529 Gate Velve Flange Res Wedge: 24" /Allownace for all Plant Valves 15101.000 Gate Valves 50.00 ea 300.000 Labor hours 100.00 Equipment hours 1.00 LS 4,206.274 Labor hours 180.83 . Equipment hours 12,970 669,369 12,763 12,970 669,369 12, 763 Takeoff ory 20.00 ea Amount Unit Cost 31.10 lea 19.71 /I/ Amount 622 3, 942 50.00 ea Name Amount Amount Amount Amount 451 171 2, 984 958 13,902.06 lea 13, 902.06 /ea 695,103 695,103 • Page 24 9/15/2010 11:21 AM HDR-0BI, Ine. Estimate Report ESTIMATORS: SRB/GHH ESTIMATE VERSION: 1.3 City Of Bozeman WTP Replacement Hyalite/Sourdough Plant 22 MGD Bozeman, MT 30°/a Design OPCC Estimate Detail Sheet 2.00 EA 3,811 12.00 EA 6.00 EA 2.00 EA 1.00 EA .5.00 EA 1,127 11005.000 Equipment: Basic Requirements 9999 Vendor Test and Stan Up 11005.000 Equipment: Basic Requirements 1.00 Is 11926.000 Chemical Feed: Liquid Systems - Chemical Injectors 0010 Vertical Mixers, 46,602 gpm, 3 HP, 316 SS n 0060 Simplex, close~oupled, motor driven, 141gph@50 psi, 3/4 hp, with accessories-ACID n 0060 Simplex, closecoupled, motor driven, 141gph@50 psi, 3/4 hp, with accessories-CAUSTIC n 0060 Simplex, close-coupled, motor driven, 141gph@50 psi, 3l4 hp, with accessories-Chlorine 1,905.50 /EA 3,811 3, 811.00 /Is 3, 811 +, .: r ~ i . - 556.41 /EA ~ t°Y~ 6,677 . 2,219 13,975.55 /EA 83,853 '- 122 3,266.13 /EA `~ 6,572 4 ~r. ti ~~ 61 3,266.13 /EA '3,286' 304 3,286.132 IEA 16,431 3, 811 L "" ..d. 677 L 6,000 "' ~ 21,635 ~~. 60,000 y, 451 ^r ^ 6,000 ' ,n ~E 225 •3 000 15,000 - 6 CHEMICAL EQUIPMENT DNISION 11 EQUIPMENT AACE Classification Accuracy Range Upper Range +30°/ % Lower Range -15 QNE COMPANY Mrt~zy Solxstions~ Labor Rate Table - 3rd qtr 2010 Equipment Rate Table - 3rd Qtr 2010 City Index - 59T-MT-BUTTE Page 25 9/15/2010 11:21 AM HDR-0el, Inc. Estimate Report ESTIMATORS: SRB/GHH ESTIMATE VERSION: 1.3 City Of Bozeman WTP Replacement Hyalite/Sourdough Plant 22 MGD Bozeman, MT 30% Design OPCC Estimate Detail Sheet 1.00 ea 486 4,872 1.00 ea 1,271 25.588 13200.020 Storege Tanks (Aluminum Chlorohydrate System) n 2230 Aluminum Chlorohydrate System - 775 gallon day tank n 2282 Aluminum Chlorohydrate System - 11,300 gallon tank 5,358.20 lea 5,358 26,859.42 lea 26,859 Labor Material ~___ Subcontract Equipment Other Total Item Description Ta keoH Dry ` Amount Amount Amount Name Amount Amount Unit Cost Amount 11926.000 Chemical Feed: Liquid Systems n 0060 Simplex, close-coupled, motor driven, 141gph@50 psi, 3/4 hp, with accessories-Sodium Hydroxide n 0060 Simplex, closecoupled, motor driven, 141gph@50 psi, 3l4 hp, with accessories-Sodium Bisulfate n 0060 Simplex, close-coupled, motor driven, 141gph@50 psi, 3l4 hp, with accessories-Aluminium Chlorhydrate n 0060 Simplex, close-coupled, motor driven, - 141 gph@50 psi, 3/4 hp, with a cce ssorie s-Fluoride n 0060 Simplex, close-coupled, motor driven, 141gph@50 psi, 3/4 hp, with accessories-Polymer n 0060 Simplex, close-coupled, motor driven, 141gph@50 psi, 3l4 hp, with accessoriesLitric Acid n 0060 Simplex, close-coupled, motor driven, 141gph@50 psi, 3l4 hp, with accessories-SODIUM PERMANGANATE 11926.000 Chemical Feed: Liquid Systems 1.00 Is 504.00 Labor hours 6.00 EA 1,352 18,000 4.00 EA 901 12,000 2.00 EA 451 6,000 a.oo EA sot 1z,ooo 2.00 EA 451 6,000 2.00 FA 451 6,000 2.00 EA 451 6,000 365 3,266.13 /EA 19,717 243 3,266.13 /EA 13,145 122 3,286.13 /EA 6,572 243 3,286.133/EA 13,145 122 3,286.13 /EA 6,572 122 3,286.13 /EA 6,572 122 3,286.13 IEA 6,572 29, 072 156, 000 4, 042 189,114.10 As 189,114 DNISION 11 EQUIPMENT 29,072 156,000 3,811 0 4,042 192,925 504.00 Labor hours DNISION 13 SPECIAL CONSTRUCTION 13200.000 Storage Tanks 9005 Vapor Neutralization Tank 1.00 ea 2,384 5.500 - - 7,884.00 lea 7,884 13200.000 Storage Tanks 2,384 5,500 7,884.00/ea 7,884 1.00 ea 13200.010 Storage Tanks (Chlorine System) n 2230 Chlorine System - 775 gallon day tank 1.00 ea 486 4,872 - - - 5,358.19 /ea 5,358 n 2260 Chlorine System - 6,700 gallon storage tank 1.00 ea 966 11,837 - - - 12,803.73 /ea 12,804 n 2284 Chlorine System - 16,000 gallon storage tank 2.00 ea 2,781 55,959 - - - 29,369.74 lea 58,739 13200.010 Storage Tanks (Chlorine 4,233 72,669 19,225.35/ea 76,901 System) 4.00 ea 70.554 Labor hours • RACE Classification Accuracy Range Upper Range X30%%, Lower Range -15 • • 0 184,198 0 DIVISION 13 SPECIAL CONSTRUCTION 173.14 La bor hours 15,111 169,086 0 0 4,042 377,122.61 /LS 377,123 44,184 325,086 3,811 6 CHEMICAL EQUIPMENT City Of Bozeman WTP Replacement Hyalite/Sourdough Plant 22 MGD Bozeman, MT 30% Design OPCC Estimate Detail Sheet ~~ Mar`zy Solutions® Labor Rate Table - 3rd Qtr 2010 Equipment Rate Table - 3rd Qtr 2010 City Index - 597-MT-BUTTE • • QNE COMPANY 10,084 10,084 5,358 12,890 18, 248 10,084.00 /ea f 0, 084.00 /ea 5,358.19 /ea 12,890.19 /ea 9,124.19 /ea 5,358 33,504 5,358.19 /ea 16,751.97 /ea Amount Amount Total Other Subcontract Material Equipment Labor Amount Unit Cost 16,108.81 /ea 12,954.04/ea 38,862 Amount 32, 218 Name Amount Amount 1,757 30,460 2,384 7 700 2, 384 7, 700 486 4,872 966 11,924 1, 452 16, 796 466 4,872 2,416 31,088 ?, 901 35, 961 Ta keon Qry 1.00 ea 1.00 ea 1.00 ea 1.00 ea 2.00 ea 1.644 /bcy 8,715 1.644/cy 8,715 1.00 LS 677.14 Labor hours 7 OPERATIONS BUILDING DNISION 02 SITE CONSTRUCTION 02200.500 EaRhwnrk, Structural Excavation n 0260 Excavating, bulk bank measure, 2 C.Y. capacity 5,300.00 bcy 3,391 - - 5,325 = 130 C.Y./hour, backhoe, hydraulic, crawler mounted, excluding truck loading 02200.500 Earthwork, Structural 3,391 5,325 Excavation 5,300.00 cy 64.24 Labor hours 32.12 Equipment hours • Page 26 9/15/2010 11:21 AM HDR-0BI, Ina. Estimate Report ESTIMATORS: SRBIGHH ESTIMATE VERSION: 1.3 Item Description 13200.020 Storage Tanks (Aluminum Chlorohydrate System) 2.00 ea 29.563 Labor hours 13200.030 Storage Tanks (Sodium Bisulfate System) 9005 Sodium Bisulfate System, Bulk Storage Tank - 3,500 Gal 13200.030 Storage Tanks (Sodium Bisulfate System) 1.00 ea 13200.040 Storage Tanks (Fluoride System) n 2230 Fluoride System- 775 gallon day tank n 2260 Fluodde System-6,900 gallon storage tank 13200.040 Storage Tanks (Fluoride System) 2.00 ea 24.511 Labor hours 13200.050 ~ Sto2ge Tanks (Sodium Hydroxide System) n 2230 Sodium Hydroxide System - 775 gallon day tank n 2280 Sodium Hydroxide System - 10,850 gallon tank 13200.050 Storage Tanks (Sodium Hydroxide System) 3.00 ea 48.511 Labor hours Page 27 9/15/2010 11:21 AM HDR-0BI, Inc. Estimate Report ESTIMATORS: SRB/GHH ESTIMATE VERSION: 1.3 City Of Bozeman WTP Replacement Hyalite/Sourdough Plant 22 MGD Bozeman, MT 30°/a Design OPCC Estimate Detail Sheet r `-"Other_=' Name Amount Amount Amount Amount Amount Takeoff Oty Amount Unit Cost Item Description 1,864 1,988 4,694 5,175 6,558 7,164 2.!151 /ecy 3.12 /ecy 9,870 5.97Poy 13,722 3, 853 22,438 7,243 0 0 - -- 15,194 _ ~ -~ 0 ~-- DIVISION 02 SITE CONSTRUCTION 135.54 Labor hours 127.18 Equipment hours ~~ Marxy Sol~stzons~ Labor Rate Table - 3rd Qtr 2010 Equipment Rate Table - 3rd Qtr 2010 City Index - 597-MT-BUTTE QNE COMPANY i `_ Labor , _ Material Subcontract Equipment .....,-.Total _~^ 02200.600 Earthwork, Structural Backrll, Native Material includes compaction n 1600 Backfill, bulk, 6" to 12" lifts, dozer backfilling 2,300.00 ecy n 1700 Backfill, bulk, 6" to 12" lifts, dozer backfilling, 2,300.00 ecy wmpaction with sheepsfoot roller 02200.600 Eanhwork, Structural Bac~ll, Native Material includes compaction 2, 300.00 cy 71.30 Labor hours 95.06 Equipment hours DNISION 03 CONCRETE 03002.100 Concrete Foundations n 3061 C.I.P. wncrete forms, foundation, edge, wood, over 12", 4 use, includes erecting, bracing, stripping and cleaning n 0605 Reinforcing steel, in place, FOUNDATIONS, tF3 to tF7, A615, grade 60, incl labor for accessories, excl material for accessories n 2005 Reinforcing steel, unload and son, add to base_FOUNDATIONS n 2211 Reinforcing steel, crane wst for handling, average, add_FOUNDATIONS - n 4652 Structural concrete, placing, foundations, pumped, over 6" thick, includes vibrating, excludes material n 0300 Struct FOUNDATION wncrete,ready mix,normal w1,4000 psi,inGudes local aggregate,sand,portland cement and water,delivered,excludes all additives n 0105 Concrete finishing, 0oors, manual screed, bull Float FOUNDATIONS n 0305 Concrete surtace treatment, curing, sprayed membrane compound FOUNDATIONS n 1005 Fill, gravel fill, compacted, under Floor slabs, alternate pricing method, 4" deep FOUND n 1135 Hauling, excavated borrow mateoal, loose cubic yards, 20 mile round trip, 0.4 loads/hour, 16.5 c.y. dump trailer, highway haulers, excludes loading 03002.100 Concrete Foundations 45.37 Labor hours 3.234 Equipment hours 03002.300 Concrete_Walls Exterior n 0500 C.I.P. wncrete farms, vrall, wood bulkhead with 2 piece keyway, 1 use, includes erecting, bracing, stopping and cleaning AACE Classification Accuracy Range Upper Range +30%% Lower Range -15%a% • ~ • 192.00 sfw 696 104 - 1.35 ton 1,116 1,202 - 1.35 ton 44 - - 11 1.35 ton 48 - - 12 12.00 ry 156 - - - ~ 57 12.00 ry - 1,701 - - 144.00 sf 34 - 1.44 csf 9 12 - 4.00 ery 76 102 - 5 4.00 Icy 27 - - 53 2,207 3,121 139 995.00 If 7,337 1,260 4.17 /sfca 800 1,718.44 /ton 2,320 40.68 /tan 55 44.22 /ton 60 17.77 /ry 213 141.74 /ry 1,701 0.24 /sf 34 14.31 /csi 21 45.70 /ecy 183 19.94 /Icy 80 5,466 8.64 /If 8,596 2,561 221 7, 516 40.682 /ton 2,691 44.22 /ton 2,925 32.87 /cy 13,378 Labor Amount ' Other '~ Equipment Subcontract 190,867 22,028 1,244 378 - 10,263 6,753 20,958 42,001 58,902 Amount 1,525.21 /ton 100,903 Amount 5.52 Isfca 212,895 0.63 llf 1,622 117.962 Ic. 10,263 9.461 /If 27,711 Name Amount Unit Cost Amount Amount Material Total Takeoff oty 38,584.00 sfw 1,953.00 If 87.00 c 2,929.00 If fi6.16 ton 66.16 ton 2,145 66.16 ton 2,332 - 546 594 3,594 407.00 ry 9,784 319.00 cy 6,971 30.00 cY 601 995.00 If 56 184.00 If 117 36 - 756.00 cY - 107,154 995.00 If 38,584.00 sf 19,292.00 sf 92.00 If 3,640.00 sfca 1,242 219 24,067 1,613 14,447 806 309,846 223,581 678 116 21,231 2,110 AACE Classification Accuracy Range 29.882 Icy 9,532 27.391 Icy ~ - 822 141.74 Icy 107,154 0.06 /If 56 1.47 /If 1,461 0.67 /sf 25,680 0.791 /sf 15,253 715.533/cy 540,943 8.64 llf 795 6.412 Isfca 23,341 0.83 /If 153 Item Description 03002.300 Concrete_ Walls Exterior n 2550 C.I.P. concrete forms, wall, job built, plywood, 8 to 16' high, 4 use, includes erecting, bracing, stripping and cleaning n 5200 Chamfer strip, wood, 3/4" wide n 1400 Tie cones, plastic, for coil tie system, for CIP wall forms, 1/2" bolt diameter x 1" setback length, includes material only n 3010 Waterstop, rubber, center bulb, 1/4" thick x 6" wide WALLS n 0700 Reinforcing Steel, in place, walls, #3 to #7, A615, grade 60, incl labor for accessories, excl material for accessories n 2020 Reinforoing steel, unload and son, add to base_WALLS n 2214 Reinforcing steel, crane cost for handling, average, add WALLS n 4950 Structural concrete, placing, walls, pumped, 8" thick, includes strike off 8 consolidation, excludes material n 5100 Structural concrete, placing, walls, pumped, 12" thick, includes stoke off 8 consolidation, excludes material n 5350 Structural concrete, placing, walls, pumped, 15" thick, includes stoke off 8 consolidation, excludes material n 0520 Struct WALLS concrete ready mix,normal wL4000 psi,includes local aggregate,sand,ponland cement and water,delivered,excludes all additives n 0210 Control joint, clean out control joint of debris_WALLS n 0366 Control joint, joint sealant, polyurethane, 1/4" x t l4" (308 LF/Gal) WALLS n 0020 Concrete finishing, walls, includes breaking lies and patching voids n 0050 Concrete finishing, walls, burlap rub with grout, includes breaking ties and patching voids 03002.300 Concrete Walls Exterior 756.00 cy 7,250.63 Labor hours 184.325 Equipment hours 03002.305 Concrete_Walls Exferior_Radius n 0500 C.I.P. concrete forms, wall, wood bulkhead with 2 piece keyway, 1 use, includes erecting, bracing, stripping and cleaning n 4150 C.I.P. concrete forms, wall, radial, smooth curved, job built pywood, to 8' high, 4 use, includes erecting, bracing, stripping and cleaning n 5200 Chamfer strip, wood, 3l4" wide Upper Range +30%,% Lower Range -15 • • Page 28 9/15/2010 11:21 AM HDR-0BI, Ine. Estimate Report ESTIMATORS: SRBIGHH ESTIMATE VERSION: 1.3 ONE ~QVIPANY • City Of Bozeman WTP Replacement Hyalite/Sourdough Plant 22 MGD Bozeman, MT 30% Design OPCC Estimate Detail Sheet Mctrzy Solutianse Labor Rate Table - 3rd Qtr 2010 Equipment Rate Table - 3rd Qtr 2010 City Index - 597-MT-BUTTE • AACE Classification Accuracy Range Upper Range +30%% Lower Range -15°/ • • ~~ 1Vl~tgzy Sol~stions0 qNE CQyIPANY Labor Rate Table - 3rd Qtr 2010 Equipment Rate Table - 3rd Qtr 2010 City Indez - 597-MT-BUTTE City Of Bozeman WTP Replacement Hyalite/Sourdough Plant 22 MGD Bozeman, MT 30% Design OPCC Estimate Detail Sheet Amount Amount 472 1,660 5,298 9,638 389 2,901 2,572 1,242 1,406 49 53 314 Amount Unit Cost Amount 49 53 546 648 Item Description 03002.305 Concrete Walls Exteridr Radius n 1400 Tie cones, plastic, for wil tie system, for CIP wall forms, 1/2" bolt diameter x 1" setback length, includes material only n 3010 Waterstop, rubber, center bulb, 1/4" thick x 6" wide WALLS n 0700 Reinforcing Steel, in place, walls, #3 to #7, A615, grade 60, incl labor for accessories, exG material for accessories n 2020 Reinforcing steel, unload and sort, add to base_WALLS n 2214 Reinforcing steel, crane cast for handling, average, add_WALLS n 5100 Structural concrete, placing, walls, pumped, 72" thick, includes strike off 8 consolidation, ' excludes material n 0520 Struct WALLS cancrete,ready mix,normal w1,4000 psi,includes local aggregate,sarid,Portland cement and water,delive red,excludes all additives n 0210 Control joint, clean out control joint of detiris_WALLS n 0366 Control joint, joint sealant, potyurelhane, tl4" x - 1l4" (308 LFIGaI)_WALLS n 0020 Concrete finishing, walls, includes breaking ties and patching voids n 0050 Concrete finishing, walls, burlap rub with grout, includes breaking ties and patching voids 03002.305 Concrete_Walls Exterior_Radius 68.00 cy 752.91 Labor hours 15.83 Equipment hours 03002.500 Concrere_Columns n 6650 C.I.P. concrete forms, column, square, plywood, 24" x 24", 4 use, includes erecting, bracing, stripping and cleaning n 0202 Ties, for coil tie system, for CIP column forms, 1/2", 600D#, 36", includes material only n 0250 Reinforcing Steel, in place, columns, #8 to #18, A615, grade 60, incl labor for accessories, excl material for accessories n 2030 Reinforcing steel, unload and sort, add to base_COLUMNS n 2216 Reinforcing steel, crane cost'for handling, average, add COLUMNS n' 0600 Structural concrete, placing, column, square or round, pumped, 24" thick, includes strike off 8 consolidation, excludes material n 0620 Struct COLUMNS concrete ready mix,normal wt,4000 psi,includes local aggregate,sand,portland cement and water,delivered,excludes all additives Amount 117.963 /c 472 9.461 /If 2,195 1,525.21 /ton 9,075 40.684 /ion 242 44.22 /ton - 263 29.882 /cy 2,032 141.74 /ry 9,638 0.06 Ai 5 1.47 /If 135 0.67 /sf 2,423 0.791 /5f 1,439 767.76/cy 52,207 Name 12 13 115 6.05 /sfca 3,290 642.99 /c 2,572 1,765.28 /ton 2,648 40.69 /ton 61 44.213 /ton 66 35.73 /cy 429 141.74 Icy 1,701 _Material L Labor. _ Subcontract Equipment Other Total Amount 31,981 19,578 535 3,777 193 210 1,466 5 115 2,270 1,363 20 152 76 12.00 cY - 1,701 Takeoff ory 4.00 c 232.00 If 5.95 ton 5.95 ton 5.95 ton 68.00 cY 68.00 ry 92.00 If 92.00 If 3,640.00 sf 1,820.00 sf 544.00 sfca 4.00 c 1.50 ton 1.50 ton 1.50 ton 12.00 ry Page 29 9/15/2010 11:21 AM HDR-0BI, Inc. Estimate Report ESTIMATORS: SRB/GHH ESTIMATE VERSION: 1.3 Amount 339 Amount 23 Amount 4, 898 6, 090 24,659 3,022 91,301 3,575 3,886 4,825 825 98,164 15,671 170,936 21,348 - 952 233 158 - 7,051 1,243 2,268 3,220 3,353 2,511 28,519 38,292 10,062 - 215,825 320,249 141.74 Icy 170,936 567,031 30, 957 470.18 /cy 252 1,913 19,927 Name Amount Amount Unit Cost Amount 910 990 5,757 0.67 /sf 362 11,129 3.49 /sfce 29,483 2.032 /sfca 3,847 1,718.43 /ton 169,465 40.682 Iton 4,485 44.22 Ilon 4,875 17.77 Icy 21,428 141 1,209 - 0.59 /sf 22,557 0.51 FlI 1,437 0.06 llf 156 1.47 Of 8,295 14.31 /csf 5,486 15.29 /sq 5,864 45.694 /ecy 68,723 19.94 /Icy - 29,969 • ~~ QNE CQVIPANY Many Solutions® Labor Rate Table - 3rd Qtr 2010 Equipment Rate Table - 3rd Qtr 2010 City Index - 597-MT-BUTTE • • City Of Bozeman WTP Replacement Hyalite/Sourdough Plant 22 MGD Bozeman, MT 30°/a Design OPCC Estimate Detail Sheet Page 30 9/15/2010 11:21 AM HDR-0BI, Ina. Estimate Report ESTIMATORS: SRBIGHH ESTIMATE VERSION: 1.3 ~ Labor Material Subcontract Equipment Other I Total t Item Description 03002.500 Concrete Columns n 0022 Concrete finishing, columns, includes breaking ties and patching voids 03002.500 Conerefe_Cofumns 112.17 Labor hours 3.381 Equipment hours Ta keof(Oy 544.00 si 8,451.24 sfca 1,892.94 sfca 110.26 ton 110.26 ton 110.26 ton 1,206.00 ry 1,206.00 ry 38,356.40 sf 2,825.28 I( 2,825.28 If 5,650.56 If 383.564 cs( 383.564 sq 1,504.00 ecy 1,504.00 Icy Concrefe_Slab on Grade C.I.P. concrete forms, slab on grade, edge, wood, 7" to 12" high, 4 use, includes erecting, bracing, stripping and cleaning C.I.P. concrete forms, bulkhead for slab on grade w/ keyway, up to 12", exp metal, includes erecting, bracing, stripping and cleaning Reinforcing Steel, in place, slab on grade, #3 to #7, A615, grade 60, incl labor for accessories, excl material for accessories Reinforcing steel, unload and son, add to base_SLAB ON GRADE Reinforcing steel, crane cest for handling, average, add SLAB ON GRADE Structural concrete, placing, slab on grade, pumped, over 6" thick, includes stoke off 8 consolidation, excludes material Struct SLAB ON GRADE concrete,ready mix,normal wt,4000 psi,inGudes local aggregate,sand,ponland cement and water,delivered,excludes all additives Concrete finishing, Floors, manual screed, bull Float, machine Float 8 steel trowel (walk-behind)_SOG Control joint, concrete 0oor slab, sawcut in green concrete, 1" depth SOG Control joint, clean out control joint of debris_SOG Control joint, joint sealant, polyurethane, 1/4" x 1 /4" (308 LF/Gal) SOG Concrete surface treatment, curing, sprayed membrane compound SOG Vapor Retarders, building paper, polyethylene vapor barrier, standard, .010" thick Fill, gravel fill, compacted, under Floor slabs, alternate pdcing method, 4" deep SOG Hauling, excavated borrow matenal, loose cubic yards, 20 mile round trip, 0.4 loads/hour, 16.5 c.y. dump trailer, highway haulers, excludes loading 03002.700 Concrete Slab on Grade ~ ~~1,206`00 cy ,a 4,487.02 Labor hours ;910.811 Equipment hours 03002.700 n 3050 n 9015 n 0600 n 2050 n 2220 n 4650 n 0720 n 0255 n 0122 n 0215 n 0367 n 0310 n 1200 n 1010 n 1136 AACE Classification Accuracy Range Upper Range +30%0~ Lower Range -15°/ °/ Subcontract 22.00 csf 22.00 csi 150.00 ea 514.01 If 2,056.00 sf 1,696.482 Ib 2,547.724 Ib 514.01 If 2,056.00 sf 2,056.00 sf 62.00 csf 62.00 csf 165.00 ea 385.92 If 173.96 Icsf 3,827 36.00 /csf ~ 792 6.00 /ea 900 2.473 /If 1,271 3.764 /sf 7,781 1.04 /Ib 1,763 1.15 /Ib 2,928 6.641 /If 3,413 11.13 /sf 22,676 0.96 /sf ` 1,972 23.114/5/ 47, 523 173.96 /csf 10,785 36.00 /csi 2,232 6.00 lea 990 2.47311( 954 - 792 - 900 508 709 4,185 3.153 816 947 1,507 1,421 1,601 1,812 12,061 10,815 - 1,972 24,506 22,521 3,827 496 54 443 10,785 382 532 2,232 990 40 AACE Classification Accuracy Range ~~ ( ONE COMPANY ~L1Yl~ SUlZlt1012S° Labor Rate Table - 3rd Qtr 2010 Equipment Rate Table - 3rd Qtr 2010 City Index - 597-MT-BUTTE City Of Bozeman WTP Replacement Hyalite/Sourdough Plant 22 MGD Bozeman, MT 30% Design OPCC Estimate Detail Sheet Page 31 9/15/2010 11:21 AM HDR-0BI, Inc. Estimate Report ESTIMATORS: SRB/GHH ESTIMATE VERSION: 1.3 Item Description Takeoff Oty Labor Amount Equipment Amount ~__ Other Amount Unit Cost Total 'Amount 9 Material Amount Amount Name DIVISION 03 CONCRETE 564,756 572,619 0 39,401 0 1,176,776 12,646.09 Lebor hours 1,117.561 Equipment hours DNISION Od MASONRY Concrete Masonry_8" Split Fece Scaffolding, steel tubular, regular, labor onty to erect 8 disman0e, building exterior, wall face, 6'-0" z 5' frames, 1 to 5 stories,.excl. planks Scaffolding, steel tubular, regular, renUmonlh only for complete system for taw of walls, 6' -4" x 5' frames, excl. planks Scaffolding, steel tubular, regular, accessory, plank, renUmo, 2" x 10" x 16' long Grout, bond beams and lintels, 8" deep, 8" thick, 0.20 C.F. per L.F., pumped, excludes blockwork Grout, concrete masonry unit (CMU) cores, 8" thick, 0.258 C.F.IS. F., pumped, excludes blockwark Masonry reinforcing bars, #5 and #6 reinforcing steel bars, placed horizontalty, ASTM A615 Masonry reinforcing bars, #5 end fib reinforcing steel bars, placed vertically, ASTM A615 Concrete block bond beam,normal weight,2000 psi,8"x8"x16",includes morta r,excludes scaffolding horizontal reinforcing,vertical reinforcing and grout Concrete block, decorative, split face or scored split face, 2000 psi, 8" x 8" x 16", excludes scaffolding, grout and reinforcing Concrete block, dewralive, split face or scored split face, 8" thick, for special deeper wlors, add 04220.008 Concrete Masoriry_8"Split Face 2, 056.00 s/ 533.371 Labor hours 27.114 Equipment hours Concrete Masonry_8" Regular Scaffolding, steel tubular, regular, labor only to erect & dismantle, building exterior, wall face, 6'~" x 5' frames, 1 to 5 stories, excl. planks Scaffolding, steel tubular, regular, renUmonlh ony for complete system for face of walls, 6' -4" x 5' frames, excl. planks Scaffolding, steel tubular, regular, awessory, plank, rerit/mo, 2" x 10" x 16' long Grout, bond beams and lintels, 8" deep, 8" thick, 0.20 C.F. per L.F., pumped, excludes blockwork 04220.008 n 0090 n 0906 n 2850 n 0020 n 0250 n 0020 n 0060 n 0130 n 6200 n 6500 04220.009 n 0090 n 0906 n 2650 n 0020 Upper Range +30 Lower Range -15%, • • • • I _Total Item Description Takeoff Qry Amount Amount 04220.009 Concrete Masonry_8" 60,043 51,307 DNISION Od MASONRY 1,834.14 Labor hours 101.594 Equipment hours 84,549 1,860 0 760,236 73,828 0 Labor_ Material Subcontract (Equipment ~r Other 04220.009 Concrete Masonry_8" Regular n 0250 Grout, concrete masonry unit (CMU) cores, 8" 6,146.00 sf 12.511 9,424 thick, 0.258 C.F./S.F., pumped, excludes blockwork n 0020 Masonry reinforcing bars, #5 and #6 reinforcing 1,275.23 Ib 613 711 steel bars, placed horizontally, ASTM A615 n 0060 Masonry reinforcing bars, #5 and #6 reinforcing 7,616.157 Ib 4,505 4,248 steel bars, placed verticaly, ASTM A615 n 0130 Concrete block,bond beam,normal wt:ight,2000 365.92 If 7,202 1,361 psi,8"x8"x16",includes mortar,excludes sceNolding,horizontal reinforcing,vertical reinforcing and grout n 0200 Cncr blck,eztrr,toold jots both sides,norml 6,146.00 sf 30,045 31,809 w1,2000 psi,8"8"16",incld moor and hrznt joint mfrc every other cours,excld sc0l,grout end vrtcl rnircn Regular. ~ y _ 6,146.00 5/ 1,300.765 Labor hours .74.481 Equipment hours Name Amount Amount Unit Cost Amount 1,323 - 3.784 /sf 23,259 1.324 8,752 2,563 1.04 !Ib 1.15 llb 6.641 /If 10.064 /sf 61,854 1,363 18.34 /sl 112,713 Amount 6,186 34, 209 6,166 34,209 5,839.00 sf 11,639 407,854 14, 231 423, 545 39.00 risr 2,591 15,691 15.50 ton 05120.000 Structural Steel n 1300 Structural steel project industrial buildings steel bearing,100-tan project,l story,a992 steel shop fabdceted,incl shop primer,bolted wnnections 05120.000 Stnrclural Steal 1.00 Is 96.724 Labor hours 19.225 Equipment hours 05505.000 Metal Fabrications n 0050 Stair, shop fabdcated, steel, 4'-0" W, incl pipe railing, stringers, grating treads w/ safety nosing, per riser n 0148 Floor grating, aluminum, 2-114" x 3/16" bearing bars (~ 1-3/16" O.C., cross bars ® 4" O.C., over 300 S.F., field fabricated from panels 05505.000 Metal Fabrications 1.00 Is 228.45 Labor hours 57.112 Equipment hours 05522.000 Aluminum Railings DNISION OS METALS 78,492 420,434 209 940 474.15 /risr 72.004 Isf 1,150 438, 925.31 /Is 438, 925 2,326 2,326 2,756.17 Icon 42, 720.61 /Is 42,721 42, 721 ~~ Mrtgzy Solutions® Labor Rate Table - 3rd Qtr 2010 Equipment Rate Table - 3rd Qtr 2010 City Index - 597-MT-BUTTE • ONE COMPANY • City Of Bozeman WTP Replacement Hyalite/Sourdough Plant 22 MGD Bozeman, MT 30°/a Design OPCC Estimate Detail Sheet Page 32 9/15/2010 11:21 AM HDR-0B1, Ina. Estimate Report ESTIMATORS: SRB/GHH ESTIMATE VERSION: 1.3 Item Description Name Amount Unit Cost 88.93 of 2fo.lsonr DNISION OB DOORS 8 WINDOWS 0 22,308 467,271 0 3,628 231.984 lea 463.824 /ea 617.55 lea 1a.a2 nr 76.92 /pr 15.23 /ea 2, 718.451/ea 1,739 5,694 1,637 16,453 3,050 21,035 762 457 4,500 528 66 7,715 48,203 535 1.553 City Index - 597-INT-BUTTE 05522.000 Aluminum Railings n 0210 Railing, Pipe, aluminum, clear finish, 3 roils, 3'-0" high, posts Q 5' O.C., 1-1/2" dia, shop fabricated , 05522.000 Aluminum Railings 55.00 /I 30.37 Labor hours 7.591 Equipment hours 08110.030 Metal Doors 8 Frames (3070) n 1000 Frames, steel, knock down, hollow metal, single, 16 ga., up to 4-7/8" deep, 7'-0" h x 3'-0" w Doors, cemmercial, steel, Oush, full panel, hollow core, hollow metal, 18 ga., 3'-0" x 7'-0" x 1-314"thick Door hardware, panic device, narcow stile, monise bar, exit ony Thresholds, aluminum, 3' long door saddles Door hardware, hinges, full monise, high frequency, brass base, U510, 4-1/2" x 4-1/2" .Paints 8 Coatings, exterior, door 8 frame, one side, Bush, 1 coat, 3' x 7' 08110.030 Metal Doors 8 Frames (3070) 39.00 ea 191.56 Labor hours Metal Doors 8 Frames (6070) Frames, steel, knock down, hollow metal, 14 gauge, up to 5-3/4" D, 7'-0" H, 6'-0" W, double Doors, commercial, steel, Flush, full panel, hollow core, hollow metal, 18 ga., 3'-0" x 7'-0" x 1-3/4" thick Door hardware, panic device, narrow stile, monise bar, exit ony Thresholds, aluminum, 3' long door saddles Door hardware, hinges, full monise, high rrequenry, brass base, US10, 4-1/2" x 4-1/2" Paints 8 Coatings, extenor, door & frame, one side, Oush, 1 coat, 3' x 7' 08110.060 Metal Doors 8 Frames (6070) 9.00 ea 82.412 Labor hours • 3,293 21,173 39.00 ea 39.00 ea 39.00 ea 117.00 Ii 58.50 pr 39.00 ea 9.00 ea 18.00 ea 18.00 ea 54.00 If 27.00 pr 18.00 ea 755 7,593 1,408 9.708 352 211 2,077 244 31 AACE Classification Accuracy Range 493,207 n n 1120 n 3000 n 0011 n 1430 n 1200 08110.060 n 3620 n 1120 n 3000 n 0011 n 1430 1200 Upper Range +30 % °/ • • DIVISION OS METALS 354.94 Labor hours 83.93 Equipment hours Amount 153 153 Subcontract I Equipment r Other Amount Amount 7,433 18,089 24,084 1,219 4,500 594 55, 919 2,088 8,349 11,116 563 2,077 274 24,466 ~i City Of Bozeman WTP Replacement Hyalite/Sourdough Plant 22 MGD Bozeman, MT 30°/a Design OPCC Estimate Detail Sheet Ta keoH Oty 130.00 If Labor Amount 1,892 9,516 1,892 9,516 Material Total 190.58 /ea 463.624 /ea 617.55 /ea 1o.az nr 76.92 Ipr 15.23 /ea 1,433.812/ea Lower Range -15%% C)NE CQMPANY Mur~~q Solutionsa Page 33 9/15/2010 11:21 AM HDR-0BI, Inc. Estimate Report ESTIMATORS: SRB/GHH ESTIMATE VERSION: 1.3 Labor Rate Table - 3rd Qtr 2010 Equipment Rate Table - 3rd Qtr 2010 Amount 11,561 11,561 (Equipment i Other Amount Unit Cost Amount 2.52 /sf 35,346 35,345.82 As 35,346 689.793 /ea 9,657 • ~z Takeoff Oty 1.00 ea 2.00 ea 1.00 ea 4.00 ea 202.40 sf 48.00 sf 6.00 ea • Page 34 9/15/2010 11:21 AM HDR-081, Inc. Estimate Report ESTIMATORS: SRBIGHH ESTIMATE VERSION: 1.3 1,731.76 /ea 1,732 2.257.87 /ea 4,516 3,063.45 /ea 3,063 1,132.75 /ea 4,531 3.460.49/ea 13,842 Material Amount Amount 503 1,228 1,150 3,365 671 2,392 644 3,887 2,969 10,873 Amount 90,016 0 DNISION 08 DOORS 8 WINDOWS 15,457 371.672 Labor hours DNISION 09 FINISHES 14,028.00 sf 23,871 11,475 23,871 11,475 09250.000 Gypsum Board n 4200 Partition wall, interior, standard, taped both sides,installed 8 Incl. 25 ga, nlb metal studs, 3-5/8" wide, 24" o.c., 8' 12' high, 5/8" gypsum drywall 09250.000 Gypsum Board 1.00 Is 623.404 Labor hours 11,475 0 DNISION 09 FINISHES 23,671 623.404 Labor hours DNISION 10 SPECIALTIES n 1700 Toilet cubicles, Floor mounted, painted metal 14.00 ea 10162.000 Metal Toilets Partitions 1,515 8,142 AACE Classification Accuracy Range Upper Range +30 % % Lower Range -15%% Subcontract Amount Name QNE COMPANY Mdny S!)12Lt20Y2S° City Of Bozeman WTP Replacement Hyalite/Sourdough Plant 22 MGD Bozeman, MT 30% Design OPCC Estimate Detail Sheet 817 3,664 194 869 469 5,234 1,480 9,767 Labor Labor Rate Table - 3rd Qtr 2070 Equipment Rate Table - 3rd Qtr 2010 City Index - 597-MT-BUTTE Item Description 08332.000 Steel Rolling Overhead Doors n 0050 Doors, rolling service, steel, manual, 20 gauge, 8' x 10' high, incl. hardware n 0100 Doors, rolling service, steel, manual, 20 gauge, 10' x 10' high, incl. hardware n 0300 Doors, rolling service, steel, manual, 20 gauge, 12' x 10' high, incl. hardware n 4500 Doors, rolling service, steel, manual, motor operators for, to 14' x 14' opening 08332.000 Steel Rolling Overhead Doors 4.00 ea 58.990 Lobar hours 08525.000 Aluminum HSndows n 0500 Storefront Systems, aluminum frame, commercial grade, clear 3l8" plate glass, wall height to 12' high n 0500 Storefront Systems, aluminum frame, commercial grade, clear 3l8" plate glass, 3' x 7' door with hardware, 400 SF max wall, wall height to 12' high 0290 Windows, fiberglass single hung, 48" x 80", including grill, low E 08525.000 Aluminum lMndows 11.00 ea 38.710 Lobar hours Total 22.14 /sf 4,481 22.14 /sf 1,063 950.52 /ea _ , 5,703 1,022.412/ea 11,247 0 105,473 0 35,346 0 0 Item Description 10162.000 Metal Toilets Partitions n 6800 Urinal screen, vrall hung, bracket supponed, powder coated steel 10162.000 Metal Toilets Partitions 1.00 Is 35.20 Labor hours 10800.000 Toilet, Bath 8 Laundry Accessories n 1100 Toilet Accessories, greb bars, straight, stainless steel, 36" long 1105 Toilet accessories, grab bars, straight, stainless steel, 42" long 10800.000 Toilet, Beth & Laundry Accessories 1.00 Is 2.40 Labor hours n 25,000 1.00 Is 25, 000 3.00 ea 2.00 ea 568 4,239 461 739 1.00 Is 0 31,007 0 DNISION 11 EQUIPMENT 1,029 4,978 25,000 20.00 Labor hours 77.00 If 2,754 17,681 1.00 Is 93.280 Labor hours • ~~ Mctrzy Solutionsa QNE CQVIPANY Labor Rate Table - 3rd Qtr 2010 . Equipment Rate Table - 3rd Qtr 2010 City Index - 597-IVIT-BUTTE Takeoff Oty 2.00 ea Amount 152 Amount 663 57 113 3.00 ea 57 122 3.00 ea 114 235 Name Amount Amount Total Subcontract ~ Labor_ Material Equipment Other 1,667 8,805 Amount Amount Unit Cost 815 f 0, 472 407.32 /ea 10,471.73 As 169 179 348 56.45 /ea 59.71 /ea 348.47 As DIVISION 10 SPECIALTIES 1,761 Laboratory Equipment Laboratory Equipment Allowance 11601.000 Laboratory Equipment 11999.000 Appliances 6799 Refrigerator, energy star qualified, 21.7 CF, maximum 3100 Dishwasher, built-in, energy-star qualified, minimum 11999.000 Appliances 9,040 0 20.00 Labor hours 12346.100 Kitchen Casework (Wood) ` n 3600 Casework, kitchen base cabinets, metal, maximum n 0100 Solid Surface Countertops, acrylic polymer 12346.100 Kitchen Casework (Wood) 77.00 If 2,459 4,656 5,212 22,337 265.39 /If 20,435 s2.3sa nr 7,11a 27,549.38 As 27,549 City Of Bozeman WTP Replacement Hyalite/Sourdough Plant 22 MGD Bozeman, MT 30°/a Design OPCC Estimate Detail Sheet DNISION 12 FURNISHINGS AACE Classification Accuracy Range Upper Range +30 % °/ Lower Range -15 • • - 0 10,820 25,000.00 /Is 1,602.533 /ea 599.93 /ea 6, 007.46 //s 0 11601.000 Page 35 9/15/2010 11:21 AM HDR-0BI, Inc. Estimate Report ESTIMATORS: SRBIGHH ESTIMATE VERSION: 1.3 1,029 4,978 25,000 25, 000 4,808 1,200 6,007 Ir Total Subcontract Equipment • Amount Amount Name Amount Unit Cost Amount ~, Labor_ Material Takeoff Oty Amount Amount 0 5,212 22,337 187,899 736,964 43,965.00 sf 187,899 738,964 0 0 27,549 23.513 /sf 1,033,761 106,898 106,898 23.513/s/ 1,033,761 106,998 0 1,033,761 187,899 DIVISION 13 SPECIAL CONSTRUCTION 3,372.56 Labor hours 481.86 Equipment hours 739,964 0 DNISION 14 CONVEYING SYSTEMS 300.00 If 7,423 18,208 300.00 If 1.00 ea 3,242 7,011 3,936 50,546 1,494 0 85,859 6,601 DNISION 14 CONVEYING SYSTEMS 154.401 Labor hours 22.201 Equipment hours 75,765 0 6.00 ea 6.00 ea 4.00 ea 15440.000 Plumbing Fixtures 8 Equipment 0400 Water Goset, tank ype, vitreous china, wall - hung, close coupled, two piece, includes seat, supply pipe with stop 0960 Water closet, tank type, vitreous china, wall hung, rough-in, supply, waste, vent and carrier 0680 Lavatory, vanity top, porcelain enamel on wst iron, white, oval, 20" x 17", includes trim 7,211 1,205 1,201.823 lea 301.34 lea 14305.000 Bridge Cranes n 1560 Structural steel member, 100-ton project, 1 to 2 story building, W12x50, A992 steel, shop fabricated, incl shop primer, bolted connections 0210 Crane Rail, box beam bridge, running track ony, 104 Ib per yard, 20' piece, excl. equipment 0500 Overhead Bridge Cranes, under hung hoist, electric operating, 2 girder, 2 ton, 45' span 14305.000 Bridge Crenes 1.00 ea 154.401 Labor hours 22.201 Equipment hours DNISION 15 MECHANICAL 1,494 710 274 509 67.804 /If 35.091 /If 54,990.65 /ea 85, 859.29 /ea 20,341 54,991 85, 859 10,527 8, 601 75, 765 747.842 /ea 4,487 1,642 5,569 467 738 846 3,641 Other Item Description • Page 36 9/15/2010 11:21 AM HDR-0BI, Inc. Estimate Report ESTIMATORS: SRBIGHH ESTIMATE VERSION: 1.3 ~~ Magzy Solutions® Labor Rate Table - 3rd Gltr 2010 Equipment Rate Table - 3rd Qtr 2010 City Index - 597-MT-BUTTE QNE COMPANY • City Of Bozeman WTP Replacement Hyalite/Sourdough Plant 22 MGD Bozeman, MT 30% Design OPCC Estimate Detail Sheet DNISION 12 FURNISHINGS 13121.000 Metal Building Systems n 0900 PEMB,clear span,30 psf roof and 20 psf wind Ioad,150'w x 150' I x 15'h,incl SSMR,excl Hngs,slab,anchr bolts 13121.000 Metal Building Systems 43, 965.00 s/ 3,372.56 Lobar hours 481.86 Equipment hours ~z ~ Labor Rate Table - 3rd Qtr 2010 Equipment Rate Table - 3rd Qtr 2010 City Index - 597-MT-BUTTE City Of Bozeman WTP Replacement Hyalite/Sourdough Plant 22 MGD Bozeman, MT 30% Design OPCC Estimate Detail Sheet QNE CQVIPANY Md~y Shcut20n5° Page 37 9/15/2010 11:21 AM HDR-0BI, Inc. Estimate Report ESTIMATORS: SRB/GHH ESTIMATE VERSION: 1.3 Material Labor Other ~' Equipment Subcontract Amount Amount Unit Cost Amount 710 2,453 1,096 1,018 879 1,200 Name Takeoff Oty 1.00 ea 2.00 ea 2.00 ea 2.00 ea 1.00 ea 1.00 ea 93 617 311 2,142 498 598 528 490 170 709 455 745 5, 010 15, 249 710.46 /ea 1,226.63 lea 3,097.50 /ton 154,875 tsa,67s.oons 154,a7s 20, 259 547.86 /ea 508.76 /ea 876.67 /ea 1,200.09 /ea 1,266.191/ea Amount Amount Amount 50.00 ton - - 154,875 154, 875 Total 5.00 ea 1.00 Is 14,687 79,205 2,455,956 14, 687 79, 205 2, 455, 956 1,981 19,174.62 /ea 95,873 2,455,956.31 /Is 2,455,956 1,981 2,551, 829.39 As 2,551,829 Upper Range *30%°/ Lower Range -15%% • • Item Description 15440.000 Plumbing Fixtures 8 Equipment n 4240 Lavatory, wall hung, porcelain enamel on cast iron, white, single bowl, 22" x 19", includes trim n 3300 Sink, kitchen,.counter1op style, stainless steel, self rimming, double bowl, 43" x 22", includes faucet and drain n 3100 Urinal, wall hung, vitreous china, with hanger 8 self-closing valve, siphon jet type n 3300 Urinal, wall hung, rough-in, supply, waste and vent n 6650 Sink, service, Floor, porcelain enamel on cast iron, corner, 26" x 28", includes faucet and drain n 6790 Sink, service, floor, rough-in, supply, waste and vent 15440.000 Plumbing Fixtures 8 Equipment 16.00 ea 107.311 Labor hours 15605.000 HVAC: Equipment 0025 HVAC System 15605.000 HVAC: Equipment 1.00 Is DNISION 15 MECHANICAL 5,010 15,249 154,875 0 0 175,134 107.311 Labor hours 7 OPERATIONS BUILDING 927,715 2,081,541 179,875 188,475 0 78.37/SF 3,357,607 43,965.00 SF 19,752.92 Labor hours 1,934.34 Equipment hours 8 ELECTRICAL DNISION 16 ELECTRICAL 16010.000 Electrical: Basic Requirements 1240 Variable frequency drives, customengineered, 460 volt, 150 motor size 0001 Electrical Work 16010.000 Electrical: Basic Requirements 1.00 Is 265.714 Labor hours 57.143 Equipment hours AACE Classification Accuracy Range • • QNE GQIYIPANY • City Of Bozeman WTP Replacement Hyalite/Sourdough Plant 22 MGD Bozeman, MT 30°/a Design OPCC Estimate Detail Sheet • Page 38 9/15/2010 11:21 AM HDR-0BI, Inc. Estimate Report ESTIMATORS: SRB/GHH ESTIMATE VERSION: 1.3 ~~ Ma~z,y Solzstions® Labor Rate Table - 3rd Qtr 2010 Equipment Rate Table - 3rd Qtr 2010 City Index - 597-MT-BUTTE 1, 590, 942 13440.000 Instrumentation Ior Process Control: Basic Requirements 1.00 Is 1, 590,942.f0/Is 1,590,942 0 1,590,942 0 0 DIVISION 13 SPECIAL CONSTRUCTION 0 1,590,942 0 1,590,942.10/LS 1,590,942 0 0 0 1,590,942 9CONTROLS 0001 Instrumentation and Controls 1.00 Is - 1,590,942 1,590,942.10 /Is 1,590,942 1.00 LS !_ _Labor_ ~' r Material ____Subcontract 'Equipment ~ Other Total_ Item Description Takeoff Oty Amount Amount Amount Name Amount Amount Unit Cost Amount DIVISION 16 ELECTRICAL 14,697 79,205 2,455,956 1,991 0 2,551,929 295.714 Labor hours 57.143 Equipment hours 8 ELECTRICAL 14,687 79,205 2,455,956 1,981 0 2,551,829.39 /LS 2,551,829 1.00 LS 295.714 Labor hours 57.143 Equipment hours 9 CONTROLS DNISION 13 SPECIAL CONSTRUCTION 13440.000 fnsfrvmentation Ior Process Control: Basic Requirements RACE Classi£cation Accuracy Range Upper Range +30%% Lower Range -15 ~~ ONE COMPANY MllYl~ SOl?drt107tS° Labor Rate Table - 3rd Qtr 2010 Equipment Rate Table - 3rd Qtr 2010 City Index - 597-MT-BUTTE City Of Bozeman WTP Replacement Hyalite/Sourdough Plant 22 MGD Bozeman, MT 30% Design OPCC Estimate Detail Sheet Page 39A 9/15/2010 11:21 AM HOR-0BI, Inc. Estimate Report ESTIMATORS: SRBlGHH ESTIMATE VERSION: 1.3 Estimate Totals Description Amount Totals_ Hours Labor 3,890,257 65,666.343 hrs Material 9,084,020 Subcontract 5,364,707 Equipment 1,092,312 Other 10,131 Rate Direct Cost - Subtotal 19,441,427 Contractor's Fld Ovhd & Mob 1,360,900 Field Const Cost - Subtotal 20,802,327 Contractor's Fee 2,080,233 Contractor's Bonds & Insurance 343,238 Undefined SOW(Contingency) 4,645,160 Subtotal 27,870,958 Escal Mid-Pnt Const (02-26-12) 733,006 Subtotal 733,006 28,603,964 7.000 10.000 1.500 20.000 2.630 %. Sales Tax 286,040 1.000 Total OPCC Contractor Bid Owner Furnished PALL Equip 5,558,300 Total OPCC Project Const Cost Engineering and Administration 6,425,800 TOTAL PROJECT COST 28,890,004 34,448,304 40,874,104 AACE Classification Accuracy Range • • Upper Range +30 % % Lower Range -15% V !~v ~ 1 t ~ y~.\ ~ L ~~1 y }). ti ~, `\~ ~\ ~ V al\o \\ :.`. ~~ m~ MORRISON -` ~~ McUER1E,nL • City of Bozeman Hyalite/Sourdough Water Treatment Plant Replacement Project Appendix C. Environmental Checklist Prepared by: James Nickelson Reviewed by: Nathan Kuhl Date: August 31, 2010 • • Bozeman Hyalite/Sourdough WTP Replacement Project Page C-1 As the engineer that prepared the preliminary engineering report, I James Nickelson have reviewed the information presented in this checklist and believe that it accurately identifies the environmental resources in the area and the potential impacts that the project could have on those resources. In addition, the required state and federal agencies were provided with the required information about the project and requested to provide comments on the proposed public facility project. Their comments have been incorporated into and attached to the Preliminary Engineering Report. Engineer' Sig ature: Date: ~ 3 I ~ o ~_.-~.! UNIFORM ENVIRONMENTAL CHECKLIST Key Letter: N - No Impact/Not Applicable B - Potentially Beneficial A - Potentially Adverse P - Approval/Permits Required M - Mitigation Required PHYSICAL;ENVIRONMENT • 1. Soil Suitability, Topographic and/or Geologic Constraints (e.g., soil slump, steep slopes, subsidence, seismic activity) Comments and Source of Information: Site is suitable. 2010 Geotechnical Investigation by SK Geotechnical Key N 2. Hazardous Facilities (e.g., power lines, EPA hazardous waste sites, acceptable distance from explosive and flammable hazards including chemical/petrochemical storage tanks, underground fuel storage tanks, and related facilities such as natural gas storage facilities & propane storage tanks) Key N • Comments and Source of Information: No known hazardous facilities. 2005 Water Facility Plan Ke r~ M 3. Effects of Project on Surrounding Air Quality or Any Kind of Effects of Existing Air Quality on Project (e.g., dust, odors, emissions) Comments and Source of Information: No long term impact on air quality with project. Short term air quality will be mitigated by utilizing dust control practices during construction. 2005 Water Facility Plan 4. Groundwater Resources & Aquifers (e.g., quantity, quality, distribution, depth to groundwater, sole source aquifers) Comments and Source oflnformation: Discharge permit will be required for septic/drainfield. Key P 5. Surface WaterlWater Quality, Quantity & Distribution (e.g., streams, lakes, storm runoff, irrigation systems, canals) Comments and Source of Information: Permits required for construction storm water and for surface water discharge of process water. Key P N: \2105\057\Does\Funding Agency\Bozeman WTP UNIFORM ENVIRONMENTAL CHECKLIST . C~OCX • 6. Floodplains & Floodplain Management (Identify any floodplains within one mile of the boundary of the project.) ' Key P Comments and Source of lnformation: Permit required for Sourdough Intake construction. Water Treatment Plant not in a floodplain. FEMA maps. 7.Wetlands Protection (Identify any wetlands within one mile of the boundary of the project.) Comments and Source of Information: Wetland permitting required for Sourdough Intake construction. No jurisdictional wetlands within construction limits at Water Treatment Plant site. Morrison Maierle Wetland Delineation Report, July 2009. 8.Agricultural Lands, Production, & Farmland Protection (e.g., grazing, forestry, cropland, prime or unique agricultural lands) (Identify any prime or important farm ground or forest lands within one mile of the boundary of the project.) Key P Key N Comments and Source of lnformation: With the exception of non-irrigated grass hay land owned by the City of Bozeman, there will be no impacts on farm or forest lands. 9. Vegetation ~ Wildlife Species & Habitats, Including Fish (e.g., terrestrial, avian and aquatic life and habitats) Comments and Source of lnformation: Based on TownshiplRange search, no plant species of concern or potential concern are listed on Montana Natural Heritage Program site. The site lists 10 animal species of concern and 2 potential animal species of concern. Change in Sourdough Intake will reduce fish entrainment in water pipeline which will help the Cutthroat Trout which are listed as a species of concern. Montana Natural Heritage Program data Key B 10.Unique, Endangered, Fragile, or Limited Environmental Resources, Including Endangered Species (e.g., plants, fish or wildlife) Comments and Source of Information: The Montana Fish, Wildlife and Parks department lists three listed endangered species including the Ute Ladies' Tresses, the Canada Lynx and the Grizzly Bear. The project is not anticipated to directly impact the habitat of any of these species. Montana Fish, Wildlife and Parks Department. 11.Unique Natural Features (e.g., geologic features) Comments and Source of Information: There are no unique natural features that would be impacted by project. 12.Access to, and Quality of, Recreational & Wilderness Activities, Public Lands and Waterways (including Federally Designated Wild 8~ Scenic Rivers), and Public Open Space Comments and Source of Information: Short term impacts to recreational access to Sourdough Canyon will occur during the construction of the intake. Construction will be coordinated to minimize impacts. Key N Key N Key A N: \2105\057\Docs\Funding Agency\Bozeman WTP UNIFORM ENVIRONMENTAL CHECKLIST . C1OCX • • .HUMAN IP.OPUL~dTION~ 7. Visual Quality - Coherence, Diversity, Compatibility of Use and Scale, Aesthetics P Comments and Source of Information: Water Treatment Building is subject to provisions of the Hyalite Zoning District and will require a land use permit that addresses these items. Gallatin County Planning Documents 2.Nuisances (e.g., glare, fumes) N Comments and Source of Information: Building materials will be selected to limit glare. Project is not anticipated to produce any fumes. Preliminary Design Report 3.Noise - suitable separation between noise sensitive activities (such as residential areas) and major noise sources (aircraft, highways 8~ railroads) Comments and Source of Information: Project will generate minimal noise. Preliminary Design Report Key Key Key N 4. Historic Properties, Cultural, and Archaeological Resources Comments and Source of Information: No known resources are in the project site limits. Area has either been previously disturbed through water plant construction or agricultural operations. Key N • 5. Changes in Demographic (population) Characteristics (e.g., quantity, distribution, density) Comments and Source of Information: This project will not directly change demographic characteristics. Providing an adequate supply of water to the City of Bozeman will allow for the continued growth of the City. 2005 Water Facility Plan Key N Key N Key N Key N • 6.Environmental Justice - (Does the project avoid placing lower income households in areas where environmental degradation has occurred, such as adjacent to Brownfield sites?) Comments and Source of Information: Project has no direct impact on lower income households. 7.General Housing Conditions - Quality, Quantity, Affordability Comments and Source of Information: Project has no direct impact on general housing conditions. 8.Displacement or Relocation of Businesses or Residents Comments and Source of Information: Project will not displace businesses or residents. N: \2105\057 \Docs\Funding Agency\Bozeman WTP QNIFORM ENVIRONMENTAL CHECKLIST . C~OCX • 9.Public Health and Safety Comments and Source of Information: Project will provide water for both domestic use and fire protection. 2005 Water Facility Plan 10. Lead Based Paint and/or Asbestos Comments and Source of Information: There is no known lead based paint or asbestos at the water treatment plant site. City staff 11.Local Employment 8~ Income Patterns - Quantity and Distribution of Employment, Economic Impact Comments and Source of Informafion: The supply of water to the community provides continued opportunity for economic development. City of Bozeman Planning Documents 12.Local & State Tax Base & Revenues Comments and Source of Information: The supply of water to the community provides continued opportunity for economic development which generates a larger tax base. City of Bozeman Planning Documents 13.Educational Facilities - Schools, Colleges, Universities Comments and Source of Information: The water treatment plant expansion will provide water for the anticipated expansion of the community's education facilities. 2005 Water Facility Plan 14.Commercial and Industrial Facilities - Production 8 Activity, Growth or Decline Comments and Source of Information: The water treatment plant expansion will provide water for the potential growth of commercial and industrial facilities. 2005 Water Facility Plan Key B Key N B Key B Key B Key B 15.Health Care - Medical Services Comments and Source of Information: The expansion of the water treatment facility will provide water to serve the health care industry. 2005 Water Facility Plan 16.Social Services - Governmental Services (e.g., demand on), Comments and Source of Information: No significant impact is anticipated. 17.Social Structures 8~ Mores (Standards of Social Conduct/Social Conventions) Comments and Source of Information: No significant impact is anticipated. Key B Key N Key N N:\2105\057\Dots\Funding Agency\Bozeman WTP UNIFORM ENVIRONMENTAL CHECKLIST.C~OCX • • • 18. Land Use Compatibility (e.g., growth, land use change, development activity, adjacent land uses and potential conflicts) Comments and Source of Information: The project will be constructed on the current water treatment plant property and is subject to zoning requirements. Gallatin County Planning Documents Key N 19.Energy Resources - Consumption and Conservation A Comments and Source of Information: Additional energy resources will be required to operate the new water treatment plant; however, the energy utility can provide the required resources. 2005 Water Facility Plan 20.Solid Waste Management A Comments and Source of Information: The new water treatment plant will produce dewatered sludge which will likely be disposed of at the Gallatin County Landfill; however, the landfill is permitted for this use and has capacity to take the sludge. 2005 Water Facility Plan Key Key 21. Wastewater Treatment - Sewage System Key P Comments and Source of Information: A permit will be required for a new septic/drainfield system at the water treatment plant site. 2005 Water Facility Plan 22. Storm Water-Surface Drainage Comments and Source of Information: A permit will be required for handling storm water during construction. Future storm water runoff will be limited to pre-development levels per the city of Bozeman Design Standards. City of Bozeman Design Standards . Key P 23. Community Water Supply Comments and Source of Information: The project will provide additional capacity to the City of Bowman's water supply system and requires permitting through MDEQ. 2005 Water Facility Plan Key BIP 24. Public Safety - Police N Comments and Source of Information: No impact is anticipated. Key 25. Fire Protection - Hazards Key B r Comments and Source of Information: The project will provide additional capacity to the City of Bowman's water supply system which will provide water for fire protection purposes. Fire protection requirements are being provided as required by the Sourdough Fire Department. 2005 Water Facility Plan and communication with Fire Department N:\2105\057\Dots\Funding Agency\Bozeman WTP UNIFORM ENVIRONMENTAL CHECKLIST.C~OCX Key P 26.Emergency Medical Services N Comments and Source of lnformation: No impact is anticipated. 27.Parks, Playgrounds, & Open Space N Comments and Source of Information: No impact is anticipated. 28.Cultural Facilities, Cultural Uniqueness 8 Diversity N Comments and Source of Information: No impact is anticipated. Key Key Key 29. Transportation Networks and Traffic Flow Conflicts (e.g., rail; auto including local traffic; airport runway clear zones - avoidance of incompatible land use in airport runway clear zones) Key N Comments and Source of Information: No impacts are anticipated. 30. Consistency with Local Ordinances, Resolutions, or Plans (e.g., conformance with local comprehensive plans, zoning, or capital improvement plans) Comments and Source of lnformation: A County land use permit will be required to assure compliance with zoning. The project is part of the City's capital improvement plan. Gallatin County Planning Documents, City of Bozeman CIP 31. Is There a Regulatory Action on Private Property Rights as a Result of this Project? (consider options that reduce, minimize, or eliminate the regulation of private property rights.) Comments and Source of.lnformation: There is no regulatory action on private property rights as a result of this project. Key N N:\2105\057 \Docs \Funding Agency\Bozeman WTP UNIFORM ENVIRONMENTAL CHECKLIST. C~OCX • 0 ijr; )` • ,,, 0 ~: `t .-~ .~1.y '` ~' ~~ ` `~ S ~ 1 . i .\ (~ `~, `~ \ ~. ~' r, i ;} a n t :~ V I, Z ,~] 1{ ' Y f i a ' 1 i; li .y 1 S 3 } i ~1 J ii :r 0 r 1 (1 i 1 f • t . .f r i • ~~ ~ MORRISON ~~~ MrUERLE, tic City of Bozeman Hyalite/Sourdough Water Treatment Plant Replacement Project Appendix D. Drawings D-1 - WTP Building Exterior Isometric View D-2 WTP Building Exterior Isometric View D-3 WTP Building Exterior Isometric View • • Bozeman Hyalite/Sourdough WTP Replacement Project Page D-1 .--' ` , _.--- ~ CITY OF BOZEMAN - HYALITE / SOURDOUGH WATER TREATMENT PLANT REPLACEMENT PRELIMINARY DESIGN PRELIMINARY WTP BUILDING ISOMETRIC VIEW DATE August, 2010 FIGURE D-1 ~ MORRISON MAIERLE, ~xc. ~~.a.~,. ~Z ~~.~...~►,d • • • .~ ~..:d"- CITY OF BOZEMAN - HYALITE / SOURDOUGH WATER TREATMENT PLANT REPLACEMENT PRELIMINARY DESIGN PRELIMINARY WTP BUILDING ISOMETRIC VIEW DATE August, 2010 FIGURE D-2 ~~ ~-~ MORRISON ~~ MAIERLE, iNc. ~z DATE August, 2010 FIGURE D-3 • • t a N O O ~3p L ~Q 5 U MORRISON MAIERLE, iNc. Ae 4w~.,_ o.om LLepr,. CITY OF BOZEMAN - HYALITE / SOURDOUGH WATER TREATMENT PLANT REPLACEMENT PRELIMINARY DESIGN PRELIMINARY WTP BUILDING ISOMETRIC VIEW CITY OF BOZEMAN HYALITE/SOURDOUGH WATER TREATMENT PLANT REPLACEMENT PROJECT HDR PROJECT NO.00...88114 DIVISION 0 - BIDDING REQUIREMENTS, CONTRACT FORMS, AND CONDITIONS OF THE CONTRACT 00020 INVITATION TO BID 00100 INSTRUCTIONS TO BIDDERS 00130 NOTICE OF AWARD 00140 NOTICE TO PROCEED 00200 SOIL INVESTIGATION DATA 00301 BID FORM 00410 BID BOND 00411 CONTRACTOR'S COMPLIANCE STATEMENT 00460 NONCOLLUSION AFFIDAVIT 00480 INFORMATION REQUIRED OF BIDDERS 00500 CONSTRUCTION AGREEMENT 00610 PERFORMANCE BOND 00620 PAYMENT BOND 00700 GENERAL CONDITIONS 00801 EXHIBIT B (PROJECT SIGN DETAILS) 00810 SUPPLEMENTARY GENERAL CONDITIONS TO THE GENERAL CONDITIONS 00811 FUNDING AGENCY SPECIAL PROVISIONS FOR MONTANA PUBLIC WORKS FACILITIES 00821 DUTIES, RESPONSIBILITIES AND LIMITATIONS OF THE RESIDENT PROJECT REPRESENTATIVE 00825 FEDERAL PREVAILING WAGE RATE DETERMINATION (DAMS BACON RATES FOR PUBLIC WORKS CONTRACTS IN MONTANA) 00900 FUNDING AGENCY SPECIAL PROVISIONS FOR MONTANA PUBLIC WORKS FACILITIES MISCELLANEOUS FORMS REQUEST FOR INFORMATION CHANGE PROPOSAL REQUEST CHANGE ORDER FIELD ORDER WORK CHANGE DIRECTIVE ORDER TO CONTRACTOR TO SUSPEND WORK ORDER TO CONTRACTOR TO RESUME WORK APPLICATION AND CERTIFICATION FOR PAYMENT CERTIFICATE OF SUBSTANTIAL COMPLETION CONTRACTORS CERTIFICATE AND .RELEASE DEACTIVATION REQUEST DIVISION 1-GENERAL REQUIREMENTS 01010 SUMMARY OF WORK 01060 SPECIAL CONDITIONS 01062 MAJOR EQUIPMENT SUPPLIERS 01150 MEASUREMENT AND PAYMENT 00...88114 Hyalite/Sourdough WTP Replacement Project 11/10/2010 Preliminary Spec List - i • • • 01340 SUBMITTALS 01370 SCHEDULE OF VALUES 01400 QUALITY CONTROL 01560 ENVIRONMENTAL PROTECTION AND SPECIAL CONTROLS 01600 PRODUCT DELIVERY, STORAGE, AND HANDLING 01640 PRODUCT SUBSTITUTIONS 01650 FACILITY START-UP 01700 CONTRACT CLOSEOUT 01710 CLEANING 01733 DISINFECTION OF FACILITIES 01750 TESTING CONCRETE STRUCTURES FOR WATERTIGHTNESS 01800 OPENINGS AND PENETRATIONS IN CONSTRUCTION DIVISION 2 - SITE WORK 02072 DEMOLITION, CUTTING AND PATCHING 02110 SITE CLEARING ' 02200 EARTHWORK 02221 TRENCHING, BACKFILLING, AND COMPACTING FOR UTILITIES 02222 HYPALAN LINER 02234 SUB BASE COURSE 02235 BASE COURSE 02260 TOPSOILING AND FINISHED GRADING 02270 SOIL EROSION AND SEDIMENT CONTROL 02423 STORM DRAINAGE SYSTEM 02441 IRRIGATION SYSTEM 02444 CHAIN LINK FENCE AND GATES 02510 ASPHALT CONCRETE PAVEMENT 02515 PRECAST CONCRETE MANHOLE STRUCTURES 02528 CONCRETE CURB AND GUTTER 02529 CONCRETE SIDEWALK AND STEPS 02660 WATER MAIN CONSTRUCTION 02930 SEEDING, SODDING AND LANDSCAPING DIVISION 3 - CONCRETE 03108 FORMWORK 03208 REINFORCEMENT 03308 CONCRETE, MATERIALS AND PROPORTIONING 03311 CONCRETE MIXING, PLACING, JOINTING, AND CURING 03348 CONCRETE FINISHING AND REPAIR OF SURFACE DEFECTS 03350 TESTING 03431 PRECAST AND PRESTRESSED CONCRETE DIVISION 4 - MASONRY 04050 COLD AND HOT WEATHER MASONRY CONSTRUCTION 00...881 l4 Hyalite/Sourdough WTP Replacement Project 11/10/2010 Preliminary Spec List - ii • 04110 CEMENT AND LIME MORTARS 04155 MASONRY ACCESSORIES 04210 BRICK MASONRY 04220 CONCRETE MASONRY 04510 MASONRY CLEANING DIVISION 5 - METALS 05120 STRUCTURAL STEEL 05131 STRUCTURAL ALUMINUM 05211 STEEL JOISTS 05313 METAL DECK 05410 LOAD BEARING METAL FRAME SYSTEM 05505 METAL FABRICATIONS 05522 ALUMINUM RAILINGS DIVISION 6 - WOOD AND PLASTICS 06100 ROUGH CARPENTRY 06200 FINISH CARPENTRY 06410 ARCHITECTURAL CABINETWORK (MILLWORK) 06610 FIBERGLASS REINFORCED PLASTIC FABRICATIONS DIVISION 7 - THERMAL AND MOISTURE PROTECTION 07120 FLUID APPLIED WATERPROOFING 07162 DAMP PROOFING 07176 LIQUID WATER REPELLENT 07190 UNDER SLAB VAPOR RETARDER 07210 BUILDING INSULATION 07412 METAL ROOFING 07534 ADHERED ELASTOMERIC (EPDM) SHEET ROOFING 07550 ELASTOMERIC ROOF DECK COATING 07600 FLASHING AND SHEET METAL 07720 ROOF HATCHES 07813 SKYLIGHT 07840 FIRESTOPPING 07900 JOINT SEALANTS DIVISION 8 - DOORS AND WINDOWS 08110 METAL DOORS AND FRAMES AND BORROWED LIGHT FRAMES 08305 ACCESS DOORS 08332 STEEL ROLLING OVERHEAD DOORS 08410 STOREFRONT 08700 FINISH HARDWARE 08800 GLASS AND GLAZING DIVISION 9 - FINISHES 091 l0 NON-LOAD-BEARING WALL FRAMING SYSTEMS 00...88114 Hyalite/Sourdough WTP Replacement Project 11/10/2010 Preliminary Spec List - iii ' • • • 09130 ACOUSTIC SUSPENSION SYSTEM 09250 GYPSUM BOARD 09310 CERAMIC TILE 09512 ACOUSTICAL MATERIALS 09660 VINYL COMPOSITION TILE FLOORING AND RESILIENT BASE 09690 CARPET TILE 09905 PAINTING AND PROTECTIVE COATINGS DIVISION 10 - SPECIALTIES 10100 LIQUID CHALKBOARD AND TACKBOARDS 10162 METAL TOILET PARTITIONS 10200 LOUVERS AND VENTS 10270 ACCESS FLOORING 10400 IDENTIFICATION DEVICES 10444 SIGNAGE 10500 LOCKER AND LOCKER BENCHES 10520 F[RE EXTINGUISHER 10650 FOLDING PANEL PARTITIONS 10800 TOILET AND BATH ACCESSORIES 10950 MISCELLANEOUS SPECIALTIES DIVISION 11-EQUIPMENT 11005 EQUIPMENT: BASIC REQUIREMENTS 11060 PUMPING EQUIPMENT: BASIC REQUIREMENTS 11072 PUMPING EQUIPMENT: VERTICAL TURBINE LINESHAFT 11090 GRIT REMOVAL EQUIPMENT 11126 INCLINED PLATE SETTLING EQUIPMENT 11127 FLOCCULATION EQUIPMENT 11303 GRINDER PUMP STATION , 11313 PUMPING EQUIPMENT: CHEMICAL METERING PUMPS AND ACCESSORIES 11362 POLYMER BLENDING AND FEED SYSTEMS 11389 DISSOLVED AIR FLOATATION EQUIPMENT 11601 LABORATORY GLASSWARE, APPARATUS AND REFERENCES 11610 LABORATORY FUME HOODS 11651 SHOP AND STORAGE EQUIPMENT 11980 COMPRESSED AIR SYSTEM DIVISION 12 - FURNISHINGS 12346 LABORATORY CASEWORK (WOOD) 12500 WINDOW TREATMENT 1260] OFFICE FURNITURE AND FURNISHINGS (OF) 12690 FLOOR MATS 12915 LABORATORY EQUIPMENT AND SUPPLIES DIVISION 13 - SPECIAL CONSTRUCTION 00...88114 Hyalite/Sourdough WTP Replacement Project 11/10/2010 Preliminary Spec List - iv • • • • 13110 GALVANIC CATHODIC PROTECTION SYSTEM 13180 POLYPROPYLENE BAFFLES 13212 REINFORCED MEMBRANE BAFFLES 13400 INSTALLATION OF OWNER FURNISHED EQUIPMENT 13416 POLYETHELENE CHEMICAL STORAGE TANKS 13440 INSTRUMENTATION FOR PROCESS CONTROL: BASIC REQUIREMENTS 13441 CONTROL LOOP DESCRIPTIONS 13442 PRIMARY ELEMENTS AND TRANSMITTERS 13446 CONTROL AUXILIARIES 13448 CONTROL PANELS AND ENCLOSURES 13500 PROGRAMMABLE LOGIC CONTROLLER (PLC) CONTROL SYSTEM 13850 FIRE ALARM SYSTEM DIVISION 14 - CONVEYING SYSTEMS 14301 HOISTS, TROLLEYS, AND MONORAILS DIVISION IS - MECHANICAL 15060 PIPE AND PIPE FITTINGS: BASIC REQUIREMENTS 15062 PIPE - DUCTILE 15063 PIPE - COPPER 15064 PIPE - PLASTIC 15066 PIPE - DOUBLE WALL CHEMICAL PIPE ] 5076 PIPE - HIGH DENSITY POLYETHYLENE 15090 PIPE, DUCT AND CONDUIT SUPPORT SYSTEMS 15100 VALVES - BASIC REQUIREMENTS 15101 GATE VALVES 15103 BUTTERFLY VALVES 15104 BALL VALVES 15106 CHECK VALVES 15114 MISCELLANEOUS VALVES 15183 P[PE, DUCT AND EQUIPMENT INSULATION 15240 MECHANICAL SOUND AND VIBRATION CONTROL 15300 FIRE PROTECTION SYSTEMS 15440 PLUMBING FIXTURES AND EQUIPMENT 15515 HYDRONIC SPECIALTIES 15555 BOILERS 15605 HVAC - EQUIPMENT 15833 RADIANT HEATERS 15890 HVAC - DUCTWORK 15970 INSTRUMENTATION AND CONTROL FOR HVAC SYSTEMS 15990 HVAC SYSTEMS - BALANCING AND TESTING DIVISION 16 - ELECTRICAL 16010 ELECTRICAL: BASIC REQUIREMENTS 00...88114 Hyalite/Sourdough WTP Replacement Project 11/10/2010 Preliminary Spec List - v • • 16060 GROUNDING 16080 ACCEPTANCE TESTING 16120 WIRE AND CABLE - 600 VOLT AND BELOW 16125 HEAT TRACING CABLE 16130 RACEWAYS AND BOXES 16132 CABLE TRAY 16135 ELECTRICAL: EXTERIOR UNDERGROUND 16140 WIRING DEVICES . 16230 ENGINE GENERATORS: DIESEL 16265 VARIABLE FREQUENCY DRIVES - LOW VOLTAGE 16410 SAFETY SWITCHES 16411 TRANSFER SWITCHES 16432 ARC FLASH REPORT 16440 SWITCHBOARDS 16441 PANELBOARDS 16442 MOTOR CONTROL EQUIPMENT 16445 AUTOMATIC THROWOVER SYSTEM 16460 DRY-TYPE TRANSFORMERS 16490 OVERCURRENT AND SHORT CIRCUIT PROTECTIVE DEVICES 16491 LOW VOLTAGE SURGE PROTECTION DEVICES (SPD) 16492 ELECTRICAL METERING DEVICES 16493 CONTROL EQUIPMENT ACCESSORIES 16500 INTERIOR AND EXTERIOR LIGHTING 16510 LOW VOLTAGE LIGHTING , 16682 ACTIVE HARMONIC CONDITIONERS 16711 PASSIVE TELECOMMUNICATION SYSTEM 00...88114 Hyalite/Sourdough WTP Replacement Project 11/10/2010 Preliminary Spec List - vi • !!~~ 3 t~ ,~ y __. _. ~~ .. \.. \\ ~~ ~\ :~ ~~ ~ MORRISON m,~~ M~UER1E,nL • City of Bozeman Hyalite/Sourdough Water Treatment Plant Replacement Project Appendix E. Piping Design Guide Prepared by: Nathan Kutil Reviewed by: Dan Harmon' Date: August 3, 2010 E.1.Purpose and Content This design guide provides procedures and guidelines to be used in the development of the piping systems for the Bozeman Hyalite/Sourdough Water Treatment Plant (WTP) Replacement Project and includes discussion of piping service, layout, valves, meters, fittings, materials, sizing, and representation on drawings. E.2.Codes and Standards E. 2.1. Civi l Applicable codes relative to civil work include the following: • City of Bozeman Design Standards • Hyalite Zoning District Regulations • Montana Public Works Standard Specifications (MPWSS) • City of Bozeman Modifications to MPWSS • MDEQ Circular 1 • 2003 Uniform Fire Code Review and approval is through the City of Bozeman Engineering Division, City of Bozeman Fire Department and the Montana Department of Environmental Quality. E.2.2. Mechanical • International Building Code, 2009 • International Mechanical Code, 2009 • Uniform Plumbing Code (UPC), 2009 • International Fire Code, 2006 Bozeman Hyalite/Sourdough WTP Replacement Project Page E-1 • • ~~~ ~~~, a~ Page E-2 Bozeman Hyalite/Sourdough WTP Replacement Project All sizes; ductile Iron, cement lined Blowoff BO All sizes; HDPE BR Backwash Discharge Service Size and Material Aluminum Chlorohydrate <12 IN, SCH 80 PVC ACH Air Release <12 IN, SCH 80 PVC exposed, SCH 40 PVC buried AR Air Supply 3/8 to 1 IN, stainless steel; 1-4 IN, black steel AS Exposed, 1 /4-1-1 /2 IN, galy steel; >1-1 /2 IN, CI soil pipe or solid wall ABS. Buried to 5 ft of structure, concrete encased solid wall ABS BLD Building Drain Backwash Supply All sizes; HDPE BS System ~~ Appendix E. Piping Design Guide ~~ MORRISON n~ MNERLE,~c • International Fuel Gas Code, 2006 • National Fire Protection Association (NFPA) • Installation of Sprinkler Systems NFPA 13 • Installation of Aix Conditioning and Ventilating Systems NFPA 90A • Installation of Warm Air Heating and Ventilating Systems NFPA 90B • Exhaust Systems for Air Conveying of Materials NFPA 91 • American Society for Testing and Materials (ASTM) • Steel Structures Painting Council (SSPC) • American National Standards Institute (ANSI) • Sheet Metal and Air Conditional Contractors National Association (SMACNA) • American Water Works Association (AWWA) • International Energy Conservation Code, 2003 • Factory Mutual System (FM) • Underwriters Laboratories, Inc. (LJL) E.3. Guidelines and Procedures E.3.1. Yard Piping Yard piping is all pipes, vaults and conduit buried outside of buildings and tunnels. Confined spaces shall be avoided. Table E-1 lists piping abbreviations and recommended materials specific to this project. Specific material and testing requirements will be listed in Specification Section 15060. All piping will be designed to withstand internal pressure and external loads. Large diameter piping may require special structural design consideration. Corrosion protection will be provided in accordance with recommendations contained in the geotechnical report. No extraordinary corrosion protection measures are required. Table E-1. Piping Services ~~ Appendix E. Piping Design Guide ~'7 MORRISON n~ MAIERI,E,nc • System Service Size and Material BWW Backwash Waste All sizes; HDPE Y CA Citric Acid Caustic Clean-in-Place Chemical Drain Corrosion Inhibitor Clean-In-Place Drain <12 IN, SCH 80 CPVC, secondary containment <12 IN, SCH 80 CPVC, secondary containment All sizes; HDPE or Polypropylene Acid Waste - fusion bonded <12 IN, SCH 80 CPVC exposed All sizes; HDPE or Polypropylene Acid Waste - fusion bonded CIP CD CI CIPD CIPR Clean-In-Place Return Clean-in-Place Supply <12 IN, SCH 80 CPVC <12 IN, SCH 80 CPVC CIPS CIPW Clean-in-Place Waste All sizes; HDPE or Polypropylene Acid Waste - fusion bonded CLS Sodium Hypochlorite/Chlorine Solution All sizes; SCH 80 CPVC D Drain DAFT Effluent <12 IN, SCH 80 PVC exposed, SCH 40 (concrete encased) PVC buried All sizes; ductile Iron, cement lined DAFE DAR Dissolved Air Recycle Drying Bed Decant Domestic Cold Water Domestic Hot Water Distilled Water Electrical Conduit Excess Feed Enhanced Flux Maintenance Backwash Enhanced Flux Maintenance Backwash Supply All sizes; ductile Iron, cement lined All sizes; ductile Iron, cement lined All sizes, cross-linked polyethylene, SDR 9, PEX All sizes, cross-linked polyethylene, SDR 9, PEX All sizes, SCH 80 PVC Exposed, except corrosive, C1D1; direct contact with earth or concrete, RGS; direct bury, PVC-RGS; concrete encased, PVC. All sizes; Ductile iron, cement lined or HDPE <12 IN, SCH 80 CPVC <12 IN, SCH 80 CPVC DBD DCW DHW DW E EF EFM EFMS EFMW Enhanced Flux Maintenance Waste Exhaust <12 IN, SCH 80 CPVC Stainless Steel, 316E EXH FEX Filtrate Exhaust Fluoride Float Flocculated Water <12 IN, SCH 80 PVC exposed, SCH 40 PVC buried <12 IN, SCH 80 CPVC All sizes; ductile Iron, epoxy or glass lined All sizes; HDPE FL FLT FLW Bozeman Hyalite/Sourdough WTP Replacement Project Page E-3 ~~~~ ~~ Appendix E. Piping Design Guide ~ MORRISON na~MrUERLE.nc All sizes; Ductile iron or fabricated steel, cement lined System Size and Material Service FOR Fuel Oil Return All sizes, black steel, pickled FOS Fuel Oil Supply All sizes, black steel, pickled FPW Fire Protection Water All sizes, ductile iron FRC Ferric Chloride <12 IN, SCH 80 CPVC, secondary containment FT Filtrate All sizes; HDPE Filtrate Vent All sizes; HDPE FV Finished Water All sizes; HDPE FW GRIT All sizes; ductile Iron, glass tined Grit G RS Grit Solution All sizes; ductile Iron, glass lined Gravity Thickener Effluent GTE All sizes; ductile Iron, cement lined HCLS Hypochlorite Solution All sizes, SCH 80 CPVC All sizes, black steel, pickled HOR Hydraulic Oil Return Hydraulic Oil Supply All sizes, black steel, pickled HOS HPA High Pressure Air All sizes, black steel HPNPW High Pressure NPW 1 /2-4 IN, SCH 80 PVC; 6-24 IN, ductile iron HS Heating Supply 1 /2-4 IN,. PVC or polypropylene; 6-12 IN, ductile iron Hydrogen Vent All sizes; SCH 80 PVC HV All sizes, black steel (insulated) HWR Hot Water Return Hot Water Supply All sizes, black steel (insulated) HWS 3/8 to 1 IN, stainless steel; 1-4 IN, black steel IAS Instrument Air Supply All sizes, ductile iron, cement lined IDO Irrigation Ditch Overflow Influent Pumped Waste All sizes, ductile iron, cement lined IPW 3/8 to 1 IN, stainless steel; 1-4 IN, black steel LPA Low Pressure Air All sizes: Stainless steel, 304E MA Mixing Air Instrument Integrity Air 3/8 to 1 IN, stainless steel MIT NCIP Neutralized CIP Solution <12 IN, SCH 80 CPVC All sizes, black steel; buried, tape coated black steel NG Natural Gas Non Potable Water <12 IN, SCH 80, PVC or polypropylene NPW Neutralization Tank <12 IN, SCH 80 CPVC NT Neutralized Waste <12 IN, SCH 80 CPVC NW OF Overflow 3/8 to 1 IN, stainless steel; 1-4 IN, black steel Plant (Process) Air PA Powder Activated Carbon <12 IN, SCH 80 PVC PAC Polyaluminum Chloride <12 IN, SCH 80 PVC PACE ~~~ Bozeman Hyalite/Sourdough WTP Replacement Project Page E-4 POL Polymer <12 IN, SCH 80 PVC RD Roof Drain Cast Iron Soil Pipe or solid wall ABS Copper RFG Refrigerant SD Storm Drain RCP or HDPE, corrugated SW Settled Water <12 IN, SCH 80 PVC TW Treated Water All sizes; HDPE ~~ ~ MORRISON o:~~ M~IERI,E.nc Appendix E. Piping Design Guide Service Size and Material <12 IN, SCH 80 PVC PC Perforated Underdrain All sizes: HDPE, perforated PUD Process Drain 'PD Potable water, buried PW Reverse Filtration All sizes; HDPE RF Reverse Filtration Drain All sizes; HDPE RFD Reverse Filtration Supply All sizes; HDPE RFS Raw Water RW Raw Water Supply All sizes; Ductile iron, cement lined or SCH 80 PVC RWS <12 IN, SCH 80 PVC exposed, SCH 40 PVC buried S Sample Soda Ash Solution <12 IN, SCH 80 PVC exposed, SCH 40 PVC buried SA Sanitary Waste SAN Sodium Bisulfite <12 IN, SCH 80 PVC SBS Sodium Bisulfate Solution Strainer Backwash <12 IN, SCH 80 PVC All sizes; Ductile iron or fabricated steel, cement lined SBS SBW Sodium Hydroxide Solution SH Sodium Permanganate <12 IN, SCH 80 CPVC SPM Solids Plant Return Settled Solids Sodium Thiosulfate Softened Water All sizes; Ductile iron, cement lined or SCH 80 PVC All sizes; Ductile iron, cement lined <12 IN, SCH 80 PVC exposed, SCH 40 PVC buried All sizes, cross-linked polyethylene, SDR 9, PEX SPR SS STS STW Sump Discharge SU Service Water SVW T~~ Bozeman Hyalite/Sourdough WTP Replacement Project Page E-5 System Polyaluminum Chloride Solution All sizes; Ductile iron or fabricated steel, cement lined All sizes; Ductile iron or fabricated steel, cement lined All sizes; Ductile iron or fabricated steel, cement lined To 4 IN - Cast iron soil pipe or PVC; above 4 IN - RCP or solid wall PVC <12 IN, SCH 80 CPVC exposed, secondary containment All sizes; HDPE or Polypropylene Acid Waste - fusion bonded <6 IN, SCH 80 PVC;6 IN and above, Ductile Iron, cement lined UD Underdrain All sizes, polyethylene or PVC VAC Vacuum Copper VF <12 IN, SCH 80 PVC Vent Feed WN Filtered Waste All sizes; HDPE Vent <12 IN, SCH 80 PVC or solid wall ABS Service Size and Material <3 IN; cross-linked polyethylene, SDR 9, PEX, >3 IN and above, Ductile Iron, cement lined TPW Tempered Potable Water Valve Air 3/8 to 1 IN, stainless steel; 1-4 IN, black steel VA VT Filtered Waste Wash Water All sizes; HDPE WW System ~~ Appendix E. Piping Design Guide ~~ MORRISON B~ M~IERLE,nG Water Piping Water piping (potable and non-potable) will conform to the following general criteria: • The water system should be designed as a loop to minimise dead ends, increase reliability, and reduce the size of piping. Isolation valves shall be provided at all tee fittings (one on each downstream pipe). • A 10-FT horizontal separation should be maintained between potable water lines, and sewer or process lines. Where a 10-F"I' separation cannot be provided, special piping and encasement requirements may apply. Comply with state, local, and Agency requirements. • A separate service water pump station will provide potable water from the treated water contact conduit to supply potable water needs of the facility and the operator's house. Sanitary Sewers There will not be accommodations for connecting to a municipal sanitary sewer in this area. The civil lead engineer will size and route sanitary lines to a new septic tank located on-site. The civil engineer will coordinate with the process and mechanical plumbing engineer regarding flow requirements and sewer locations at the building. Provisions such as tees with blind flanges will be included for future connections to municipal sanitary sewer should the utility ever arrive in the area. Gravity Lines The following guidelines will be used: • Manholes or cleanouts will be provided at each change in grade and direction. Manholes will be spaced at a maximum of 400 FT. • Capacity of gravity piping will be determined using Manning's Equation. The value of "n" in the Manning formula is assumed to be constant for pipes flowing partly full or completely full. An "n" value of 0.013 should be used as an average coefficient for all sizes and types of pipe material. This value is slightly conservative and compensates for Page E-6 Bozeman Hyalite/Sourdough WTP Replacement Project ~~ ~ MORRI50N ~~~M~(ERIE.nx Appendix E. Piping Design Guide offset joints, poor alignment, grade settlement, and the effect of slime and precipitation buildup and sediment deposits in pipes. • To ensure an adequate cleansing velocity, the minimum velocity should be 2.5 FT per second (fps) under all flow conditions. Flow will be kept below supercritical velocity. Hydraulic jumps will not be permitted. Maximum velocity will be below 8 fps. • Under normal conditions, the minimum depth of the crown of pipe will be no less than 3 FT. Pressure Lines The Darcy-Weisbach equation will be used in the design of pressure sewer lines. H=f(L/D)(VZ/2g) f - Friction factor, a dimensionless number, is a function of pipe roughness and the Reynolds number. H - Headloss, ft of liquid. L - Length of pipe, FT. D - Pipe diameter, FT. V - Velocity, fps Force main velocity should be in the range of 5 to 7 fps at design flow. The velocity at minimum flow will be at least 2.0 fps. Force mains will be designed so that no point in the vertical alignment is located above the energy grade line. If high points in the alignment of force mains are unavoidable, gas relief and vacuum valves shall be installed. Storm Sewers The storm drain system is designed by the civil discipline. The design includes the necessary hydrologic analysis, hydraulic analysis, collection and conveyance systems and discharge. Storm water quality facilities are also designed by the civil discipline. Examples of these facilities are bio-swales, filterstrips and treatment ponds. The design of the storm system will be based on the Stormwater Management Plan. Process Piping Process piping will be sized by the process leads. Routing will be part of the civil design. Coordination will take place regarding pipe location and elevation at the structures. Piping should be laid out in corridors which provide space for future piping as well as access for possible pipe repairs without affecting adjacent pipes. Piping which conveys chemical solutions should not be positioned overhead if possible. Pigging Stations Pig launch and retrieval stations may be required on pressurized residuals lines. Insertion and retrieval facilities will be included in facility designs. Force main fittings and bends will be designed so as to not interfere with proposed "pigging" procedures. A valved water connection shall be provided both at "pig" launching and retrieval stations. High pressure Bozeman Hyalite/Sourdough WTP Replacement Project Page E-7 ~. ., ~~. '~ • • Service Size Type Water 1 IN and smaller 125 LB bronze ball valve 125 LB bronze gate, screwed bonnet, non-rise stem, solid wedge disc; 150 LB bronze globe, union bonnet, renewable Teflon disc 1 IN to 2-1 /2 IN Gate valves, double disc (AWWA C500); gate valves, resilient. seated (AWWA C509); butterfly valves, rubber seated (AWWA C504) 31Nto121N Gate Valves, double disc (AWWA C500); butterfly valve, rubber .seated (AWWA C504) 14 IN and larger 31Nto121N Plug valves, eccentric, non-lubricated. Sludge Wastewater 31Nto121N Gate valves, rubber seated, OSBY (AWWA C509) Ball valves, non-metallic; "Herky" diaphragm valves on chemical service. Diaphragm valves on all hazardous chemicals over'/~ IN. Chemicals 4 IN and smaller Low Pressure Ai r 2 IN smaller 150 LB bronze globe, union bonnet, renewable Teflon disc. 3 IN and larger Butterfly valve, rubber seated, (AWWA C504). Air to 150 psi 2 IN and smaller 125 LB bronze ball valve Natural gas, LP, fuel oil 125 PSI steam, 400 PSI WOG, bronze ball, Teflon seat and seal, non-lubricated. 2 IN and smaller ~~ Appendix E. Piping Design Guide ~ MORRISON m~~ MrUERLE,nc water will be provided at "pig" launching stations to force the "pig" into the force mains. Pigs range from soft flexible swab to harder rigid cleaners. The pipe is cleaned by the scraping or brushing action against the wall and the high velocity jet of water passing between the pig and pipe. Valves Table E-2 lists valve types for yard piping applications. Vaults will be provided for valve operation. No confined spaces will be included or developed for the project. Table E-2. Valve Applicarion Demolition and Abandonment Where interfering portions of existing piping are removed to make room for the proposed construction, the existing piping should be abandoned in such a manner as to maintain the integrity of the system left in place and allow the remaining portions to be put back into service. Abandoned unused piping should be minimised, removing as much existing pipe as possible. If left in place, ends of abandoned existing pipe shall be plugged and sealed. Filling of abandoned pipe with control density fill (CDF) is recommended. Bozeman Hyalite/Sourdough WTP Replacement Project Page E-8 Bozeman Hyalite/Sourdough WTP Replacement Project Page E-9 ~~ Appendix E. Piping Design Guide ~ MORRISON Li~ MrUERIE.n~c Yard Piping on Drawings Profiles shall be provided for all gravity lines which are 8 IN and larger. Profiles shall be provided for pressure piping in congested areas and all piping where crossing clearances or cross-country piping are involved. All yard piping shall be identified with the size of pipe and intended use. Material reference should be included in the specifications, Section 15060. All piping shall have coordinates locating the pipe or be referenced to structures. Profiles shall identify the class of the pipe (if class changes otherwise use specifications only) and special bedding required such as concrete encasement, casings for railroads, etc. E.3.2. Plant Piping Development of Piping Services Table E-1 lists piping services, primary pipe materials, and service abbreviations. The abbreviations will be used consistently on the drawings and in the specifications to avoid ambiguity in the contract documents. The City's color coding system is included in Section 15060 or Section 01088. Each piping service will be reviewed in terms of the chemical and physical properties of the material/fluid conveyed, joint options, suitable materials of construction including pipe material, linings, coatings, and gasket materials, and the anticipated system pressures. Each system will be engineered so that the system meets the needs of the application. Configuration Considerations Piping configuration is important so that the system is functional. Operability and ease of maintenance must also be taken into account in the layout of the piping system. Pipe Routing, Operability, Maintenance, Safety, and Accessibility Considerations • Each system will be routed as directly as possible without the use of unnecessary fittings and changes in elevation. • Valves and other piping system components will be located in a manner consistent with the frequency of operation and the degree of effort required to operate or to repair the components. • A minimum headroom clearance of 7-FT-6-IN will be maintained from the operating floor to the lowest component of the piping system. • Piping will be located so it does not interfere with equipment operation or maintenance. • Piping will be located so that it can be readily supported. When excessive ceiling heights or other interferences make the use of hangers impractical, pipe will be routed close to walls so that it can be supported from the walls. • Piping to be supported by hangers will be grouped to allow multiple pipes to be supported from a single trapeze hanger system. • • • ,~ ..~, `r:: ~~ Appendix E. Piping Design Guide ~I~ MORWSON ~~nMAIERLE.i~c • Piping containing hazardous gases or chemicals will be located to minimise risk of injury should leakage or breakage occur. If needed, systems will be equipped with a secondary containment system to capture leakage and direct it to a drain. • Piping with a potential formation of condensation will be sloped to drainage points and equipped with manual drain valves. • Manual vents and drains will be provided at high and low points. Manual vents will be used to release air during pipeline filling. Drains will be used to remove liquids during line maintenance. • Automatic vacuum or pressure relief valves will be included as necessary. • No piping will be routed over electrical equipment. • Adequate space around piping will be provided to allow installation and support of required insulation. • Avoid confined spaces. Special Piping Provisions The physical characteristics of some materials conveyed in the piping systems will require special piping components to minimise maintenance and to facilitate operation and maintenance: • Long radius elbows will be used on systems which are prone to plugging or excessive abrasion such as sludge slurry, and chemical slurries. • Strainers will be utilised on chemical suction lines preceding feed or mixing equipment to protect downstream equipment from plugging. • Clean-out wye fittings with blind flange connections will be provided to facilitate cleaning and flushing of lines where plugging may occur. Non-potable water connections at these locations to facilitate clean out will be evaluated. • Water for chemical line flushing before maintenance activities will be provided, in most cases piped directly to the chemical lines with appropriate backflow prevention (backflow into the chemical tanks as well as plant water system), and valuing for all hazardous chemicals (strong acids and bases). Piping Considerations at Equipment The interfacing of equipment and piping will require several special considerations to assure the integrity of the equipment as well as the piping systems: • Piping will be oriented such that proper lay lengths are provided for instrumentation components such as flowmeters requiring straight runs upstream and downstream. • Bypasses will be provided around equipment and instrumentation to allow those components to be isolated fox repair or maintenance. • Eccentric reducers will be provided and installed flat side up on pump suctions. • Flange coupling adaptors (FCAs) will be used at equipment inlets and discharges (3 IN and larger) along with pipe spools of adequate length to allow easy removal of bolts and Bozeman Hyalite/Sourdough WTP Replacement Project Page E-10 Bozeman Hyalite/Sourdough WTP Replacement Project ~ Page E-11 ~~ Appendix E. Piping Design Guide ~ MORRISON Eiet~MAIERLE.~c disconnection of the equipment. For connections smaller than 3 IN, unions will be used to facilitate equipment removal. Environmental/Area Routine; Considerations Several environmental/area routing issues will be considered in the selection and layout of the piping systems: • Suitable materials for pipe and other piping system components will be selected for physical environment of the area through which the piping system will be routed. Piping systems routed through extremely corrosive areas will be either constructed of non- metallic materials or will receive coatings suitable for providing a standard service life under those conditions. Appropriate types of insulation will be used in wet areas. • Materials for pipe and system components will be selected with consideration to the location of that system in terms of potential system damage due to personnel/equipment traffic. Non-metallic piping systems located within traffic areas will be suitably protected from physical damage by use of heavier gauge piping and/or bollards. • Exterior piping systems will be protected from extremes of cold and heat. Exterior piping and systems conveying chemicals with relatively high freeze points may be insulated and/or heat traced. Temperature limitations ofnon-metallic piping systems will be considered in high temperature areas. Increased support requirements will be used with non-metallic pipe with high temperature exposures. Pipe Support and Penetrations The design of support, anchorage, and structural penetrations of piping plays a critical part in the operation of that piping system. The following guidelines will be used in the design and presentation o£ the piping support systems: Pipe Supports • Pipe support systems will be specifically designed and shown on the Contract Drawings fox all piping systems above 12 IN diameter. • Pipe supports will be specifically designed and shown on the contract drawings for piping systems carrying high temperature fluids or gases (above 250 DegF). • Pipe supports will be specifically designed and shown on the contract drawings for piping systems with operating pressures greater than 150 psi. • Pipe supports for systems not meeting the above criteria will be designed by the mechanical contractor using the specified materials of construction and requirements provided in Section 15090 of the Contract Specifications. • All pipe support systems will be designed in accordance with Zone 3 seismic requirements. • All pipe support systems will be designed to support the material being conveyed. The specific gravity of the material must be included in support design. • Piping at equipment connections will be supported to avoid transfer of any pipe loading to the flanges of the equipment. • ~~ Appendix E. Piping Design Guide ~ MORRISON ®~~MNERI,E.nc Pipe Penetrations • Pipe penetrations will not be detailed on the Contract Drawings unless there are special requirements concerning structural anchorage or special treatment for sealing of penetrations between two adjacent areas. Special treatment may be required for areas with a hazardous classification or for fire containment. Other penetrations will be made using the specified.materials and construction requirements provided in Section 01800 of the Contract Specifications. • All piping penetrations using modular mechanical seals or wall castings that will exert forces on walls and other structural features will be reviewed by a structural engineer to assure the transmitted forces can be safely accommodated by the feature. • Where wall castings are used, adequate spacing from the wall to the closest pipe flange will be maintained to assure easy removal and replacement of flange bolts. • For piping systems conveying high temperature or high pressure fluids or gases, a computer stress analysis will be performed to calculate expansion, design each anchorage point, and select appropriate support components. Valves and Valve Operators Selection of Valves for Piping Service Applications Table E-2 defines the valve types to be used in the piping systems for the project. Valve Placement and Orientation A number of valve configuration issues will be considered in the design of the piping systems: • Adequate space will be provided to allow full operation of all valves without interference and for valve replacement. • Valves will be installed with stems oriented to avoid personnel contact and dripping hazards. • Valves in acid, caustic, and other chemical services will be located below eye level or equipped with splash shields. • For systems having both a check and isolation valve on the~equipment discharge, the check valve will be located upstream from the isolation valve. • For sludge systems where solids are likely to settle, isolation valves will be located immediately adjacent to vertical tees so that vertical sections of piping can be isolated and settling in those sections. minimized. • Pressure relief valves will be located so as to avoid release into access areas. • Isolation valves for building utilities will be located immediately inside the building penetration to provide total building isolation. • Isolation valves will be provided for all pieces of equipment to isolate that equipment from the piping system. Bozeman Hyalite/Sourdough WTP Replacement Project Page E-12 ;~~~ Bozeman Hyalite/Sourdough WTP Replacement Project Page E-13 ~~ Appendix E. Piping Design Guide ~ MORRISON ~,~~M~IERLE.nc • For valves used with mechanical couplings, the pipe connection will be a screwed ox welded flange and the valve connection shall be an integral flange to prevent valve rotation. Representation of Piping Systems on Contract Drawings • All piping systems will be identified by both line size and a designated pipe service abbreviation. Pipes with scaled dimension larger than 1 /8-IN will be shown with double lines. Regardless of scale, pipes scaling 1 /8-IN or less in width will be single line. For example, on a 1 /4 IN=1 FT - 0 IN drawing, all pipes 6 IN and smaller appear as single lines. • Materials of construction for new piping will not be called out on the Contract Drawings but rather specified for each system in the Contract Specifications. The only exception to this is when the pipe system material changes from one type to another and locating that material change is most conveniently done on the drawings. • Vertical positioning of piping will be dimensioned from the nearest floor below the piping to the centerline of pressure piping. For gravity piping, dimensioning will be from the nearest floor below the piping to the invert of the gravity pipe. • Where large amounts of small diameter piping are used, piping will be routed only on plan views. Supplemental isometrics or schematic drawings will be provided showing system components including valves, strainers, instrumentation connections, etc. • Valves located on piping 4 IN or greater in diameter will be represented graphically using ANSI symbols. Self-contained control valves and check valves will be shown per their ANSI symbols regardless of line size. • Valve operators will not be shown on the drawings. Limits of operator travel, both vertical and horizontal, will be "boxed" out on the drawing where possible conflicts in construction could occur. • See the Bozeman and HDR CADD Drafting Standards for a detailed discussion of piping representation on the Contract Drawings. Design Pipe Sizing Criteria • Velocity • Sizing which produces excessive velocities in piping may produce noise, vibration, excessive erosion, or cavitation in piping systems. General guidelines for sizing piping based on velocities are listed below: • Water - 5-8 fps. • Wastewater - 2-8 fps at maximum discharge conditions. • Pump suction - 3-6 fps. • • • • Head Loss Appendix E. Piping Design Guide ~7 MORRISON o:an MAIERIE.ne ~~ • Head loss is a function of velocity and is integrally tied to the selection of pipe size and ultimately in the sizing of the pumping equipment. Type of pipe, pipe lining materials, age or physical condition of the pipe interior, viscosity of materials pumped, and the solids concentrations of the pumped material all impact system head loss and will be considered in head loss calculations. For sludge exceeding one to two percent solids, the Bingham Plastic model should be used for hydraulic calculations. Physical Considerations Depending on the material being conveyed, plugging may be an issue. In these systems, minimum pipe sizing to prevent plugging may be as important a factor as velocity in sizing piping. This is particularly true with sludge applications. As a general rule, a minimum pipe size of 4 IN will be used for sludge piping. Manual Valve Sizing Isolation valves will be sized to match the line size in which they are installed. For equipment isolation valves where reducers are used immediately preceding the equipment, the isolation valves will be installed before the reduction in size. Control Valve Selection and Sizing Control valves are classified by their flow characteristic or the relationship between the flow rate through the valve and the valve travel from zero to 100 percent open. However, selection of the type of control valve to be used in any particular system must also take into account the type of material being conveyed and the related pressure drop associated with the valve. Table E-3 defines the types of control valves to be used in general piping system categories. Actual sizing and pressure drop calculations will be done using C~ values from selected valve manufacturers along with selected control range (percent open) recommended for use with the specific valve types. Table E-3. Control Valve Selection Control Valve Type Pipe Contents Plug Valves Residuals Butterfly Valves Process Air Globe or Ball Valves Clean Water Slurries Pinch or Full Body Diaphragms Pressure Ratings All system components will be selected to withstand system test pressures of at least 1.5 times the normal system operating pressure. Calculations and Supporting Data Calculations Required Calculations Bozeman Hyalite/Sourdough WTP Replacement Project Page E-14 ~~ Appendix E. Piping Design Guide ~~MORRI50N ata MrllERLE,nC • Calculations will be provided for the following: • Pipe sizing calculations. • Thrust calculations for sizing thrust restraint and verifying structural components of building that will be accepting thrust loads. • . Thermal expansion calculations for high temperature or pressure piping systems (where required). • Control valve sizing. • Calculations for the sizing and spacing of designed pipe support systems. • Calculation Format • Calculations will be provided in compliance with the HDR Quality Assurance Procedures 3.4 and 3.5. A calculation cover sheet will be provided for each set of calculations. Hand calculations will be completed on HDR computation paper and be assigned aproject-specific identification number. Assumptions used for calculations will be clearly stated. Printouts of computer calculations will be provided with input and output values clearly identified. Equations used in computer calculations will be clearly documented and attached to the computer output. Supporting Data Supporting data will be attached to the calculations to document compatibility of materials, physical sizing of piping components, and unique considerations for pipe or support design such as specific gravity of fluid. Equipment Data Sheets Equipment data sheets will be filled out for each automatically operated valve and each flow control valve. See Appendix A. E.3.3. Fire Protection Fire protection will be provided to the WTP site only, through a fire hydrant tap on the Hyalite raw water source only. The Bozeman Fire Department will not comment on fire water requirements and the Sourdough Fire District does not require a fire water source for the site. E. 3.4. Utility Contacts Following is a list of contacts for utilities that may be located on the site: • Water - City of Bozeman, John Alston, 406-582-3200 • Gas - Northwestern Energy, 888-467-2427 • Electric - Northwestern Energy, Mathew P. Micklewright, 406-582-4671 (office), 406-581-3694 (cell) • Telephone - Qwest Communications, 800-573-1311 Bozeman Hyalite/Sourdough WTP Replacement Project Page E•15 • • b ~~ Appendix E. Piping Design Guide m~ MORRISON 19~t MNERI.E.~c E.4. Design References American Pipe Manual, American Cast Iron Pipe Company. American Water Works Associated Manual M11. Brater and King's Handbook of Hydraulics Cameron Hydraulic Data, Ingersoll-Rand. Concrete Pipe Design Manual published by the American Concrete Pipe Association. Design of Municipal Wastewater Treatment Plants, Volumes 1 and 2. Hydraulic Handbook, Colt Industries, Fairbanks Morse Pump Division. Handbook of Ductile Iron Pipe and Cast Iron Pipe, Cast Iron Pipe Research Association. "Moody" Curves, "Friction Factor for Pipe Flow," by L.F. Moody, Trans. ASME Vol. 66, 1944. Piping Handbook, Sixth Edition, Mohinder L. Nayyar. Steel Pipe Design and Installation Manual, American Water Works Association. Wastewater Treatment Plant Design, WPCF Manual of Practice No. 8. i Bozeman Hyalite/Sourdough WTP Replacement Project Page E-16 ,ii,r,, (~ l ~ `` \ I ~1 1 f ,` t\ .. `. ~ ~~ A, rr r~ ` 1 i \ / ~~ V' 1 J _l ~~ ® MORRISON ®~a~M~IERLE,nc City of Bozeman Hyalite/Sourdough Water Treatment Plant Replacement Project Appendix F. Equipment Design Guide Prepared by: Nathan Kutil Reviewed by: Dan Harmon Date: August 4, 2010 F.1.Purpose and Content The purpose of this design guide is to provide procedures and direction to be used in the selection, design, sizing and configuration of major equipment for the Bozeman Hyalite/Sourdough WTP Replacement project. F.2.Standard Definitions Net Positive Suction Head - The NPSH is the total suction head in feet of liquid (at the pump centerline or impeller eye) less the absolute vapor pressure of the liquid being pumped. Net positive suction head available (NPSHA) must always be greater than net positive suction head required (NPSHR). F.3.Codes and Standards F.3.1. Mechanical • Ciry of Bozeman Uniform Development Code • International Building Code, 2009** • International Mechanical Code, 2009** • Uniform Plumbing Code (UPC), 2009** • Uniform Fire Code, 2003 • International Fuel Gas Code, 2009** • National Fire Protection Association (NFPA) â Installation of Sprinkler Systems NFPA 13 â Installation of Air Conditioning and Ventilating Systems NFPA 90A â Installation of Warm Air Heating and Ventilating Systems NFPA 90B Bozeman Hyalite/Sourdough WTP Replacement Project ~ Page F-1 ~~- a;: ~~ ' Appendix F. Equipment Design Guide ~~ MORRISON ~~ M~UERI.E.n~c â Exhaust Systems for Air Conveying of Materials NFPA 91 • American Society for Testing and Materials (ASTM) • Steel Structures Painting Council (SSPC) • American National Standards Institute (ANSI) • Sheet Metal and Air Conditional Contractors National Association (SMACNA) • American Water Works Association (AWWA) • International Energy Conservation Code, 2009** • Factory Mutual System (FM) • Underwriters Laboratories, Inc. (CTL) • American Bearing Manufacturers Association (ABMA). • . Hydraulic Institute (HI). ** Adoption of this code is pending F.3.2. Electrical • National Electric Code (NEC), 2008** • National Fire Protection Association (NFPA) â Fire Alarm Code NFPA 72 â Emergency and Standby Power Systems NFPA 110 â Stored Energy Emergency and Standby Power Systems NFPA 111 • Factory 1Vlutual System (FM) • ETL Testing Laboratories; Inc. (ETL) • Underwriters Laboratories, Inc. (UL) F.4. Guidelines and Procedures F.4.1. Equipment Identification All equipment will be identified by an equipment abbreviation and number and a tag number. The abbreviations will be used throughout the set of Contract Documents. Equipment will be numbered according to the following format: • ~'~'1-AABB-NN With the abbreviations defined as follows: • ~'~'Z • ~ Equipment type defined in Table F-2. Process area defined in Table F-1. Bozeman Hyalite/Sourdough WTP Replacement Project ~ Page F-2 ~~ ® MORRISON . d1~~MrUERIE,tvc Appendix F. Equipment Design Guide • BB Equipment group. 10 Membrane Units (Filter Racks) 11 Contact Conduit 100 Intake 12 Clearwell 32 Strainers 50 CIP Caustic 51 CIP Acid 15 Hyalite Intake 16 Hyalite Raw Water and Flow Control 17 Sourdoughlntake 18 Sourdough Raw Water and Flow Control 200 Preliminary Treatment 21 Grit Removal Units and Handling 22 Rapid Mix Basins 23 Flocculation Basins 24 Sedimentation Basins 25 Membrane Feed Wet Well 300 Membrane Feed and Straining 30 Membrane feed and Strainer Manifolds 31 Membrane Feed Pumps 400 Membrane Treatment 40 Membrane Treatment Manifolds 43 Reverse Filtration Storage and Pumps 44 Backwash Waste Equalization and Pumps 500 Clean-in-p ace (CIP) System • NN Letter suffix for more than one of the same device in the same area Example: P-4301-2A represents the second (02) reverse filtration pump in the first equipment group of the reverse filtration storage and pumping area (43). Table F-1. Process Area Numbers General Area Number Process Area Description Head Tower 26 CIP Circulation 52 Page F-3 ?~wY Bozeman Hyalite/Sourdough WTP Replacement Project ~~ ~ MORRISON naI~MAIERIE.nc Appendix F. Equipment Design Guide Description 54 CIP Disinfection 55 CIP Sodium Bisulfite 56 Neutralization General Area Number Process Area 600 Support Facilities 60 Membrane Air Supply 61 Plant Air Supply 62 Facility Potable Water 63 Facility Fire 64 Facility Security 65 Facility Electrical 66 Facility HVAC 67 Facility Utilities 68 Facility Heat Recovery and Transfer 69 . Softened Water 700 Disinfection and Treated Water 71 Polymer Bulk Storage 72 Fluoride Bulk Storage 73 Sodium Permanganate Bulk Storage PACT Bulk Storage 74 800 Residuals Handling 81 Pretreatment Solids Pumps Station 82 Gravity Thickeners and Pumps 83 Dissolved Air Flotation (DAF) Thickeners 84 Drying Beds and Decant Pumps 85 Residuals Lagoon and Decant Pumps 900 Administration, Laboratory and Maintenance Administration and Controls 91 92 Laboratory 93 Maintenance Bozeman Hyalite/Sourdough WTP Replacement Project ~ 'Page F-4 ~~ ~~ MORRISON ~~ M~IERIE.~C Appendix F. Equipment Design Guide , Table F-2. Equipment Abbreviations Abbreviation Description A Analytical Instrument AC Air Compressor A/C Air Conditioner(ing) ACU Air Conditioning Unit ACCU Air Cooled Condensing Unit AE Analytical Element AEX Heat Air Extractor AF Air Filter AFC Aftercooler AHU Air Handling Unit AIT Analytical Instrument Transmitter ARV Air Release/Vacuum Release Valve ARD Air Receiver Dryer ATA Air Tool Assembly BC Bridge Crane BFP Backflow Preventer BFV Butterfly Valve BLR Blower BOV Blow-off Valve BT Bulk Tote BV Ball Valve BWW Backwash Waste CF Cabinet Fan CIP Clean-in-Place CIQ Chemical Injection Quill CV Check Valve CM Chemical Mixer DPV Diaphragm Valve DAFT Dissolved Air Floatation (DAF) Thickener DB Drying Bed DPI Differential Pressure Indicator DUM Dumpster Diversion Valve DV Bozeman Hyalite/Sourdough WTP Replacement Project Page F-5 ~~ ~ MORRISON ~~~M~UERIE.nc Appendix F. Equipment Design Guide EMO ERV EUH FCV FE FL FV GC Grit Classifier GLV Globe Valve GUH Gas Unit Heater GV Gate Valve HV Hand Valve Electric Motor Operated Valve Exhaust Roof Ventilator Electrical Unit Heater Flow Control Valve Flow Element/Meter Flocculation Basin/Mechanism Power Operated Flow Valve EG Engine Generator GD Garage Door Opener GT Gravity Thickener HBC Hoist - Bridge Crane Type HWB Hot Water Boiler LIT Level Indicating Transmitter Abbreviation Description Exhaust Fan EF Grit Mechanism GR Heat Exchanger Human Machine Interface Hoist - Monorail Type HEX HMI HMR Heater H Current to Pneumatic Transmitter Knife Gate Valve Local Control Panel I/P KGV LCP Level Element LE Level Switch High High Level Switch Low Low Level Switch High Level Switch Low Mechanical Device Motor Control Center :G+V~Ji' ;~~~ Bozeman Hyalite/Sourdough WTP Replacement Project Page F-6 LSHH LSLL LSL M MCC LSH ~~ ~ MORRISON da~MAIERLE,nc Appendix F. Equipment Design Guide PART P/A PC PCB PCV PD MX Mixer NV Needle Valve ORP ORP Meter P Pump PHM PH Meter PV Plug Valve RCVR Receiver SDG Slide Gate SF Supply Fan STG Stop Gate SUG Sluice Gate Electrical Switchgear SWGR T Tank TURB Turbidimeter Particle Counter Pulse to Analog Converter Pneumatic Controller Pneumatic Conveying Blower Pressure Control Valve Pulsation Dampener PI Pressure Indicator PU Pressurization Unit SC Sludge Collector SDT Sedimentation Tank TV Telescoping Valves Abbreviation Description Membrane Filtration Unit Make Up Air Unit MF MUU Programmable Logic Controller PLC Plate Settler PS Strainer S Temperature Control Valve Temperature Transmitter TCV TT Thermostat Train TST TR Bozeman Hyalite/Sourdough WTP Replacement Project Page F-7 ~=,: XFMR Transformer Abbreviation Description V Valve (actuated) VFD Variable Frequency Drive Water Softener WS XT Heat Reservoir System Expansion Tank Converter Y ~~ Appendix F. Equipment Design Guide ~ MORPoSON ~~~ M~UERLE,nc F.4.2. General Configuration Considerations A number of layout configuration issues will be considered in the location and orientation of equipment to provide functional systems that are easily operated and maintained. • When locating equipment, consideration will be given to the frequency of operation and the degree of effort required to operate and maintain the equipment. Special provisions such as lifting hooks, monorails, cranes, oversized doors, removable transoms, and other such items will be considered to accommodate equipment removal and maintenance. • Membrane skid spacing will allow for access with rolling platform ladders of suitable height for maintenance activities on valuing at the top of the racks, and for module maintenance. This includes between the racks as well as both ends (+/- 72 IN) • Equipment will not be located so as to provide a traffic hazard or interfere with area access or egress. • Equipment layout will provide for a minimum clear area around the equipment pad of at least three feet. • For flow meters and other equipment having integral indication, either fixed access will be provided to view the integral indication or remote indication will be provided apart from the equipment at a convenient, accessible location. • For electrically operated valves, manual controls will be remotely located, if necessary, for easy operation. • Redundant equipment will be provided so that reliability criteria set forth in MDEQ Circular-1 is met. Redundant units will either be installed or stored on site. Consideration will be given to operational alternatives to providing additional units for reliability. • Consideration will be given to providing adequate horizontal and vertical spacing of equipment to allow removal of commonly replaced/serviced items. Examples include consideration for removal of flanged circulation heater coils and vertical can pumps. • For equipment requiring hoists or other such provisions for maintenance, coordination will be required with the electrical, mechanical and structural disciplines so that lights, ductwork and structural members do not conflict with the conveying equipment. Bozeman Hyalite/Sourdough WTP Replacement Project Page F-8 ~~ Appendix F. Equipment Design Guide ~ MORRISON Yl~MrllERI.E,mc • For tanks or other such equipment requiring top access, the use of integral ladders or other fixed access will be considered. • For equipment located in close proximity to vehicular traffic, the equipment will be protected by bollards or similar protection. F.4.3. Special Environmental Considerations Special environmental considerations include noise, area classification and corrosion: • Electrical equipment will be selected to meet the classification of the area in which it is located. • Equipment located in extremely corrosive or wet areas will either be constructed of non- corrosive materials or will receive coatings suitable for providing a standard service life for that equipment. • Areas in which operations/maintenance staff will work for extended periods of time will include special treatment including sound absorbing block wall construction or sound attenuation panels. • Consideration will be given to heat generation associated with selected equipment. HVAC designers need to be informed of heating loads anticipated during worst case operating conditions. Equipment such as air compressors can produce an excessive auxiliary heat load. • Areas of bulk chemical storage and chemical feed will be reviewed in terms of structure requirements, the need for sprinkler systems, containment and egress to comply with local building code requirements. • Containment will be provided around equipment to control exposure of personnel to wet, slippery areas. Where chemicals such as polymer provide an extreme slipping hazard, grating or other non-slip surfaces will be provided. Containment will also be provided around equipment conveying materials that deteriorate or discolor concrete or other building materials. Draining of the containment area will be coordinated with the mechanical discipline. F.4.4. Equipment Mounting All mechanical equipment, tanks and control cabinets will be mounted on a nominal 4-inch high, reinforced concrete base, restrained to withstand all static, dynamic, hydraulic, wind and seismic loads. Equipment not requiring vibration isolation devices will be bolted to the foundation, anchored and restrained to withstand all static, dynamic, hydraulic, wind and seismic loads. To avoid transmission of noise, major equipment will be mounted on restrained vibration isolators or resilient pads as recommended by the equipment manufacturers. The structural discipline will perform an analysis on all major equipment foundations. • • Bozeman Hyalite/Sourdough WTP Replacement Project Page F-9 8 90 92 4 95 3 97 2 100 1.5 102 1 105 0.5 110 Duration per day, hours Sound level, dBA, slow response' 0.25 or less From 29CFR 1910.95 115 6 Bozeman Hyalite/Sourdough WTP Replacement Project Page F-10 ~~ Appendix F. Equipment Design Guide ~~ MORRISON n~ MrllER1E.n~c F.4.5. Vibration and Noise Vibration must be limited since excessive vibration leads to bearing and equipment failure. Vibration analysis will be required for major rotating equipment. Workers must be protected from exposure to excessive and prolonged noise. OSHA standards for noise exposure are shown in Table F-3. Table F-3. Permissible Noise Exposures When the daily noise exposure is composed of two or more periods of noise exposure of different levels, their combined effect should be considered, rather than the individual effect of each. If the sum of the following fractions: (C1/T1+C2/T2)/(Cn/Tn) exceeds unity, then, the mixed exposure should be considered to exceed the limit value. Cn indicates the total time of exposure at a specified noise level, and Tn indicates the total time of exposure permitted at that level. Exposure to impulsive or impact noise should not exceed 140 dB peak sound pressure level. F.4.6. Design Coordination Equipment selection and specifications will be coordinated with other design team disciplines to assure correct structural, mechanical, electrical, and control interfaces. An equipment data sheet (EDS) will be completed for each piece of equipment on the project. The data sheets will be kept on the project directory on ProjectWise for use by team members in integrating the equipment. The data sheets will be updated as required during the design. A summary equipment data sheet is provided in Appendix A of the Preliminary Design Report. F.4.7. Representation of Equipment on Contract Drawings Equipment pad centerline will be dimensioned in two directions and piping connections will be shown as appropriate to facilitate equipment installation. VFD Membrane Feed Multi-Stage 15 Constant Speed Clean In Place Circulation Centrifugal Pumping Application Pump Type Pump Drive Estimated HP 150 Reverse Filtration Multi-Stage VFD 25 ~~ Appendix F. Equipment Design Guide ~17MORRISON s~ MrllERIE.~c No graphic representation of equipment such as pumps, strainers, etc. will be shown on the drawings. Equipment pads will be shown with representation of connecting ductwork or piping starting at'the equipment connection. Arrows will be used to show the direction of flow into and out of the equipment. F.4.8. Calculations and Supporting Data Required Calculations Calculations will be performed for each piece of equipment. For equipment operating over a range of loadings or conditions, calculations will be performed to confirm the performance range of the equipment. Calculation Format Calculations will be provided in compliance with the HDR Quality Assurance Procedures 3.4 and 3.5. A calculation cover sheet will be provided for each set of calculations. Hand calculations will be completed on HDR or MMI computation paper and be assigned a project-specific identification number. Assumptions used for calculations will be clearly stated. Printouts of computer calculations will be provided with input and output values clearly identified. Equations used in computer calculations will be clearly documented and attached to the computer output. Supporting Data Supporting data will be attached to the calculations to document operating characteristics, physical characteristics, and other considerations for design. Records of discussions with vendors and catalog information will be attached to the calculations. F.4.9. Equipment Design There are several types of large equipment associated with the project including pumps, membrane filtration equipment and vacuum assisted drying beds. The following section provides guidance in the selection and layout of.the equipment systems. Pumps Table F-4 provides a guide for selection of equipment for pumping applications associated with the Bozeman Hyalite/Sourdough WTP Replacement project. Table F-4. Pump Selection Guide • Page F-11 Bozeman Hyalite/Sourdough WTP Replacement Project Chemical Feed 1/x VFD Peristaltic 25 Service Water Turbine Constant Speed 15 Clean In Place Drain Centrifugal Constant Speed 15 Chemical Transfer Rotary Lobe Constant Speed 5to10 Vortex (Torque Flow) Constant Speed 25 Grit Residuals and Wastewater Sumps Submersible Constant Speed 5 to 20 Gravity Thickener and DAF Residuals Rotary Lobe Constant Speed Dissolved Air Recycle Centrifugal Constant Speed 15 Lagoon and Drying Beds Decant Submersible Constant Speed 5to10 Polymer Feed Peristaltic or VFD 1/x Progressive Cavity ~~ Appendix F. Equipment Design Guide ~ MORRISON n~~MrllERLE,i~c Pumps with capacity curves that continuously rise to shutoff will be selected to avoid unstable operating conditions. When VFDs are used, secondary run-out points on the pumps curves will be selected to assure that pump curves still cross the system head curve at reduced speeds. Maximum pump speed will be limited to 1,750 RPM unless specific conditions require higher speeds. Generally, slower rotation prolongs equipment life. Constant speed pump motors will be specified with a 1.15 service factor. Variable speed driven pump motors will be specified with a 1.0 service factor. Brake horsepower will not be greater than 85% of nameplate horsepower on VFD-driven pumps and 100% of constant speed pumps at any point on the pump curve. Pump shaft sealing will be accomplished using mechanical seals. Clean, product water seal water will be provided to each seal at a pressure approximately 3-5 psi higher than the maximum pressure of the liquid being pumped. NPSHR and NPSHA will be checked for each pump selected at the extremes of their possible operating conditions. Chemical Pumps The project will include chemical storage and feed systems for membrane cleaning, disinfection, and fluoridation. The following defines major design issues associated with this equipment: • Concentration of active chemical. Bozeman Hyalite/Sourdough WTP Replacement Project Page F-12 ~~ Appendix F. Equipment Design Guide ~ MORRISON ~a~M~llERLE,nc • Standard delivery volumes. • Amount of on-site storage required. • Required dosage range. • Usage rate which is a function of feed rate, period of application, dosage and dilution factor. Materials of construction will be compatible with the chemical pumped. Storage and mix tanks will be either stainless steel or non-metallic. Non-metallic units will be constructed from resins compatible with the chemicals stored. Sizing of chemical tanks and pumps for each system depend on a number of factors: For the sodium hypochlorite application, care will be taken to not oversize the suction line, to minimise the formation of chlorine gas which will cause air binding of the pumps. Calibration chambers (2,000 ml) may be added to the suction manifold piping for each application to allow the operations staff to check calibration of metering. The top of the chambers will be enclosed and hard piped to drain. Pumps will be selected with external backpressure and pressure relief valves. All tanks will be equipped with overflow and drain connections. Closed top tanks will be appropriately vented. Accurate level indication will be provided on chemical storage. Membrane Filtration Equipment Following are guidelines for the design of the membrane filtration equipment: • Membrane equipment will be modular for ease of expansion. • Each membrane skid will have local instrumentation and PLC-based controls. • Reverse Flow, air scrub blowers, and clean-in-place systems will periodically support the membrane filters. • Membrane filters will be monitored daily to detect damages for prompt repair. Drying Beds New drying beds will be installed to dewater the generated waste sludge. The following defines major equipment design issues associated with the vacuum drying beds. Drying Beds are discussed in further detail in Section 9 of the Preliminary Design Report. F.5. Design References The following design references may be consulted for additional information concerning design and specification of equipment: • Hydraulic Institute Standards. • Hydraulic Handbook, Colt Industries, Fairbanks Morse Pump Division. Bozeman Hyalite/Sourdough WTP Replacement Project Page F-13 • Bozeman Hyalite/Sourdough WTP Replacement Project Page F-14 ~~ Appendix F. Equipment Design Guide i ~~ MORRISON ©~1 MtUERLE.~c • Cameron Hydraulic Data, Ingersoll-Rand. • Centrifugal Compressor Engineering, Hoffman Air and Filtration Systems. ~ ~~_) r ~. (1' h Sr I 1 1 ~. L r (I `~. `\ ~~~ :\ ~. ~. l fi^~°`:~~ ivv.3ek; ~~~, a ~~ ~g MORRISON Yi~ M~VERIE,nc City of Bozeman Hyalite/Sourdough Water Treatment Plant Replacement Project Appendix G. Geotechnical Report ~t Groundwater Monitoring Prepared by: Craig Habben Reviewed by: Dan Harmon Date: August 27, 2010 Geotechnical Summary The existing Bozeman Water Treatment Plant is located south of the existing Bozeman City limits, adjacent to Sourdough Creek and downstream from the existing Sourdough intake structure. Two separate sites were studied for this project with two geotechnical reports being prepared for replacement of the existing Sourdough Water Treatment Plant and for improvements to the Sourdough Intake Structure. SK Geotechnical provided a summary Geotechnical Evaluation of the proposed Hyalite/Sourdough Treatment Plant site and the proposed Sourdough Intake Structure. GMT Consultants, Inc. prepared a location specific report for the Sourdough Intake Structure site. The following summarizes information included in the referenced Geotechnical Reports. G.1.1. Site Exploration An array of 6 boreholes was drilled by SK Geotechnical in November 2009 for the Water Treatment Plant and Sourdough Intake sites using a hollow stem auger. Similarly, an array of 18 boreholes was drilled by GMT Consultants Inc. in November 2003 along the Sourdough stream alignment from the existing water filtration plant site to the existing Sourdough .Intake structure. Each of the boreholes was logged and detailed log reports are provided in the associated geotechnical reports. In summary, bore logs at the water treatment plant site found fill and soft wet clays from 11.5 to 16 feet in depth. Bore logs along the Sourdough stream bank and at the planned Intake Structure site showed 1.5 feet of fill over stiff clays underlain by silty gravels. Below the silty gravels sand, cobbles, and boulders was observed. The boulders can be expected to be 2 feet in diameter or larger. Groundwater was encountered at the existing Sourdough Intake Structure to an elevation of 9 feet below ground surface. G.1.2. Water Treatment Plant (WTP) Site The Water Treatment Plant Building floor plan is shown in figure 4-1 and is currently planned to be located as shown on Figure 13-1. The entire new WTP facility building encounters fill and/or wet clays to a depth of 10 to 16 feet below ground surface. A slab on grade type construction cannot be used on this material. There are two foundation/floor • • Bozeman Hyalite/Sourdough WTP Replacement Project • • Bozeman Hyalite/Sourdough WTP Replacement Project options for subgrade preparation for the proposed WTP facility. The first is to drive down piles or drill piers. Both would support the building foundation and a structural floor. The second and recommended option is to sub-excavate the fill and wet clay materials to the native gravels and then provide a structural fill up to the foundations, footings and associated building floors. On-site native gravels, likely excavated from the planned process water storage lagoon and drying beds, can be used to make up the structural fill. A footing allowable bearing pressure on the structural fill is anticipated to be 4000 psf. The building footprint will extend over the existing backwash surge basin and sub-excavation will result in removal of this basin and structural backfill. The geotechnical report cautions against undermining the existing plant during sub-excavation. This will not be an issue based on the distance of the new plant away from the existing plant and the elevation of the bottom of the existing clearwell below the existing plant. G.1.3. Sourdough Intake Site The Sourdough Intake site structure components include a Fine Screening Room adjacent to a Compressor Room. Subgrade preparation is recommended for Compressor Room similar to that recommended at the water treatment plant site. Sub-excavation to approximately 6 feet will be needed, with further excavation necessary for the footings serving the adjacent Fine Screening Room as these will extend down as far as the bottom of the existing vault. Groundwater No groundwater was encountered at any test holes and is not anticipated to ,be a problem. At the Sourdough Intake Structure site water was observed about 9 feet below the surface. This elevation is near the estimated depth of required excavation. Therefore, localized dewatering will likely be required for the Fine Screening Room footings. Appendices Appendix G-A • Geotechnical Evaluation for the Hyalite/Sourdough Water Treatment Plant Replacement, SK Geotechnical - June 14, 2010 Appendix G-B • Geotechnical Investigation for the Hyalite Water Project, GMT Consultants, Inc. - December 28, 2003 Appendix G-A • Bozeman Hyalite/Sourdough WTP Replacement Project REV: DRAWN BY: BWarren PREPARED BY: CBinstock REVIEWED BY: CRice DATE: 06/08/2010 PROJECT: 09-2615 PREPARED FOR: Morrison-Maierle Inc. 2880 Technology Blvd. Bozeman, Montana ATTN: Mike Hickman REVISIONS: REV: 06/14/2010 REV: PROJECT: Hyalite/Sourdough Water Treatment Plant Replacement Bozeman, Montana GEOTE~ AL~ SK 2611 GABEL ROAD P.O. BOX 80190 BILLINGS, MONTANA 59108 PHONE: (406) 652-3930 FAX: (406) 652-3944 4041 WHIPPOORWILL DRIVE P.O. BOX 16123 MISSOULA, MONTANA 59808 PHONE: (406) 721-3391 FAX: (406) 721-6233 Copyright 200 GEOTECHNICAL EVALUATION GE-1 Sheet 1 of 10 Intake Structure: The boring performed in the intake structure area encountered 1.5 feet of fill over rather stiff wet clays underlain by silty gravels. Below the silty gravels, poorly graded gravel with sand, cobbles, and boulders was observed to the termination depth of the boring. To reduce total and differential movement, particulary of the heavily loaded compressor floor, we recommend subexcavating all of the existing fill and clay soils on a 2V:1 H oversize zone down to the native gravels and replacing them with compacted sandy gravel. The intake structure can be supported on conventional spread footings bearing on the compacted gravel fill. 'As recommended above we believe the on-site native gravels can be used as structural backfill after resizing. Footings can be designed for a net allowable bearing pressure up to 4,000 PSF. Compressor Line: An additional boring was performed at the compressor line crossing to assist in evaluating backfill requirements. We recommend matching backfill soils with similar existing soils, i.e. gravels should be used in the lower portion of the excavation where gravels are present and clays in the upper portion where clays are present. The backfill should be compacted to 98% of its standard maximum dry density as determined by ASTM D 698 (standard proctor). We anticipate that significant dewatering for the excavations will be required. 7. Geotechnical Summary and Conclusions ]. Geotechnical Report 4. Field Exploration As shown in the boring logs, fill was encountered in five out of the six borings performed. The recommendations for the three structures are discussed in detail below. These recommendations are based on our current understanding of the project and preliminary design information provided. Water Treatment Plant Building: The water treatment plant (WTP) building encountered fill extending to depths ranging from 8.5 to 1 1 feet and were underlain by soft wet clays in two of the boring to depths ranging from 11.5 to 16 feet. It is our opinion that the WTP building cannot be supported on the existing fill and soft wet clays. Therefore, we recommend subexcavating all of the existing fill and soft clay down to native gravels and replacing it with compacted sandy gravel. The building can then be supported on conventional spread footings bearing on the compacted gravel fill. Another alternative would be support the structure on deep foundations such as driven closed end pipe pile or drilled piers with a grade beam and structural floor system. If you wish to evaluate this altemative, please contact us. Assuming the subexcavate/replace method will be used, the existing fill and soft wet clay will need to be removed and replaced with structural fill. We believe the on-site native gravels can be used as structural fill after sizing the native gravels through a grizzly screen. We recommend all below grade places have a perimeter foundation drain. After the necessary earthwork has been performed, it is our opinion the WTP building footings can be designed for a net allowable bearing pressure up to 4,000 psf. To perform the subexcavation and backfill method there is a potential for undermining of the existing water treatment plant building and adjacent structures. Therefore, we recommend the new building be set as far away from existing structures as possible to reduce shoring and underpinning requirements. Please refer to Detail 22 for general guidelines for shoring and underpinning. - Clear Well: The clear well will be buried approximately 12 feet into the ground. At these depths, native alluvial gravels were encountered. It is our opinion, the native gravels will be suitable for direct foundation and slab support. We recommend the clear well footings be designed for a net allowable bearing pressure up to 4,000 PSF. In addition, we recommend a perimeter foundation drain also be installed. These drawings, referred to as Geotechnical Evaluation (GE) sheets represent the geotechnical report for the project and were prepared by SK Geotechnical Corporation. The purpose of the geotechnical evaluation was to assist Morrison-Maierle, in designing foundations, and slabs, and in preparing plans and specifications for the project. In the event the information in the GE sheets conflicts with the information in the plans and specifications, the plans and specifications govern. Boring Locations. Boring locations were selected by Mr. Chad Binstock, a senior engineering assistant, and are shown on the Boring Location Sketch (Detail 18 and 19). Boring Elevations. Ground surface elevations at the borings were provided by Morrison-Maierle Inc. Boring Procedures. The borings were performed on the date indicated on the boring logs with atruck-mounted core and auger CME-75 or CME-75HT drill rig. Sampling and testing in the borings was performed in general accordance with the latest version of the following ASTM procedures. D 1452 Soil Investigation and Sampling by Auger Borings D 1586 Penetration Test and Split-Barrel Sampling of Soils D 1587 Thin-walled Tube Sampling of Soils D 2487 Classification of Soils for Engineering Purposes D 2488 Standard Practice for Description and Identification of Soils (Visual-Manual Procedures) 2. Site Conditions The project is located south of Bozeman, Montana, near the existing water treatment plant and Sourdough Creek intake structures. According to readily available geologic maps, the general geology of the area consists of alluvial fan deposits (Q°r) which consists of variable deposits of gravels, sand, silts, and clays deposited by water erosion from the abrupt slope change of the nearby mountain range. A detailed evaluation of the geologic history of the site was not performed. The two sites are sloping down towards the north. Ground surface elevation variation between the borings at the water treatment site was 14 feet and 5 ft for the intake structure. 5. Laboratory Procedures Laboratory tests were performed on select samples to assist in characterizing the engineering properties of the soils. The laboratory tests were performed in general accordance with the latest version of the following ASTM procedures. C 1 17 Materials finer than 75 micron (No. 200) sieve in mineral aggregate by washing C 136 Sieve analysis of fine and coarse aggregates (based on the material sample in the ring-lined samples and bulk samples.) C 422 Particle-size analysis of soils D 1 140 Amount of materials in soils finer than 75 micron (No. 200) D 22 ] 6 Laboratory determination of water content of soil and rock ne-dimensional con lidati n r ertie f it D 2435 O so o pop s o so s D 4318 Liquid limit, plastic limit, and plasticity index of soils D 4546 One-dimensional swell or settlement potential of cohesive soils 3. Project The proposed water treatment plant (WTP) building will be a pre-engineered steel building with steel stud infill walls. The structure will be supported on a conventional frost depth footing with an earth supported floor. The roof framing will be supported on interior steel columns. The WTP has a plan area near 40,800 square feet. The WTP buildings east end will have a basement elevation to accommodate the water purification equipment. The intake structure will also be constructed on conventional spread footings and earth supported floors. The structure will have a plan area of approximately 800 square feet. The existing grade at the intake structure will be raised to an elevation near 5310.5 on the west, south, and east sides. A 10-15%slope will be constructed on the north side of the proposed apron. The intake structure will have two rooms: a fine screening room with a below grade space and a compressor room. A compressor line gallery will be installed through the existing dike to the new water infiltration gallery in Hyalite Creek. There will be 13 intake gallery pipelines, including six 12-inch diameter lines, placed in an open excavation through the existing dike. The remaining lines will be air lines. A clear well was also to be constructed, consisting of a buried concrete tank extending 12 to 14 feet below the surface. However, we understand this tank may now not be built. 6. Legend ASTM MPWSS OSHA IBC 0 psf pci psf/ft MDEQ DIPRA American Society for Testing and Materials Montana Public Works Standard Specification, Fifth Edition, 2003 Occupational Safety and Health Administration International Building Code Standard penetration test boring pounds per square foot pounds per square inch per inch of deflection pounds per square foot per foot of depth Montana Department of Environmental Quality Ductile Iron Pipe Research Association 8. Boring Location Sketch - Water Treatment Building 9. Boring Location Sketch - Intake Structure REVISIONS: REV: 06/14/2010 MANTENANCE~~ RELOCATED BARBED . i tMRE FENCE VEHICLE PAD I ,ti"~~ pRtyNG fi(C ~...., REV: W.~}TBi=- ~ R'-EA7'MEti~ Pt.~1n~T i i t2' CLEANOUTS I" REV: h~ ~` VALVE VAVLT (TOP EL. 09.0) /. t "rr~ ST-1' ~--- 1~~~. -. i .. .. ~y z l•., . ~.. ~,,:. 1 PROJECT: ,~ i Q .~/►' I .. i ' ~^ i ~. i i o ~ Hyalite/Sourdough Water Treatment Plant Replacement Bozeman, Montana 29~- Ir '• s~.~ "- l~ r~' . r, t ~~ I: ST 6 t ~ ~ D Yo pp jcALE /N FeFT X I .~i~ i i 1 ~y 1 tiY. ^~.- 1 t X f 'OAT-~~~ (Fcrc6 l~l -cam ~~ PREPARED FOR: v - - t!` 1 i Morrison-Maierle Inc. 2880 Technology Blvd. Bozeman, Montana o~` DD coN.EcnoN vAULr Q ExlsnNc I ~~ rt ~11 ~ Y - ~~ ~~. 1 tax FLUME VAULT cAi oE+ t li I }1 I ATTN: Mike Hickman o~ ST-3 ^7 1 {!~~`~. .. Y`- o I= ST-4 (~N - L _- . Freol L t sPUL ~ SLUIC ~+~ ,. w I DRAWN BY: gWarren vrr ~ i'~ 3 r-Y ~` 1 ~ X ~d n. PREPARED BY: CBinstock w ... ,• i r..,,,... ,.t.f. 1 _ \ ~ 'Yy _ C "i.« 7 lsge6E _ . ~~~ ~\ ~,~ .~~ v REVIEWED BY: CRice - M ~ /~Jf 7RfA:HE"r aV/L~lN6 ~ \ DATE: 06/08/2010 w• ~ ' `. 1 ~. 20 0 mZy' - - - ' ' i It .~ .~ s ~ 1 ' • ~ JF- PROJECT: 09-2615 I l ( IN FEET ) /~_.-_ 7~r~-G ~S I 't..._. / ~ ~~ L~~~~ s . ~ :% .:t 1 I... ;~~ 4'F'~. ~•_~ ,. ._. .. • 44 ~Y ,./ i / i ~ ~ ` 11. Summary of Classification Test Data 10. General Recommendations Basis of Recommendations. The analyses and recommendations submitted in this report are based upon the data obtained from the soil borings performed at the locations indicated on the sketch's. Often, variations occur between these borings, the nature and extent of which do not become evident until additional exploration or construction is conducted. A reevaluation of the recommendations in this report should be made after performing on-site observations during construction to note the characteristics of any variations. The variations may result in additional foundation costs, and it is suggested a contingency be provided for this purpose. It is recommended SK Geotechnical be retained to perform the observation and testing program for the site preparation phase of this project. This will allow correlation of the soil conditions encountered during construction to the soil borings, and will provide continuity of professional responsibility. . Moisture Content (%) ASTM Symbol Depth (feet) Percent Passing Boring LL PL PI ST-6 4-5.5 CL 19.0 38 26 70.2 12 S ST-6 6.5-8 CL 36 24.1 24 12 29.6 GEOTECHNICAL Review of Design. This report is based on the design of the proposed structures as related to us for preparation of this report. [t is recommended we be retained to review the geotechnical aspects of the designs and specifications. With the review, we will evaluate whether any changes in design have affected the validity of the recommendations, and whether our recommendations have been correctly interpreted and implemented in the design and specifications. 2611 GABEL ROAD P.O. BOX 80190 BILLINGS, MONTANA 59108 PHONE: (406) 652-3930 FAX: (406) 652-3944 Groundwater Fluctuations. Water level observations were obtained in the borings at the times and under the conditions stated on the boring logs. These data were interpreted in the text of this report. The period of observation was relatively short, and fluctuation in the groundwater level may occur due to rainfall, flooding, irrigation, spring thaw, drainage, and other seasonal and annual factors not evident at the time the observations were made. Design drawings and specifications and construction planning should recognize the possibility of fluctuations. 4041 WHIPPOORWILL DRIVE P.O. BOX 16123 ' MISSOULA, MONTANA 59808 PHONE: (406) 721-3391 FAX: (406) 721-6233 Use of Report. This report is for the exclusive use of Morrison-Maierle, Inc., to design the proposed structures and prepare construction documents. In the absence of our written approval, we make no representation and assume no responsibility to other panics regarding this report. The data, analyses and recommendations may not be appropriate for other structures or purposes. We recommend parties contemplating other structures or purposes contact us. Copyright 2010 GEOTECHNICAL Level of Care. Services performed by SK Gcotechnical Corporation personnel for this project have been conducted with that level of care and skill ordinarily exercised by members of the profession currently practicing in this area under similar budget and time restraints. No warranty, expressed or implied, is made. EVALUATION G E-2 Sheet 2 of 10 14. Backfill Compaction REVISIONS: 17. Site Utility Recommendations 12. Spread Footing Foundations REV: 06/14/2010 Structural Backfill below Foundations Exterior Backfill in Landscape Areas Backfill below Slabs Compressor Line Crossing Backfill Anticipated Subgrade: Rather soft to medium clays, existing fill, or gravel Design Information, Anticipated Foundation Loads: Perimeter and interior wall loads < 2 kips/lineal foot Perimeter column loads < 35 kips Interior column loads < 75 kips Finished floor grade water treatment building, assumed: 5208 f intake structure compressor room: 531 1.5 intake structure fine screening room: 5305.8 Distributed floor loads < 250 psf Concentrated floor loads < 1,000 pounds REV: Parameter/ Material REV: Anticipated Backfill: On-site clays and screened gravels. PROJECT: Corrosive Soils: Yes, clay soils are considered corrosive to metallic conduits and corrosive to ductile Minimum compaction, standard Proctor iron pipe. 98% 100% 95% 90% Hyalite/Sourdough Water Treatment Plant Replacement Bozeman, Montona Corrosion Protection: Recormnended for metallic conduits, or use pipe materials that are corrosion Moisture, percent resistant, such as polyvinylchloride (PVC) or polyethylene (PE) pipe. f 2% f 2% f 2% f 2% of optimum Type l Bedding: Yes, in accordance with MPWSS Section 02221. Building Pad Preparation: Remove all existing fill and clay from beneath 15. Backfill Material Requirements PREPARED FOR: building. Subexcavate native soft, wet, clay soil down to native gravels and Type 2 Bedding: Not anticipated. Morrison-Maierle Inc. 2880 Technology Blvd. Bozeman, Montana replace as shown in Foundation and Slabs Details 20 and 21. Trench Backfill: On-site clay soils that are excavated from the trench can be used as backfill above Percent Passing bedding. Gravels should be screened to less than 4-inch dimension. Bearing Depth (see structural drawings for specific elevations): Perimeter footings 3 1/2 feet below exterior grade, minimum Interior footings below floor slab Exterior and unheated footings 5 feet below grade, minimum Structural backfill- imported or on-site screened alluvial gravels Sieve Size Non-Expansive Clay Backfill ATTN: Mike Hickman 100 4" 100 DRAWN BY: gWarren Bearing Pressure: up to 4,000 psf after necessary earth work has been No. 4 35-65 30 - 100 performed. PREPARED BY: CBinstock No. 200 <-8 30 minimum REVIEWED BY: CRice Settlement and Heave: up to 1 inch total and 1/2 inch differential DATE: 06/08/2010 Plasticity Index nonplastic < 20 PROJECT: 09-261 5 IBC 2006 Site Class: Stiff soil profile, Site Class D Gravel Base - MPWSS, Section 02235 18. Lateral Earth Pressure Parameters Maximum 0.2 second spectral response acceleration, Ss : 75.1 % of gravity Gravel Subbase - MPWSS, Section 02234 Maximum 1.0 second spectral response acceleration, S i : 23.4% of gravity l~Tative or Screened 16. Construction On-Site Clay Backfill Parameter/Material Floor Slabs: Subgrade: compacted sandy gravel Subgrade Modulus: 200 pci Sandy Gravel OSHA Soil Type: All earthwork and construction should be performed in accordance with OSHA guidelines. All Soils: Type C ~ CORY G. o ~_ 99114 PE Moist Unit Weight, pcf 135 120 Utilities: Internal Friction Angle, Environment: corrosive 38 27 degrees Dewatering: Maybe required for intake gallery pipelines. Method of dewatering to be determined by contractor. Dewatering method should be designed to prevent the excessive loss of fines which would cause subsidence of adjacent structures. Bedding and Backfill: follow MPWSS, Section 02200 Active Equivalent Fluid Pressure, psf/ft Concrete: use cement meeting ASTM C150 Type II requirements 32 45 S KGEOTECHNICAL~ Observations: Footing subgrades, recommend special inspection., slab subgrades, and removal of existing fill and/or soft, wet clays beneath building pad. ~~ At-Rest Equivalent Fluid Pressure, psf/ft 64 52 2611 GABEL ROAD P.O. BOX 80190 BILLINGS, MONTANA 59108 PHONE: (406) 652-3930 FAX: (406) 652-3944 Concrete Testing: In accordance with project specifications; slump, air content, temperature, and compressive strength cylinders. Passive Equivalent Fluid Pressure, psf/ft Compaction Testing: Fill and backfill beneath footings, slabs, and pavements, interior and exterior foundation wall backfill, and pavement subgrade and base/subbase courses. 13. Anticipated Subexcavation Depths 560 320 4041 WHIPPOORWILL DRIVE P.O. BOX 16123 MISSOULA, MONTANA 59808 PHONE: (406) 721-3391 FAX: (406) 721-6233 Ground Surface Depth to Top of Anticipated Soil Boring Coefficient of Friction 0.55 0.45 Surface Water Drainage: Provide throughout construction to avoid saturation and ponding water on exposed subgrades, which can cause excessively soft areas (pumping and rutting) and construction delays. Native Gravel Elevation Bottom Elevation Note: values are not factored 5199.8 5189 1/2 ST-2 10' Copyright 200 Cold Weather Construction: No fill or backfill should be placed on frozen soils, no frozen soils should be used as fill or backfill, and remove all snow or ice from cut and fill areas prior to additional grading. ST-3 5205.5 16' 5189 1/2 19. Site Grading and Drainage GEOTECHNICAL ST-4 5209.0 11 1/2' 5197 1/2 EVALUATION Construction Grading. Positive run-off of surface water must also be provided during construction, especially when clay subgrade soils are exposed. If water is allowed to pond on the exposed subgrade, the subgrade will become wet and soft, which is easily disturbed (become unstable) by heavy rubber-tired construction equipment. 5305.3 ST-5 6 1/2 5298 1/2 G E-3 *Rounded to nearest 1/2 foot. Sheet 3 of 10 REVISIONS: 20. Foundation and Slab Detail - Water Treatment Building REV: 06/ 14/2010 REV: REV: PROJECT: Hyalite/Sourdough Water Treatment Plant Replacement Bozeman, Montana Floor Slab a Vapor Retarder, location to be determined by architect PREPARED FOR: ~- Morrison-Maierle Inc. 2880 Technology Blvd. Bozeman, Montana -/~- Critical Exterior Slab Slope away from building Crushed Gravel Base, 6" min. FF Assumed = 5208 ~_ e. a.~ ~- Leveling Course Slope ATTN: Mike Hickman .a ~ . <. ~.~ 'a Topsoil e e • •e !.~ . ./~; ~~'1 a a a. DRAWN BY: BWarren 2" Polystyrene foam insulation Waterproofing 2" Sand Cushion PREPARED BY: CBinstock or Dampproofing A 4' Min. REVIEWED BY: CRice a •e DATE: 06/08/2010 b a. a o . ~ e Structural Backfill Structural Backfill On-site PROJECT: 09-2615 Compacted backfill .a~~ .~ ~a~.. ~ . a a• FF Assumed = 5200 t Excavation Slope per / / / i ~2 /1 i i i . a d.a OSHA Guidelines a~<a.. b Leveling Course ~~~ Perforated drain pipe wrapped in Drainage aggregate and geotextile filter fabric Excavation Slope per OSHA Guidelines 2 I'~ 1 ~~ i=~~~~~~~~~ =~~L=~I~ Native Gravels See anticipated subexcavation depths (Detail 13) for bottom of subgrade. s ~GEOTE~ AL~ Subexcavate all existing fill and soft, wet clay from beneath building foundation and slabs on oversize down to native gravels. Scarify and moisture condition subgrade to a moisture content near optimum and recompact. Replace with sandy gravel structural fill compacted to 100% of its maximum dry density as determined by ASTM D698 (Standard Proctor). 2611 GABEL ROAD P.O. BOX 80190 BILLINGS, MONTANA 59108 PHONE: (406) 652-3930 FAX: (406)652-3944 Not to scale 4041 WHIPPOORWILL DRIVE P.O. BOX 16123 MISSOULA, MONTANA 59808 PHONE: (406) 721-3391 FAX: (406) 721-6233 Copyright 2oi0 GEOTECHNICAL EVALUATION G E-4 Sheet 4 of 10 REVISIONS: ~; 21. Foundation and Slab Detail - Intake Structure REV: 06/14/2010 REV: REV: PROJECT: Hyalite/Sourdough Water Treatment Plant Replacement Bozeman, Montana Fine Screening Compressor Room Room Floor Slab Vapor Barrier location to be determined by others PREPARED FOR: ~. Morrison-Maierle Inc. 2880 Technology Blvd. Bozeman, Montana ~ " 0 . a Topsoil Topsoil FF = 5311.5 ATTN: Mike Hickman d a d e a d a Structural Backfill Structural Backfill DRAWN BY: BWarren a e PREPARED BY: CBinstock .a REVIEWED BY: CRice a' Leveling Course Waterproofing DATE: 06/08/2010 e Waterproofing a . or Dampproofing PROJECT: 09-2615 or Dampproofing a a e c FF = 5305.8 a" Sandy Gravel Q Structural Backfill a. a a. 0 n a .,, ~ .. • a 0 a Excavation slope per a~ ~; e OSHA guidelines Excavation slope per ~\ a 0 OSHA guidelines 2 1 ~~ Existing Vault O, d . d . ~,c ~\ ~\ ~\ ~\ ~\ ~\ ~\ ~\ v v a s ~GEOTE~ AL~ ~r d d See anticipated subexcavation depths (Detail 10) for bottom of subgrade. . a ~ a . FF = 5297.8 w. e / 2 /1 i 2611 GABEL ROAD P.O. BOX 80190 BILLINGS, MONTANA 59108 PHONE: (406) 652-3930 FAX: (406) 652-3944 ,I l li l ~l l li ~ 1. -~ ~ I-~ Native Gravels 4041 WHIPPOORWILL DRIVE P.O. BOX 16123 MISSOULA, MONTANA 59808 PHONE: (406) 721-3391 FAX: (406) 721-6233 Subexcavate all existing fill and soft, wet clay from beneath building foundation and slabs on oversize down to native gravels. Scarify and moisture condition subgrade to a moisture content near optimum and recompact. Replace with sandy gravel structural fill compacted to 100% of its maximum dry density as determined by ASTM D698 (Standard Proctor). Groundwater anticipated near excavation bottom, dewatering may be required. If groundwater cannot be tolerated in vault area, a subfloor and perimeter drainage system will be required. Copyright 2oio GEOTECHNICAL Not to scale EVALUATION G E-5 Sheet 5 of 10 REVISIONS: REV: 06/14/2010 REV: REV: PROJECT: 22. Shoring and Underpinning Existing Grade Hyalite/Sourdough Water Treatment Plant Replacement Bozeman, Montana Proposed Structure Excavation per OSHA Guidelines Morrison-Maierle Inc. 2880 Technology Blvd. Bozeman, Montana PREPARED FOR: Existing Structure Existing Grade Shoring Proposed Structure Excavation per OSHA Guidelines i i ~~ I Subexcavation and oversize zone Figure 3. Shoring AND underpinning of excavation adjacent existing structure. Notes: Shoring of the excavation and underpinning of existing foundation is required when the bottom of excavation is within the l: l slope from the top edge of existing footing. Shoring and underpinning to be designed by a qualified professional or structural engineer. Type of shoring and underpinning to be determined by contractor (see plans and specifications) s ~GEOTE~ AL~ 2611 GABEL ROAD P.O. BOX 80190 BILLINGS, MONTANA 59108 PHONE: (406) 652-3930 FAX: (406) 652-3944 4041 WHIPPOORWILL DRIVE P.O. BOX 16123 MISSOULA, MONTANA 59808 PHONE: (406) 721-3391 FAX: (406) 721-6233 Copyright 2010 GEOTECHNICAL EVALUATION G E-6 Sheet 6 of 10 z ATTN: Mike Hickman i .` ~\ 2H Subexcavation and oversize zone 1 DATE: 06/08/2010 PROJECT: 09-2615 Not to scale DRAWN BY: BWarren PREPARED BY: CBinstock REVIEWED BY: CRice Figure 1. Suitable excavation adjacent to existing structure. Notes: A suitable excavtion next to existing foundation should be sloped down at a slope of 2H:1 V, or flatter, from the top outside edge of existing footing to the excavation bottom. Shoring Proposed Structure Excavation per OSHA Guidelines i i i Subexcavatlon and oversize zone ~ r H Figure 2. Shoring of excavation adjacent existing structure. Notes: Shoring of excavation is required when bottom of the excavation is within the 2: I slope from the top outside edge of existing footing. Underpinning also required if the excavation is within 1:1 slope, see figure 3. -^~ 4 i~ ~~~ i Existing Grade Existing Structure i ~: ~i ~i~ I I ~/ ~i~ 2 ,~1 t ~ I i ~ ~ J i i ~~ i ~~ i i 1 H Not to scale ~\ ~\ Shoring to be designed by a qualified professional or structural engineer. Type of shoring to be determined by contractor (see plans and specifications). i i i t .\ ~\ \\ ~I H- i ~- r•. ~. ;... :~ n i i C ~~_ ,~ S r Not to scale } Existing Structure 1 Underpin Existing Foundation i Descriptive Terminology REVISIONS: ~r~~ S GEOTECHNICAL~ 2611 Gabel Road P. O. Box 80190 ~ Billings, I•IT 59106-0190 Phone: 406.652.3930 Fax: 406.652.3944 • REV: 06/14/2010 i~l~'/ Standard D 2487 Classification of Soils for Engineering Purposes (Unified Soit Classification System) Particle Sizo Identification Boulders over 12" Cobbles 3'to 12" Gravel coarse 3/4" to 3" fine No. 4 l0 3/4" Sand coarse No. 4 to No. 10 medium Na. 10 to No. 40 fine No. 40 to No. 200 Silt No. 200 to .005 mm Clay less than .005 mm LOG OF BORING REV: REV: Soil Classification BORING: $T-'I PROJECT: 09-2615 GEOTECHNICAL EVALUATION Hyalite/Sourdough Water Treatment Plant Replacement Bozeman, Montana Cdtada for Asslgning Group Symbols and Group Names Using Laboratory Tests " Group Symbd Group Namo ° PROJECT: LOCATION: Cv 7 a and 1? Ce T 3 v WUO gmded gravel' Grovels More than 50% of coarse frddion retained on No. 4 sieve Clean Grsvols Less than 5% fines ° GW Clarifier, see attached sketch. 1%u < a and/or 1 > Cc > 3 s POody graded gravel ` Hyalite/Sourdough Water Treatment Plant Replacement Bozeman, Montana GP Coarse• Grained Sotls Moro than 50°.i retained on No. 200 sieve Silly Gravel `'~'~ GaYey grovel r.o M Gravels with Fines More than 12% Onesc Fnes dassify aS ML Ot MH GM GC Fines de55ify as CL or CH Relative Density of Coheslonless Soils G,78end17Cc73` Well graded sand' Sands 50% or more of ooarse fmdion passes No.4 sievo Clean Sands Less than S% fines ° SW DATE:. 11 /5109 SCALE: 1" = 4' DRILLED BY: C. Blnstock METHOD: 3 1/4" HSA, Automatic very loose 0 to 4 BPF Cu < 6 andloft > Cc > 3e Poorly graded sand' SP loose 5 l0 10 BPF medium dense 1 t to 30 BPF dense 37 to 50 BPF MCI Remarks (%) Depth 0.0 Symbol Elev. Description of Materials BPF WL SiItY sam v'"'' Sands w11n Finos More Than 12% fines ° Finos Uassify as ML or MH SM ~yeY ~~ a H,r 5194.3 Fines dassily as CL or CH SC very dense over 50 BPF 4" topsoil over LEAN CLAY with SAND, lo~v plasticity, brown. wet to moist, rather soft to medium. (Alluvium) elevation Reference: ground surface elevations provided by MMI. Lean d~r'~"" Silt ^ PI > 7 and pots on or above "A" line' e CL Sites and Clays Liquid Limit less than 50 PREPARED FOR: Fine- Grained Soils 50% or more passes Ue No. 200 slew Consistency of Cohesive Soils Inorganic PI < 4 or plots Delow'A" One' ML very soft 0 to t BPF soft 2 to 3 BPF rather sots 4 to 5 BPF medium 6 l0 8 BPF rather still 9 to 12 BPF still 13 to 16 BPF very stiff 77 to 30 BPF hard over 30 BPF 6 22.9 Morrison-Maierle Inc. 2880 Technology Blvd. Bozeman, Montana oraanicda '"^r- Organlc sih~~v'O Ltbuid limit - oven dried < 0.75 OL Organic Liquid limit - not drie0 Fal day "u PI plds On W above `A" One CH Silts and Clays Uquld Omft 50 or more InorgMic 14.1 Elastic sill"`" 4 PI plots below "A" line I MH CL ~ / ~= oe 0 e s= =~ a _z v e ~~ d =~ _© _b a 3- ~s ~O c Oroanic da " "" OH Organic sia~"'^u,o Llautd limit - oven ddeQ < 0.75 Ofg81tiG Liquid funit - real dried Highly Organrc Soils Pdmariry organic matter, dark k color, and organic odor PT Peat ATTN: Mike Hickman Based on Yee material passing the 3' (75 mm) sieve. 11 field sample contained cobbles ar boulders, or bosh, add 'With cobbles or bouders, or both' to group name. Gravels with 510 12%fines require dual symbds GW-GM vrelFgraded gravel with sin GW1'iC we0~raded gravel with day GP-GM goody graded grsvel with Silt GPGC Doody graded grovel with day SarWs with 5 to 12%Ones regWro dual symbols. SWSC well-graded sand with day SPSM goody graded sand wiU1 SYt SP-SC poorly graded sand with day Gu Dso I D,o Cc = l0to)r / (D,o x Dtnl If soil cOnlains ? t 5%sand, add With sand" to group name. If fines dassify as CL•ML, use dual symbol GC-GM ar SC- SM. Il fines are organic, add With organic fines" to group name. tf soY contains ? 5%gravel, add lellh gravel" to group name. If Atterberg limits plot in hatched ores, soY is a CL•ML, silty If~soY comairts 15 to 29% plus No. 200. add With sand' or Willi gravel", whichever is predominant. It soY contains ? 30% plus No. 200 predominantly sand, add "sarMy to group name. If soY contains ? 30% plus No. 200 predominantly gravel, add "gravelly^ to group nanre. PI 7 4 and pots on or nbove "A" Gne. PI < 4 or plots bekw "A" line. PI plots on or above "A" Ilse. PI plots bebw •A" line. 0 0 Moisture Content (MC) Description rather dry MC less than 5%, absence of moisture, dusty moist MC below optimum, but no visible water wet MC over optimum, visible free water, typiplly below water table saturated Clay soils were MC over 7 10.9 53~ -5188.8- c POORLY GRADED GRAVEL with SAND, COBBLES, and BOULDERS, fine- to coarse-grained, gray, rather dry, dense to very dense. (Alluvium) DRAWN BY: BWarren PREPARED BY: CBinstock 31!50.: 0.8 0 REVIEWED BY: GStaffileno DATE: 06/08/2010 Laboratory Tests DD Dry density, pcf OC Organic content °.6 WD Wet density, pct Pzoo °h passing 21)0 sieve LL Liquid Omit PL Plastic limit PI Plastiaty index MC Natural moisture content. °,6 qu Unconfined compressive strength, psf qp Pocket penetrometer strength, tsf r 0 35f50--'' 2.1 PROJECT: 09-2615 49.50.1 3A k 60 • Far cl4ssifirntion of fine-grained sods and fine-greined froctton of coarse-grotnld sorts. Drilling Notes Standard penetration test borings were advanced by 3Y." or 4'/." ID halbw-stem augers, unless noted otherwise. Standard penetration test borings are designated by the prefix "ST" (split tube). Hand auger borings were advanced manually with a 2 to 3"diameter auger to the depths indicated. Hand auger borings are indicated by the prefer "HA." PLASTICITY INDEXIPI) so Equot ion of ~A -line Fbrizontol of PI-4 to LL=255, then PI-0.73 tLl-20) tea% .Jj~ \~F. °P~ 4950-:" 3.3 O~ ao Equation of"U"-line VerticdlOf LL=16 to PI=7 then PI= 0.9 (L L-8) O`~ G~ .' GP Sampling. A9 samples were taken with the standard 2" OD split- tube sampler, except where noted. TW indicates thin-walled tube sample. CS indiptes California tube sample. 30 O~ BPF. Numbers indicate blows per foot recorded in standard penetration test, also known as "N" value. The sampler was set 6" into undisturbed soil below the hollow-stem auger. Driving resistances were then counted for second and third 6" increments and added to get BPF. Where they differed sgnificantly, they were separeted by backslash (/). In very dense/hanf strata, We depth driven in 50 blows is indicated. to i >~ MH ~+ OH a G~' 49 5.0 s ~GEOTE~ AL~ to 7 a 00 /lCL7M ~/~ II I ML~OL a O z e' `~ i 6 z 0 m IC 30 40 50 60 70 90 too 10 16 20 60 WH. WH indicates the sampler penetrated soil underweight of LIQUID lJM1T (LL) hammer and rods alone; driving not required. flC. ° Vluatity Cnvt 2611 GABEL ROAD P.O. BOX 80190 BILLINGS, MONTANA 59108 PHONE: (406) 652-3930 FAX: (406) 652-3944 Note. All tests were run in general accordance with applicable ASTM standards. sar 2s 3L 5167.3 27.0 END OF BORING - Auger Refusal Water not observed evith 27' of hollow-stem auger in the ground. lNater not observed to dry cave-in depth of 16' immediately after withdrawal of auger. Boring then backfilled. 4041 WHIPPOORWILL DRIVE P.O. BOX 16123 MISSOULA, MONTANA 59808 PHONE: (406) 721-3391 FAX: (406) 721-6233 Copyright 2010 09-?675 ST-1 page 1 of 1 GEOTECHNICAL • EVALUATION GE-7 Sheet 7 of 10 REVISIONS: ~`~~ ~`~~ S S GEOTECHNICAL) 2611 Gabel Road P. O. Boz 80190 ~J 61111ngs, t•tT 59108-0190 Phone: 406.652.3930 Faz: 406.652.3944 GEOTECHNICAL, ?611 Gabel Road P. O. Boz 80190 ~ Blllings, FIT 59 108-0 1 90 Phone: 406.652.3930 Faz: 406.652.3944 REV: 06/ 14/2010 LOG OF BORING LOG OF BORING REV: REV: BORING: $T-3 BORING: ST-Z PROJECT: 09-2615 GEOTECHNICAL EVALUATION Hyalite/Sourdough Water Treatment Plant Replacement Bozeman, Montana PROJECT: 09-2615 GEOTECHNICAL EVALUATION HyalitelSourdough Water Treatment Plant Replacement Bozeman, Montana PROJECT: LOCATION: Water treatment plant building, see attached sketch. LOCATION: Water treatment plant building, see attached sketch. Hyalite/Sourdough Water Treatment Plant Replacement Bozeman, Montana DATE: 1115/09 SCALE: 1" = 4' SCALE: t" = 4' DRILLED BY: C. Blnstock DATE: 1115!09 DRILLED BY: C. Binstock METHOD: 3 1/4" HSA Automatic METHOD: 3 1/4" HSA. Autoratic Depth 0.0 Symbol Depth 0.0 Symbol Description of Materials Remarks Description of Materials BPF WL MC (°~) Remarks Elev. BPF WL MC (~io) Elev. 5205.5 5199.8 ,.,.. .~. ::. FILL: 4" topsoil over Lean Clay with Sand, low FILL: Organic Clay, high plasticity, trace PREPARED FOR: plasticity, brown. moist to tvet rather stiff to stiff. organics. black. v.~et, rather stiff. i -; ts.t tz t s.a 70 1,~ Morrison-Maierle Inc. 2880 Technology Blvd. Bozeman, Montana 5204.0- '~ ~, FILL: Lean Clay, low to medium plasticity, brown. moist, medium to rather stiff. ,ta t z.a tzs 7t 5196.3 ~.,~, ~; ~. 3.~ Tw FILL: Sandy Lean Clay, low plasticity, rust, moist, medium. ATTN: Mike Hickman 6 71.5 6 1 ~.6 ~..~ r ' 6.$- 6.~ 5199.0 5193.3- DRAWN BY: BWarren FILL: Lean Clay, low to medium plasticity, brown, FILL: Poorly Graded Gravel with Silt and Sand, fine- to coarse-grained, brown, moist, medium dense. i~,~: PREPARED BY: CBinstock wet, soft ~~ z7.z zo 3.4 3 ~!: ; REVIEWED BY: GStaffileno .i DATE: 06/08/2010 `. .~ ~'~: ,: 5189.8 10.0 15.7 72 42 PROJECT: 09-261 5 ttrzs POORLY GRADED GRAVEL with SAND, COBBLES. and BOULDERS, fine- to coarset~rained, gray, rather dry, very dense. (Alluvium) ~~ ~` ~_ } 9© ~~ 3194.5- 11.0 %' i 3 - 3~ s 3G _~ '? G s =~ tr __ LEAN CLAY with SAND, low plasticity, brrnvn, wet, soft (Alluvium) 4450-" 2.1 3 20.8 GP CL 50. t' s 0.4 3t 2 25.3 5189.5_ 16.0 POORLY GRADED GRAVEL with SAND, -5182.8_ 17.0 COBBLES, and BOULDERS, fine- to coarse-grained, gray, rather dry, dense to very dense. (Alluvium) END OF BORING - Auger Refusal Water not observed with 17' of hollow-stem auger in the ground. 40 3.0 Water not observed tb dry cave-in depth of 10.2' s ~GEOTE~ AL~ immediately after ~vithdratral of auger. Boring then backfilled. v 5 n' e 0 ~a f s e c m GP 0 a 2611 GABEL ROAD P.O. BOX 80190 BILLINGS, MONTANA 59108 PHONE: (406) 652-3930 FAX: (406)652-3944 ss t.7 a 'Water not observed with 29' of ho0ow-stem auger in the ground. Water nOt observed to dry cave•in depth of 16' immediatey after withdrawal of auger. Boring Then baekfilled. 4041 WHIPPOORWILL DRIVE P.O. BOX 16123 MISSOULA, MONTANA 59808 PHONE: (406) 721-3391 FAX: (406) 721-6233 M1 E s '5175.6_ 29.9 50.4' 0 e END OF BORING' c m Copyright 2010 09-2675 ST-3 page 1 of 1 09-2675 ST-2 page 1 011 GEOTECHNICAL EVALUATION G E-8 Sheet 8 of 10 REVISIONS: ~`~~ ~`~~ S S GEOTECHNICAL) ?611 Gabel Road P. O. Boz 80190 ~J 8illings, 1.1T 59108-0190 Phone: 406.652.3930 Fa z: 406.652.3944 K EOTECHNIt:AL, 2611 Gabel Road P. O. Box 80190 BIIIIngs, f•1T 59108-0190 Phone: 406.652.3930 Fax: 406.652.3944 REV: 06/14/2010 LOG OF BORING LOG OF BORING REV: REV: BORING: $T-4 BORING: ST-5 PROJECT: 09-2615 GEOTECHNICAL EVALUATION HyalitelSourdough Water Treatment Plant Replacement Bozeman, Montana PROJECT: 09-2615 GEOTECHNICAL EVALUATION HyalitelSourdoughWster Treatment Plant Replacement Bozeman, Montana PROJECT: LOCATION: Water treatment plant building, see attached sketch. LOCATION: Intake compressor building, see attached sketch. Hyalite/Sourdough Water Treatment Plant Replacement Bozeman, Montana DATE: _ 11 /5109 DRILLED BY: C. Blnstock SCALE: t" = 4' METHOD: 3 1/4" HSA Automatic SCALE: 1" = 4' DRILLED BY: C. Blnstock METHOD: 3 1/4" HSA, Automatic DATE: 11/6/09 MC (%) Elev. Depth 0.0 Symbol Description of Materials BPF Remarks Depth 0.0 WL Symbol Elev. Description of Materials WL MC (%) Remarks BPF .^•4 5209.0 5305.3 ~, ,~ FILL: Organic Clay, high plasticity, black, moist, ;; FILL:: Silty Sand, fine- to medium-grained, trace ,~,~, ,~~'. PREPARED FOR: 5208.2_ 0.8 - gather stiff. Gravels. bro~a~n, moist, medium dense. sre 3.6 t2.6 11 1 .~ , Morrison-Maierle Inc. 2880 Technology Blvd. Bozeman, Montana -5303.8_ ~, i ;.,~, ,r FILL: Lean Clay, low to medium plasticity, brown, i LEAN CLAY, medium plasticity, trace Gravels. moist to tvet, medium to rather stiff. brown, wet, rather stiff. (Alluvium) 6 11.3 21.5 12 • i, '• ~ i, ~• CL ATTN: Mike Hickman No recovery. 13 17.4 72 ~,', ;` ,:. ~;~ ~, 6.~ -5298.B_ DRAWN BY: BWarren 3 ~~ _al >. SILTY GRAVEL, fine- to coarse-grained, brown, wet to v~sterbearing, loose to medium dense. (Alluvium) PREPARED BY: CBinstock 21s e 12.6 35 5200.5 8.~ REVIEWED BY: GStaffileno r :- a =o e ~Q :_ as _~ oa LEAN CLAY, medium plasticity, light olive brown, DATE: 06/08/2010 An open triangle in the water level (WL) cohtmrt incGcates the depth at vrFtich groundvrater was first observed while dri Eng. wet, soft (Alluvium) CL 11.E z GM 3 31.0 2/15 19.3 PROJECT: 09-2615 -5197.5_ POORLY GRADED GRAVEL with SAND, COBBLES, and BOULDERS, fine- to coarse-grained, gray, rather dry, dense to very dense. (Alluvium) 73 42 19 75.2 a 13.E -5291.8- _ POORLY GRADED GRAVEL with SAND. COBBLES, and BOULDERS. fine- to or coarse-grained, gray, vvaterbearing, medium -Odense. (Alluvium) GP s~ 2.3 15.8 26 15. 589.8 END OF BORING GP Water dmvn 9.1' with 14' of hollow-stem auger in the ground. Water not observed to dry cave-in depth of 8' immediately after withdrawal of auger. 45 3.9 s ~GEOTE~ AL~ Boring then backfilled. i$ 0 z 3 a a E n 0 m 0 z n ~`~`C i ~~ 0 m X185.9_ 23. t so-r s 0 BI END OF BORING - Auger Refusal 2611 GABEL ROAD P.O. BOX 80190 BILLINGS, MONTANA 59108 PHONE: (406) 652-3930 FAX: (406)652-3944 Water not observed with 23' of hollow-stem auger in the ground. Water not observed to dry cave-in depth of 16' immediately after withdrawal of auger. 4041 WHIPPOORWILL DRIVE P.O. BOX 16123 MISSOULA, MONTANA 59808 PHONE: (406) 721-3391 FAX: (406) 721-6233 Boring then backfilled. Copyright 2010 09-2675 ST-4 page 1 or 7 09-2615 ST-5 page 1 of 1 GEOTECHNICAL EVALUATION G E-9 Sheet 9 of 10 REVISIONS: ~`~~ S GEOTECHNICAL) 2611 Gabel Road P. O. Box 80190 ~ Billings, h1T 59108-0190 Phone: 406.652.3930 Fax: 406.652.3944 REV: 06/14/2010 LOG OF BORING REV: REV: BORING: $T-s PROJECT: 09-2615 GEOTECHNICAL EVALUATION Hyalite/Sourdough Water Treatment Plant Replacement Bozeman, Montana PROJECT: LOCATION: Intake area, pipeline dam crossing, see attached sketch. Hyalite/Sourdough Water Treatment Plant Replacement Bozeman, Montana DATE:. 11 /6/09 SCALE: 1" = 4' DRILLED BY: C. Blnstock METHOD: 3 114" HSA, Automatic MC (%) ' ; -t Depth Symbol 0.0 Description of Materials Elev, B PF Remarks WL 5309.5 FILL: Silty Gravel, fine- to coarse-grained, trace „ i, ;, _. a erzs PREPARED FOR: organics, brown, moist, dense to medium dense. B.~ Morrison-Maierle Inc. 2880 Technology Blvd. Bozeman, Montana z 9.8 t• 3.f 5306.0" FILL: Sandy Lean Clay, low plasticity, dark brown, wet rather stiff. ATTN: Mike Hickman Split-spoon sample from 4' to SY:'. LL=38, PL=26, PI=12 P~=70.2% Split-spoon sanq~le from 6%>'to 8'. LL=36,PL=24.P1=12 P~=49.6% t 9.0 11 c t 6.S 5303.0_ DRAWN BY: BWarren SANDY LEAN CLAY, low plasticity, dark gray, vet, very stiff. (Alluvium) PREPARED BY: CBinstock CL 5174 ?4.1 8. J~ 5301.0_ REVIEWED BY: GStaffileno 3 SILTY GRAVEL, fine- to coarse-grained, brown. wet to t<vaterbearing, medium dense to very ~~f dense. (Alluvium) DATE: 06/08/2010 so 1 s.>' PROJECT: 09-2615 c7 ~o~ e~ ~~~ ns GM ~--~' ~a 17.~~0- 2 15.5 5292.0 _ = POORLY GRADED GRAVEL with SANG, COBBLES, and BOULDERS, fine- to - GP =L- coarse-grained. gray, waterbearing. very dense. (Alluvium) sl 1a.~ 5289.0 20.5 s ~GEOTE~ A~ END OF BORING Water down 10.4' with 19' of hollow-stem auger in is the ground. o- i- 2611 GABEL ROAD P.O. BOX 80190 BILLINGS, MONTANA 59108 PHONE: (406) 652-3930 FAX: (406) 652-3944 Water not observed to dry cave-in depth of 8.5' immediately after withdrawal of auger. a Boring then backfilled. a' ~^ a a- 4041 WHIPPOORWILL DRIVE P.O. BOX 16123 MISSOULA, MONTANA 59808 PHONE: (406) 721-3391 FAX: (406) 721-6233 $_ ~_ 0 m Copyright 20i0 09-2615 ST-6 page 1 of t GEOTECHNICAL EVALUATION GE-10 Sheet 10 of 10 Appendix G-B Bozeman Hyalite/Sourdough WTP Replacement Project • GEOTECHNICAL INVESTIGATION HYALITE WATER PROJECT BOZEMAN, MONTANA December 28, 2003 Prepared For: Mr. tames Nichelson, P.E. Morrison-Maierle, Inc 901 Technology Boulevard Bozeman, Montana 59771 • Prepared By: GMT Consultants, Inc. P. 0. Box 7847 Missoula, MT 59807 Office: (406)721-21$2 Project No. 031018-4073 • • TABLE OF CONTENTS Section Title Page # 1.0 INTRODUCTION 2 1.1 General 2 1.2 Scope of Investigation 2 2.0 SUBSURFACE INVESTIGATION 3 2.1 General 3 2.2 Boring Locations and Elevations 3 2.3 Standard Penetration Testing 3 2.4 Subsurface Soils 4 2.5 Groundwater Observations ~ 4 3.0 INTAKE RESERVOIR MAPPING 4 3.1 General 4 4.0 LABORATORY INVESTIGATIONS 5 4.1 General ~ 5 4.2 Classification Tests 5 4.3 Corrosion Tests 5 5.0 INTAKE DESIGN & CONSTRUCTION RECOMMENDATIONS 5 5.1 General 5 5.2 Foundation Systems b 5.3 Groundwater 6 5.4 Lateral Earth Pressures 7 6.0 WATER LINE DESIGN & CONSTRUCTION RECOMMENDATIONS 7 6.1 General 7 6.2 Trench Fill Material ~ 7 6.3 Corrosion Potential 8 7.0 TREATMENT STRUCTURE DESIGN & CONSTRUCTION RECOMMENDATIONS 8 7.1 General 8 7.2 Foundation System 8 7.3 . Floor Slab on Grade 9 7.4 Seismic Considerations 9 7.5 Site Grading, Drainage, and Fill Work 4 8.0 SPECIFICATION RECOMMENDATIONS 9 9.0 GENERAL RECOMMENDATIONS 10 APPENDIX Plate 1 - Project Location Map Plate 2 - Boring Location Map Soil Boring Logs Reservoir Topography Maps Summary of Classification Tests Summary of Corrosion Tests Key to Classifications Used on Logs sheet Graphical Classifications 11 12 13 27 29 30 31 33 -1- • Geotechn ical Investigation Proposed Improvements Hyalite Water Project Bozeman, Montana 1.0 INTRODUCTION 1.1 General Our investigation of the subsurface soil conditions at the Hyalite Creek water intake structure, along the alignment of the proposed water line, and at the proposed Water Treatment Plant structure was authorized by Mr, names Nickelson, P.E. with Morrison- Maierle, Inc. in general accordance with the scope of services in our proposal, The purpose of this investigation has been to establish the engineering pazameters of the surface and subsurface soils that may affect the design and construction criteria of the proposed structures and water line. The proposed intake structure is located at the existing intake structure on Hyalite Creek. The proposed water line begins at the Hyalite intake structure and runs in northeasterly and easterly direction to the Water Treatment Plant at Bozeman Creek. The proposed treatment plant structure is located at the southwest corner of the existing treatment plant. All facilities are located as shown on Plate 1 in the Appendix to this report 1.2 Scope of Investigation The following tasks were performed in connection with the preparation of this report. 1. Auger borings were conducted in order to: a.Establish subsurface soil strata present along the project alignment. b.Obtain samples of subsurface materials for laboratory analysis. c, Investigate the in-situ conditions of the soils along the project alignment. d. Investigate the subsurface water conditions along the project alignment. 2. The Hyalite intake reservoir was mapped in order to: a, Determine the topography of the surface of the silt sediments in the reservoir. b. Determine the topography of the surface of the sand and gravel underlying the silt in the reservoir. 3. Subsurface soils from the site were analyzed in the testing laboratory using: a, Visual examination. b. Sieve Analysis tests. c.Atterberg Limits tests. d.Moisture Content tests. e.Soil PH tests. -2- • • f.Soil Chloride tests. g.Soil Sulfate tests. h.Soil Resistivity tests. 4. The information obtained from the subsurface exploration and laboratory investigation was used in geotechnical engineering studies to determine the soil parameters that will affect the design and construction of the proposed structures and water line. 2.0 SUBSURFACE INVESTIGATION 2.1 General Subsurface materials along the length of the project were investigated by performing fourteen (14) auger borings to depths of 1 foot to 15 feet below the existing surface. One (1) boring was performed at each structure and twelve (I2}borings were performed along the proposed water line alignment. Representative samples of the sub-surface materials were obtained by the use of a 2-inch outside diameter split-barrel sampler and by grab sampling. The split-barrel samples were removed from the sampler in the field and placed in individually numbered plastic bags, which were sealed to minimize moisture changes. Bulk samples were collected from the drill cuttings and placed in sealed plastic bags. All samples were classified in the field in accordance with American Society of Testing and Materials (ASTM) D-24$ 8, "Standard Practice for Description and Identification of Soils (Visual-Manual Procedure)" and transported to our testing laboratory for further testing and study. 2.2 Boring Locations and Elevations The borings locations were selected and marked by representatives of Morrison-Maierle, Inc. No surface elevations were established. 2.3 Standard Penetration Testing The in-situ conditions of the subsurface soils along the project alignment were investigated by the use of Standard Penetration Tests in accordance with ASTM D-1586, "Standard Test Method for Penetration Test and Split-Barrel Sampling of Soils." The Standard Penetration Test {SPT) determines the resistance of materials to penetration by a 2-inch O.D. split-barrel sampler driven by a 140-pound "Safe-T" Hammer, dropping repetitively through a 30-inch drop. Either the number of blows of the hammer required to drive the split-barrel sampler 12 inches {after seating the sampler 6 inches), or the additional inches of penetration by the sampler due to 50 blows of the hammer, whichever comes first, is recorded on the fieEd log. Results of the Standard Penetration Tests are shown on the left-hand side of the Soil Boring Logs in the appendix to this report. The relationship between the number of blows in the SPT and the consistency of cohesive soils is illustrated in Table A. • -3- TABLE A Summary of SPT Blow Count and Consistency Blow Count Consistency Less than 2 Very Soft 2 - 4 Soft 4 - 8 Medium 8 -15 Stiff 15 - 30 Very Stiff Over 30 Hard The relationship between the number of blows in the SPT and the density of non- cohesive soils is illustrated in Table B. TABLE B Summary of SPT low Count and Relative Density Blow Count 0-5 6-10 11- 34 31 - 54 54 + 2.4 Subsurface Soils Relative Density Very Loose Loose Medium Dense Dense Very Dense Due to the distances between borings, the soil profile in each boring only reflects the general soil profile in the vicinity of the boring. The boring logs in the appendix to this report should be reviewed to obtain a sense of the general soil profile and soil characteristics at specific locations along the water line alignment. In general, based on the borings and on soils observed on the surface, we would anticipate a considerable number of cobbles and boulders in the excavations from the intake structure to the vicinity of boring B-6. From B-6 to the treatment plant, we did not encounter boulders in the borings or observe them on the surface. 2.5 Groundwater Observations No groundwater was encountered in any of the borings. However the borings were conducted during the time of seasonally low groundwater and the number of borings limited identification of groundwater to only those locations where the borings were conducted. Groundwater will have to be considered when constructing the intake structure due to the adjacent reservoir and stream. It is possible that groundwater would be encountered at some locations along the proposed water line during construction. 3.0 INTAKE RESERVOIR MAPPING. 3.0 General The surfaces of the silt sediments and the underlying sandy gravel in the intake reservoir were mapped utilizing the following method. Using the southerly face of the existing -4- • • • intake structure and dam as a base line we obtained cross-sections of the reservoir. We established an elevation of the pond water surface by measuring down from the known elevation of the top of the concrete wall at the southwest comer of the intake structure. We then measured to the surface of the silt from the surface of the pond to obtain the elevation of the silt. To obtain the elevations of the sandy gravel, we pushed a '/s inch diameter copper rod through the silt to the gravel surface and then measured the length of the rod to the water surface. The resulting topography is shown on the maps in the appendix to this report. 4.0 LABORATORY INVESTIGATIONS 4.1 General All samples of subsurface materials from the borings were examined and classified in our testing laboratory. Classification tests were conducted to assist in the classifications and to determine design characteristics of the subsurface soils. Laboratory classifications of the subsurface materials refer to the "Unified Soil Classification System" as explained in the "Key to Classifications Used on Soil Boring Logs" in the appendix to this report. Additionally, we ran a battery of tests to determine the corrosive characteristics of the soils along the project route. Some of the tests were performed in our testing laboratory and some of them were performed in a subcontracting testing laboratory. 4.2 Classification Tests In our testing laboratory, Sieve Analyses Tests, Atterberg Limits Tests, Moisture Content Tests, were performed on selected samples. The purpose of these classification tests is to aid in the proper classification of the soils, to establish grain size characteristics and to determine natural moisture conditions. Classifying the soil assists in determining the performance characteristics of the soils under structurally loaded conditions. The results of our laboratory tests are summarized on the "Summary of Classification Tests" in the Appendix to this report. 4.3 Corrosion Tests PH Tests, Cloride Tests, Sulfide Tests, and Resistivity Tests were run in our testing laboratory or in the testing laboratory of Energy Labs in Billings, Montana to determine the con osive chazacteristics of the soil along the water line alignment. The results of the testing are summarized in the "Summary of Corrosion Tests" in the Appendix to this report. 5.0 INTAKE DESIGN & CONSTRUCTION RECOMMENDATIONS 5.1 General It is our understanding that the plan for the intake structure is to construct a concrete structure, approxunately 26 feet by 35 feet in the location of the existing intake structure. The foundation elements will consist of a variety of spread footings at variable elevations -5- • • • and a mat foundation at a depth of approximately 10 feet below the existing ground surface. The structure will be constructed in and adjacent to the existing reservoir and it will be necessary to construct a system to isolate and de-water any excavations for construction of the structure. 5.2 Foundation Systems Although we were not able to drill directly in the area of the proposed structure, we were able to drill boring B-1 a short distance downstream from the structure and to observe the surface soils at various locations in the vicinity of the structure. Based on the soils we encountered in boring B-1 and the soils that are evident in the stream bank and road bank adjacent to the site, we feel that the soils at the foundation depth beneath the proposed structure will be sand and gravel with cobbles and boulders. Some of the boulders could be 2 feet in diameter or larger. To provide a uniform base for the deeper foundation elements, we recommend that the excavations extend to 1-foot beneath the bottom of the foundation elements. Below the bottom of foundation elevation, only sand, gravel, cobbles and small boulders should be excavated. If lazge boulders are encountered that will be below the bottom of the foundation elements, they should be left undisturbed and the soil around them excavated to the 1-foot below bottom of foundation depth. Care should be taken to ensure that movement of large boulders does not disturb soil beneath the anticipated bottom of excavation. After all of the smaller and loose material is excavated to the 1-foot below the bottom of foundation depth, the resultant subgrade should then be compacted sufficiently to ensure that there are no loose or soft areas in the subgrade. If any areas contain unsuitable material that cannot be compacted, the unsuitable material should be excavated until suitable material is encountered. The area under the foundation elements should then be filled back to bottom of footing grades with lean concrete. The foundation element can then be constructed directly on the lean concrete. The area beneath the shallow footings will likely have been excavated during construction of the deeper foundations. To provide a suitable base beneath these footings we recommend that the area beneath the footings be filled to bottom of footing grade with material meeting the specification of section 8, item I. Excavated on site soils will likely meet this specification provided all boulders and cobbles larger than 4" aze removed. The material should be placed in 8" maximum compacted lifts and should be compacted to 98 percent of AASHTO T•99 proctor density at optimum moisture content. Using the above methods, the foundation elements may rely on a safe unit allowable load, not to exceed 4,000 pounds per square foot (nsfl. This includes a factor of safety of 3.0 against bearing capacity failure and assumes a maximum settlement of % inch or less. 5.3 Groundwater Due to the proximity of the structure to the existing reservoir, we anticipate that groundwater will be present in the soil at an elevation as high as the top of the reservoir water surface. As previously stated, it will be necessary to provide a system to isolate • -6- and de-water any excavations for construction of the structure. Additionally, any groundwater will effect lateral earth pressures on foundation walls. 5.4 Lateral Earth Pressures The proposed foundation walls placed below the ground surface will experience a lateral earth pressure from the surrounding soil. The magnitude of this pressure varies depending on the soil type and depth, the groundwater surface elevatiorx, and structural restraint conditions. Structures which are restrained at the top such that minor lateral movements are possible, develop the "at rest" earth pressure condition, whereas structures which , can deflect (such as a cantilever wall) develop the "active" earth pressure condition. Assuming sandy, gravelly soils will be placed along the sides of the subsurface walls, we recommend using the following parameters for estimating lateral forces. 1.Active Condition (wall free to move away from backf Il): 35 pounds per square foot /per foot of depth (psf/ft) above the water table. 2.Active Condition (wall free to move away from backfill): 80 psf/ft below the water table. 3.At Rest Condition (wall restrained): 55 psf/ft above the water table. 4.At Rest Condition {wall restrained}: 90 psf/ft below the water table. 5.Passive Earth Pressure: 440 psf/ft above water table. 6.Passive Earth Pressure: 285 psf/ft below water table. 7.Coefficient of sliding friction: 0.50. The preceding values do not include factors of safety. Appropriate factors of safety should be included when designing• subsurface walls to resist lateral earth forces. 6.0 WATER LINE DESIGN & CONSTRUCTION RECOMMENDATIONS 6.1 General It is our understanding that a new water line will be constructed from the Hyalite intake to the Bozeman Water Treatment Plant. The water line is intended to be a 24-inch or larger ductile iron pipe, which will likely have a polyethylene encasement. 6.2 Trench Fill Material The soil borings and the surface soils from the Hyalite intake structure to boring B-6 indicate that considerable number of cobbles and boulders coiuld be encountered in the trench excavations in this portion of the project. All boulders lager than 12 inches should be separated from the excavated soils and should not be used in the backfill. Once the excavations are completed, the bottom of the excavation should be compacted ~to 9~ percent of AASHTO T-99 proctor density at optimum moisture content. The new water line should then be placed and bedded in compacted bedding material meeting the specification of section 8, item 3. The bedding should be placed and compacted in -7- i maximum 8" lifts to 95 percent of AASHTO T-99 proctor density at optimum moisture content. Once the bedding is placed and compacted, the excavated material should be placed and compacted in maximum 8" lifts to 95 percent of AASHTO T-99 proctor density at optimum moisture content to the top of the excavation. . In all agricultural and landscaped areas, the surface topsoil should be stockpiled separate from the underlying materials and replaced at the top of the back-filled trenches. At road crossings the pavement section should be replaced with material of a type and thickness similar to the existing material. All fill at road crossings should be placed and compacted in maximum 8" lifts to 95 percent of AASHTO T-99 proctor density at optimum moisture content 6.3 Corrosion Potential To determine the corrosion potential of the soils along the water line, we ran a battery of tests on grab samples from a number of the borings. The results of the tests are shown in the "Summary of Corrosion Tests" in the appendix to this report. 7.0 TREATMENT STRUCTURE DESIGN & CONSTRUCTION RE- COMMENDATIONS 7.1 General It is our understanding that the plan at the treatment plant is to construct a 30-foot by 40- foot single story building adjacent to the existing treatment plant to house control systems. The building is planned to utilize standard spread footings and a concrete slab- on-grade floor. No loading information was provided at the time of our investigation, but we assume that the building will be' a Iightly loaded structure. If unusually heavy loads are anticipated, we should be notified. It may be necessary for us to perform additional analysis and to make modifications to the recommendations in this report. 7.2 Foundation System The topsoil and near surface miscellaneous fill are unsuitable for structural support and should be excavated and removed from beneath the footings. The underlying silty clay provides weak support characteristics especially when subjected to excess moisture. Underlying the silty clay is generally medium dense to very dense gravelly sand. To minimize the risk of differential settlement of the footing elements, we recommend removing all soils from beneath the footing elements of the proposed structure, to the depth of the gravelly sand at approximately 6.5 feet. Once the unsuitable soils are excavated from beneath the footings, the resulting subgrade at the bottom of the trenches should be re-compacted to 98 percent of AASHTO T-99 Proctor density near optimum moisture content. Any areas that have been over-excavated to remove unsuitable soils should. then be filled back to bottom of footing grade in maximum 8-inch lifts utilizing select gravel fill material as specified in section 8, item 1. The fill should extend outside of the outer edge of the footings, 0.5 foot horizontally for each vertical foot of fill and should be compacted to 98, percent of AASHTO T-99 Proctor density near optimum moisture content. The bottom of the exterior footings should be at a minimum depth of -8- • • • 3.5 feet below finished grade on re-compacted native gravelly soils or compacted gravelly fill soils for frost protection. Using the above methods, the foundation elements may rely on a safe unit allowable load, not to exceed 4,000 pounds per square foot (psfl. This includes a factor of safety of 3.0 against bearing capacity failure and assumes a maximum settlement of %: inch or less. ?.3 Floor Slab on Grade To provide a uniform supporting soil for the concrete floor slab on grade, we recommend the following. First remove all topsoil and miscellaneous fill from the building footprint. After the topsoil and fill is removed, excavate to a minimum depth of 18 inches beneath the bottom of the proposed floor slab. Once the excavation is complete, the resulting silty clay should then be re-compacted to 95 percent of AASHTO T•99 Proctor at near optimum moisture content. Fill meeting the specification of section 8, item 1 should then be placed in maximum 8-inch lifts to an elevation of a minimum of 4 inches beneath the proposed floor slab. A minimum of 4 inches of crushed base course meeting the specification of Section 8, Item 2 should then be placed on top of the select gravel fill to the bottom of slab elevation: All materials should be compacted to 95 percent of AASHTO T-99 Proctor at near optimum moisture content. Assuming the above methods are utilized, concrete floor slabs may be designed using a unit allowable load not to exceed 2,000 Hounds per squaze foot ~psfl. 7.4 Seismic Considerations This site is within seismic zone 2b. The structural engineer should use a seismic zone factor Z of 0.2 along with a soil profile type Sd for design considerations. 7.5 Site Grading, Drainage, and Fill Work A site drainage plan should be designed to provide for positive drainage of storm water and snowmelt away from the proposed structure. Moisture should not be allowed to accumulate or be discharged into the soils surrounding the structure. Landscaped areas should have a down slope of at least 5 percent for the first 10 feet and then at 2 percent away from the strcture. Roof drains, down spouts with extensions, and paved areas should be designed to provide positive drainage away from the buildings. Landscaping should be planned to minimize soil moisture increases due to sprinklers or other irrigation systems. All fill adjacent to foundation walls should be compacted to 95 percent AASHTO T-99 proctor density at near optimum moisture content. If fill is not adequately compacted, exterior foundation wall backfill will likely consolidate and water may pond and soak into the soil, possibly causing settlement. 8.0 SPECIFICATION RECOMMENDATIONS The following items should be incorporated into any project plans and specifications: • • • Respectfully submitted, William W. Weikel, P.E. Senior Geotechnical Engineer 1.Select Fill Material - 4-inch Minus Montana Public Works Standard Specification (MPWSS) Uncrushed Sub-Base or approved equivalent. 2.Base Course - 1'/~-inch Minus MPWSS Crushed Base Course or approved equivalent. 3.Pipe Bedding Material -MPWSS Type 1~Pipe Bedding or approved equivalent. 4.Testin - Density tests of all fill material should be conducted with a frequency that will assure that the methods of compaction being utilized are achieving the desired degree of compaction. 9.0 GENERAL RECOMMENDATIONS The analysis and recommendations submitted in this report are based on the data obtained from the soil borings conducted at the locations indicated on the boring logs in the Appendix to this report. Variations can occur between the specific sites tested and other locations on the project, the nature and extent of which may not become evident until additional exploration is conducted or construction commences. A re-evaluation of the recommendations presented in this report should be made after performing on-site observations during construction to note the characteristics of any variations. The variations may result in additional costs, and we suggest that a contingency be provided for this purpose. . We appreciate the opportunity to present this report to you. If you have any questions regazding the information herein, please contact us at (406) 721-2182 at your convenience. • • ~p~tntliUuui ~~:r,eiagr.e ~~a I~pNTgkq' ,.: w~w~w ..: ~ wEll~. o ; No. 4T9tE3 ,~. Y~ .,, ~ rurrnri.:.....:,:ua~~ 1 ~~ 0 • -10- ~~('~' ., I ~,,~~ ! ~ II (~•. ~^ •j •fit. `. ~,.• p ~r ~l'•'~,•rr~~~'~-'. .~~`;'1~ / •/f 1'j1 ;.; ti, it il~ f.' `¨~~% %~~ ~\~~./!1 .f_,.\\~ ~/ ~' ~\' ¨ ~ I// ~ y /~,~. .,\ti ~,i ~:. , ~~il • :..~ 4 1 1 Y -~. _..~//~' ',~~~~.~ ~T`,1~~?/~40AT' ~~"_~~.: ,. ..~ l''•,.~ ,, I~ •fi r.r F? nt} . ~ ~ • ~ ~ ~:' 1~ /~/r ~• --~~ I ,',~I I'~ •~' Ji.i:/ f \ ~ •-.r~,~~ ~` •'~'.-` .¨ti , ¨' l~ f "~'C :¨~Q~~¨ .~:\l 1 ~ .S9/9 ~ ~.~,¨ A - ,t x/ ••'•• - `~' ••~~~','~0 ~1'~~ vii ~, - - ~ / / i ~~ ~~ '•nor d ~r 1' .' ~' ~ ~ it .:! ` /% r _~~ J • i-. '• \•. •. i ,~'1 1 1 " P .'i `r !/~~ /~ :.~ +`` .- . ' ~1 Proposed Intake Structure •j '•{ ~ • ~ i~ ` - ~, _ ~~ ! d. ' i s?:or _ sz~~r '~ f f~~r~o~ l! ~, //~ j ~~ _`J~. ~Q f,/r /jr/.~-/i~ ~._ _ ~•I ~~~~ /~ ~•'1 ~~t 3~1.'/l~/~•!~/;,~~c r:~• \ ~ 1 •'1•~ ~.(!/.¨~ .3,jir ~f r~ /i/I •/,r~ii)::j~ /J//i,l ¨~I~,~''1 lr I~,j.'li l'~~J//r ~,•~`¨}'1t \ l``: ~1` Ii 11 5374 ~,.• i 1 / ! :; ' lirr '. :°~l~'"~ •. i~ 'j I !'r ~.: iii ~., •:_••y i ~, r' _ `;L it J`r' /// i~ ~~ • ~ Proposed Treatment Structure ~ , ; , ~~ i r r ~ - _. _. r ~ ~- .+ ~ ~. i w _~~ ~ •~ 1. •'~ . ~ 1, + : • /'--• ¨ 111 posed W j r, ~' i Pro °' :.~ _~ ~ s~:, L ater Line ~ :; •.~ .~l'.,..r~ _~: _ , __ .... , I• ~{lp,.•~.:~11~l:~~ 1 ~ 4 ~}►l, ~` '. ~ '. ` e. ~ 1, i • -] 1- 0 ~~~.~J 2400 4000 Scale: Z" = 2000' PLATE l Project Location Hyalite Water Project Bozeman, Montana -• 0 2000 4000 Plate 2 Boring Locations Hyalite Water Project Bozeman, Montana • J; r ii;l ',~ !?ll l ,~ _,, ~; ~ B 2 ' - ~___J ' i 9~~;~• ~~:.__ _. .~ j J %~, ~. i • ~ c ~. . [.7 I f . ~ •t +- sos r cu ft a ~I '! ~ 5374 r f I I !~' 1 I ~B ''~r/~~%j' ~ r r ., sz x ~~ _ B - 11• ..~a ,. -T 1,%-_. 5 II r ~• 46 \gam .N~ e+ ~~B-12~'~8-13 ,. • ``" 1 ~i?~i i{i ;~9 :~. sz~~T g'r, I B ,. :~~ ~aa°i ~ur~ •- Jf IJI M Y • 9 ~ ~1i ~0 N r i,~~ • 4~ ~ ~.'8 -18 ~,B - 17 ~°i'~ _~•~ 4 ~~ B - 16 ~ Y . ~. . • q - ~\ ~ LI 0` ~ •~ i•... x ~~ t ~: ~ iii frJ`r~7 nn ..r _,- ,\ .. ~, , . _, _; .~ .. ., ~_ I • ~~~ Scale: l" = 2000' 3:F'1• ., -] 2- GEOTECHNICAL ENGINEERING CONSTRUCTION MATERIALS TESTING 1151 WesiBroadway, M[ssouta. MT 68802 Phone: (406)•721-2182 Fax: (408)•643.4710 CLIENT: Mr. James Nickelson, P.E. Morrison-Maierle, Inc. ADDRESS: 901 Technology Blvd. Bozeman, MT 59771 GRAVELLY SAND {F1LL); with cobbles and boulders, moist, medium dense to dense, brown. GRAVELLY SAND; with cobbles and boulders, moist to wet, medium dense to dense, light brown. AUGER REFUSAIr End of boring = 9.5 feet ~ 10% r 20% } 0% 1~'~' t~~,,. ,. ~~~~ ;~~ y, Fir -max': ~d ~~~~:, ~_r, r: .. .~ r a ~~~.# ~~ ~Lw^+ .{I ra..- _r 7 , . ~' 0.0'-7.0' 7.0'-9.5' 9.5' SP SP 1 2 3 4 5 6 7 8 9 10 X 7 X 6 '0" 50 X 18 X 1i X 7 ~ X 4 CONSt1LTANTS, INC. SOIL BORING LOG • PROJECT NAME; PROJECT LOCATION: PROJECT NUMBER: PROJECT MANAGER: DRILL TYPE:, SAMPLE METHOD: DRILLER: DATE: Flyalite Water Project Bozeman, Montana 031018-0073 William W. Weikel, P.E. CME 55 Auger Split Barrel Sampler WW 1113/03 Boring #: B-i Boring Location: See Plate 2 DEPTH rFEeTI . SAMPLE SPT COUNT SAMPLE RECOVERY UNIFIED MOISTURE SOIL CLASS S SYMBOL WATER DEPTH GRAPHIC SOIL PROFILE S0~ STRATA DEPTH SOIL STRATA DESCRIPTION 11 No groundwater encountered 12 13 14 15 16 17 18 19 20 21 -13- ORGANIC SILT; sandy, slightly moist, Moose, brown GRAVELLY SAND; with cobbles and boulders, moist to wet, very dense, brown. AUGER REFUSAL End of boring = 4.5 feet 1 2 43 X 3 47 X X 42 4 5 1.0" 50 50% 0% 0.0'-1.0' 1.0'-4.5' 4.5' OL(ML) SP 1O(IO11OI 1O11O11O1 •+~ • CONSUt.TANTS, INC. SOIL BORING LOG GEOTECHNICAL ENGINEERING CONSTRUCTION MATERIALS TESTING 1151 West Broadway, Missoula, MT 69802 Phone: (406)-T21-2182 Talc: (408}5434220 CLIENT: Mr. James Nickelson, P.E. Morrison-Maierle, Inc. ADDRESS: 901 Technology Blvd. Bozeman, MT 59771 PROJECT NAME: PROJECT LOCATION: PROJECT NUMBER: PROJECT MANAGER: DRILL TYPE: SAMPLE METHOD: DRILLER: DATE: Hyalite Water Project Bozeman, Montana 031018-0073 William W. Weikel, P.E. CME 55 Auger Split Barrel Sampler WW 11 /3103 Boring #: B-2 Boring Location: See Plate 2 DEPTH (FEES SAMPLE SPT COUNT SAMPLE RECOVERY UNIFIED SOIL CLASS SYMBOL MOISTURE 8 WATER DEPTH GNAPMIC SOIL PROFILE S00. STRATA DEPTH SOIL STRATA DESCAIPTION No groundwater encountered Note: moved 3 feet and encountered auger refusal at same depth • 6 7 B 9 10 11 12 13 14 15 16 17 18 19 20 I • 21 -14- SPT COUNT MOISTURE 8 WATER DEPTH SAMPLE RECOVERY UNIFIED SOIL CLASS SYMBOL SOIL STRATA OEPTN GRAPHIC S00. PROFILE SOIL STRATA DESCRIPTION 1.5'-5.5' 5.5' GRAVELLY SAND; with cobbles and boulders, slightly moist to moist, very dense, light brown AUGER REFUSAL 0.d'-1.5' (ORGANIC SILT; sandy, slightly moist, loose, brown End of boring = 5.5 feet OLtML) 1O11O11O1 IOIIOIIOI IOIIOUOI SP 15 50 21 50 25 50% 40% r ~~;~,y;' _ ••~. ..~ _ sx r• ..y1y -'~f ~s.i :Y•~ ~~''~~-: I : a~.~ DEPTH (FEET) SAMPIE 1 2 3 4 5, 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 X X 1.0" X 3.0" • GM CONSULTANTS, INC. OEOTECHNICAL EN(iINEERINa CONSTRUCTION MATERIALS TESTING 1151 WgLBroadway, Missoula, hfT 59802 Phone: (406}721-2182 Fax: (408)-6434220 CLIENT: Mr. James Nickelson, P.E. Morrison-Maierle, Inc. ADDRESS: 901 Technology Blvd. Bozeman, MT 59771 Boring #: B-~ SOIL BARING LOG PROJECT NAME: Hyalite Water Project PROJECT LOCATION: Bozeman, Montana PROJECT NUMBER: 031018-0073 PROJECT MANAGER: W(Iliam W. Weikel, P.E. DRILL TYPE: CME 55 Auger SAMPLE METHOD: Split Barrel Sampler DRILLER: WW DATE: 1113!03 Boring Location: See Plate 2 No groundwater encountered -15- DEPTH SAMPLE (FEET) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 OI-(ML) 101101101 101101101 0,0'-1.0' ORGANIC SILT; sandy, slightly moist loose, brown CONSULTANTS, INC. GEOTECHNICA~ ENGINEERING CONSTRUCTION MATERIALS TESTING 1151 West Broadway, Missoula, NR 68802 Phone: (406-721-2182 FCC (406p543d220 CLIENT: Mr. James Nickelson, P.E. Morrison-Maierle, Inc. ADDRESS: 901 Technology Blvd. Bozeman, M7 59771 SOIL BORING LOG PROJECT NAME: PROJECT LOCATION: PROJECT NUMBER: PROJECT MANAGER: DRILL TYPE: SAMPLE METHOD: DRILLER: DATE: Hyalite Water Project Bozeman, Montana 031018-0073 VUlliam W. Weikel, P.E. CME 55 Auger Split Barrel Sampler WW 11/5/03 Boling Location: See Plate 2 SAMPLE RECOVERY UNIFIED soa class SYM90L MOISTURE d WATER DEPTH GRAPHIC SOIL PROFILE SOIL BTRATA DEPTH SOIL STRATA DESCRIPTION Boring #: B-6 SPT COUNT 1.0' AUGPR REFUSAL Note: Auer refusal at same depth at 3 locations in 10 foot diameter area. • • -16- • CONSULTANTS, INC. SOIL BORING LOG 0.0'-3.0' 3.0'-8.0' 8.0'-11.5' 11.5'-13.5' x 7 X s x s X I 6 X 18 X 11 X 24 so°i° ~ 10°10 s 7 8 9 10 11 12 13 14 15 16 SM-SC SP i GEOTECHNICAL ENQINEERING CONSTRUCTION MATERIALS TESTING 1151 West Broadway, Missoula, MT 69802 PAone:{406)-729-2182 Fax: (406}643A220 CLIENT: Mr. James Nickelson, P.E. Morrison-Maierle, Inc. ADDRESS: 901 Technology Blvd. Bozeman, MT 59771 PROJECT NAME: PROJECT LOCATION: PROJECT NUMBER: PROJECT MANAGER: DRILL TYPE: SAMPLE METHOD: DRILLER: DATE: Hyalite Water Project Bozeman, Montana 031018-0073 William W. Weikel, P.E. CME 55 Auger Split Barrel Sampler WW 11!5103 Boring #: B-7 Boring Location: See Plate 2 DEPTH {FEET) SAMPLE SPT COUNT SAMPLE RECOVERY UNIF~D SOIL CLASS SYM80L MOISTURE d WATER DEPT}I GRAPHIC SOIL PROFILE SOIL STRATA DEPTH SOIL STRATA DESCRIPTION O11O11O1 O11O11O1 ollonol ouoaol O11O11O1 ououol I lllllllll1/11 ! llllllllll/ll nnnnnnlu 1 nnnnnnl nnnnnnnl ORGANIC SILT; sandy, sligf~tly moist, loose, brown SILTY CLAYEY SAND; moist, medium denser brown. 1 2 3 4 5 OL(ML) x X X x x 8 8 6 s s 5~% so°i° sM-Sc 1 / i 1 / i nnnnluu nnnnnn/ nnnnnnl nnnnnnl nnnnnlu nnnnlvu ll/lnll/llll ll/lllllnlll nn/u1nn/ /lnnnnn/ /ln/1/111/I/ ! Il/uln11l11 ;~~~- ~,. ;,~ !r~`~~;. - i= ^~:,. ,,,~~~ SILTY CLAYEY SAND; very moist, medium dense, brown. GRAVELLY SAND; coarse, very moist, dense, brown. End of boring =13.5 feet No groundwater encountered 17 18 19 20 21 - i7- SP ' o.a'-2.5' G~lAVELLY SA11D; with silt, slightly moist, medium dense, brown. 2.5'-12.5' ,GRAVELLY SAND; slightly moist, medium dense, light brawn. 12.5'-15.0'ISILTY CLAYEY SAND; moist, medium dense, brown. I IEnd of boring =15.0 feet No groundwater encountered 20 19 14 16 60% X 15 X 21 19 ^` X 22 r 50% X 18 X 6 I~ X 5 ~ 60% X ~ 16 I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 • X X X X X SP sM-sc fi0% • CONSULTANTS, INC. SOIL BORING LOG (iEOTECNNICAL ENGINEERING CONSTRUCTION MATERIALS TESTING 1151 WeatBroadway, Missoula, MT 68802 Phone: (406)-721-2182 Fax: (4061-543-0220 CLIENT: Mr. James Nickelson, P.E. Morrison-Maierle, Inc. ADDRESS: 901 Technology Bivd. Bozeman, MT 59771 PROJECT NAME: PROJECT LOCATION: PROJECT NUMBER: PROJECT MANAGER: DRILL TYPE: SAMPLE METHOD: DRILLER: DATE: Hyalite Water Project Bozeman, Montana 031018-0073 William W. Weikel, P.E. CME 55 Auger Split Barrel Sampler WW 11!5103 Boring #; B-9 Boring Location: See Plate 2 DEPTH (FEET) SAMPLE SPT COUNT SAMPLE RECOVERY UNIFIED SOIL CLASS 8YMBOL MOISTURE a WATER DEPTH GRAPHIC SOIL PROFILE SOIL STRATA DEPTH SOIL STRATA DESCRIPTION ~, ~.~'~~v7 4b~. . r~ yµx.. ~~'~ ~R `.'~~r: ~~~~~4~ ~~; ~` ,L~~~~, /. f~~- ~~ --~ i ~y_~~ - ~. ~.,~ - ~, ~": r dam,' "~~a. nn/in~uuu lllllllllllllll nnllluuuu 1111111111/1111 1111/1/1111UI1 • f -18- • GM SOIL BORING LOG CONSULTANTS, INC. DEPTH (FEET) SPT COUNT SAMPLE MOISTURE a WATER DEPTN SAMPLE RECOVERY UNIFIED SOIL. C1s.55 SYMBOL SOIL STRATA OEPTN GRAPHIC SAIL PROFILE SOIL STRATA DESCRIPTION SP 40/0 5 5 6 X X 50% 6 7 8 9 x 7 r 1 x X X 10 11 s 17 25 20% x X 12 13 14 15 16 17 18 19 47 48 SM•5C 60% J 20 21 2 21 3 X X X zo 19 GRAVELLY SAND; slightly moist, medium dense, light brown. 2.5'-12.5' SILTY CLAYEY SAND; moist, medium dense, brown. End of boring =14.5 feet No groundwater encountered 12.5'-15,0' GEOTECHNICAL ENGINEERING CONSTRUCTION MATERIALS TESTING 1151 West Broadway, Missoula, MT 69802 Phone: (406}721-2182 Froc: (406)•5434220 CLIENT: Mr. James Nickelson, P.E. Morrison-Maierle, inc. ADDRESS: 901 Technology Blvd. Bozeman, MT 59771 Boring #: B-10 PROJECT NAME: Hyalite Water Project. PROJECT LOCATION: Bozeman, Montana PROJECT NUMBER: 031018.0073 PROJECT MANAGER: William W. Weikel, P.E. DRILL TYPE: CME 55 Auger SAMPLE METHOD: Split Barrel Sampler DRILLER: WW DATE: 1115/03 Boring Location: See Plate 2 .:'~ ~.i ~:; ~~:~ ~~ • ~. _;~ .~ ~~' n~a ' ~;`.' C~~ r.,, ~. "~~:, :.,, ~"- x ter' . ~" y `~~ z ~ ~: ~~ ej ,H ~' i ~ ~ ,, ' -. r~~ . ~~Ns.,~ lllllfllll11111 ruulr111lin! nrullulrlllr !Illllll1111111 -19- 1 j SP 4 0.0'-2.~ GRAVELLY SAND; with silt, slightly moist, medium dense, brown. CONSULTANTS, INC. • SOIL BORING LOG Boring #: B-11 Boring Location: See Plate 2 DEPTH (FEET) SPT COUNT SAMPLE MOISTURE a WATER DEPTH SAMPIE RECOVERY UNIFIED SOIL CLASS SYMBOL SOIL STRATA DEPTH GRAPHIC SOIL PROFILE SOR STRATA DESCRIPTION X 1 6 X 6 50% I ~_`~~ PROJECT NAME: PROJECT LOCATION: PROJECT NUMBER: PROJECT MANAGER: DRILL TYPE: SAMPLE METHOD: DRILLER: DATE: Hyalite Water Project Bozeman, Montana 031018-0073 William W. Weikel, P.E. CME 55 Auger Split Barrel Sampler WW 1115/03 G~tAVELLY SAND; with silt, slightly moist, medium dense, brown. GRAVELLY SAND; slightly moist, medium dense, light brown. GRAVELLY SAND; slightly moist, dense, brown. SILTY CLAYEY SAND; moisti medium dense, brown. End of boring =15.0 feet No groundwater encountered 20 ____~__ 21 • -20- GEOTECHNICAL ENGINEERING CONSTRUCTION MATERIALS TESTING 1151 West Broadway. Mlsaoula, hrr 68802 Phone: (406)-727-2182 Fa>L (406)•5434220 CLIENT: Mr. James Nickelson, P.E. Morrison-Maierle, Inc. ADDRESS: 901 Technology Blvd. Bozeman, MT 59771 ~; _~ ::~:>s::; ~: :~ .} ,r. b': :i ,•.=; •~ •~ - . ,; ~~~. ~> ~: IUllll!lllllll /11111/l/l/l/1/ nnnnn/ln/ IIIUllllllllll v£ 12.5'-15.0' sP o.a'-2.5' 2.5'-12.5' 8.0'-10.0' X 5 ~i 1a x SP ► 60% X 114 X ! 6 X 5 5 X ► 60% X 5 SP 24 X X 23 r 50% x 19 L 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 • I SM-SC I SM 15 2 X 17 s 60% SP X 13 X 7 X 5 60% 21 X 8 , 1 3 4 5 6 7 8 9 10 i1 12 13 14 15 16 17 18 19 20 7.5' SOIL STRATA DEPTH GRAPHIC SOIL PROFILE Boring Location: See Plate 2 SOIL STRATA DESCRIPTION G ~ CONSUt,TANTS, INC. OEOTECHNICAL ENGINEERING CONSTRUCTION MATERIALS TESTING 1151 WptBroadway. Missoula, hTr b9802 Phone: (409}721.2182 Fax: (409}643.4220 CLIENT: Mr. James Nickelson, P.E. Morrison-Maierle, Inc. ADDRESS: 901 Technology Blvd. Bozeman, MT 59771 SAMPLE RECOVERY UNIFIED SOIL CLASS SYM90l MOISTURE d WATER DEPTH SOIL BORING LOG PROJECT NAME: Hyalite Water Project PROJECT LOCATION: Bozeman, Montana PROJECT NUMBER: 031018-0073 PROJECT MANAGER: William W. Weikel, P.E. DRILL TYPE: CME 55 Auger SAMPLE METHOD: Split Barrel Sampler DRILLER: WW DATE: 1114/03 • Boring #; B-12 DEPTH (FEET) SPT COUNT SAMPLE -21- IIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIII illlillllllllllllll 0.0'-2.0' (SILTY SAND; slightly moist, stiff tan 2.0'-7.5' GRAVELLY SAND; slightly moist, medium dense, light brown. AUGER REFUSAL End of boring = 7.5 feet No groundwater encountered x;~: j. Y , V ,.~ ~~~ ;~ • CONSULTANTS, INC. G 1151 WestBroadway, Missoula. MT W802 Phone: (466)-721-2182 Fax: (406)543.4220 SP 1 2 3 X 13 X 12 sM X 12 0% i i .~ 4 5 X 9 X 11 X 22 50% SP • 6 7 8 9 X 26 ' 13 14 X 44 51 60% 15 16 SOIL BORING LOG GEOTECHNICAL ENGINEERING CONSTRUCTION MATERIALS TESTING CLIENT: Mr. James Nickelson, P.E. Morrison-Maierle, Inc. ADDRESS: 901 Technology Blvd. Bozeman, MT 59771 Boring #; B-13 PROJECT NAME: Hyalite Water Project PROJECT LOCATION: Bozeman, Montana PROJECT NUMBER: 031018-0073 PROJECT MANAGER: William W. Weikel, P.E. DRILL TYPE: CME 55 Auger SAMPLE METHOD: Split Barrel Sampler DRILLER: WW DATE: 11!4/03 Boring Location: See Plate 1 DEPTH (FEETI SAMPLE SPT COUNT SAMPLE RECOVERY UNIFIED SOIL CLASS SYMBOL MOISTURE 8 WATER DEPTH GRAPHIC SOIL STRATA SOIL PROFILE DEPTH SOIL STRATA DESCRIPTION 0.0'-2.0' GRAVELLY SAND; ~flll~ slightly moist, dense, light orangish brown. Illllllllllllllllll 2.0'-5.0' S1L7Y' SAND; moist, stiff, tan. IIIllllllllllllllll IIIIIIIIIIIIIIIIIII a r, IIIIIEIIIIIIIIIIIII IIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIII ~.~'=~';; ::;~ 5.0'-14.5' ;~ ., ti~ I' :; ~~ 4r 1 GRAVELLY SAND; slightly moist, very dense, light orangish brown. 7~ Ir. ?7} s f}! ate! 10 11 12. A X 57 40 f 70% ~~ End of boring = '14.5 feet No~roundwater encountered 17 16 19 20 • 21 -22- Boring #: &14 Boring location: See Plate 2 5 6 7 8 X X SP 11 22 ~ 50% J 60% I 21 SOIL BORING LOG ~~~~`_ CONSULTANTS, INC. • PROJECT NAME: PROJECT LOCATION: PROJECT NUMBER: PROJECT MANAGER: DRILL TYPE: SAMPLE METHOD: DRILLER: DATE: Hyalite Water Project Bozeman, Montana 031018-0073 William W. Weikel, P.E. CME 55 Auger Split Barrel Sampler WW ' 1114/03 r Y'~ ~: :~ »~. ~_ ~~ End of boring = 14.5 feet No groundwater encountered ,~?~ '~-s 5.0'-14.5' GRAVELLY SAND; slightly moist, very g~-~~ ~ ~ dense, Iight orangish brown. ;Y •t~ ~ . ~'~~:~ ;:':.' ji`,~ . T IIIIIIIIIIIIIIIIIII .~~. ~. ~~t .-~ =~ -23- 1 2 X 12 SM GRAPHIC SOIL STRATA SOIL PROFILE DEPTH 0.0'-2.0' GRAVELLY SAND; (fill) slightly moist, dense, light orang(sh brown. IIIIIIIIIIIIIIIIIII 2.0'-5.0' SILTY SAND; moist, stiff, tan. 601E STRATA DESCRIPTION 6AIMPLE AECOVEItY UNIFIED SOIL CLASS SYM80L 5P MOISTURE a WATER DEPTH DEPTH (FEET) SAMPLE SPT COURT 3 12 X X 13 IIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIII ' 0% Illlllllllllllllll[ 4 X 9 iUIllAlllllllllll 57 70% 11 12 26 X 40 X 44 X 151 15 16 17 GEOTECHNICAL ENGINEERING CONSTRUCTION MATERIALS TESTING 71bi west 6roadway, Mlsaoula, NIT bA802 Phone: (AO8)-727-2-182 Fox: (406}5434220 CLIENT: Mr. James Nickelson, P.E. Morrison-Maierle, Inc. ADDRESS: 901 Technology Blvd. Bozeman, MT 59771 9 10 X X I 13 14 w CONSULTANTS, INC. QEOTECHNICAL ENGINEERING CONSTRUCTION MATERIALS TESTING 1151 West Broadway. Missoula, !HT b88D'2 PhonC. (408)•721-2182 Fax: (4667.543-4220 CLIENT: Mr. James Nickelson, P.E. Morrison-Maierle, Inc. ADDRESS: 901 Technology 81vd. Bozeman, MT 59771 • 0.0'-1.0' 1.0'-12.a' ORGANIC SILT; topsoil), slightly moist. stiff, dark brown. SILTY CU1Y: with sand, gravel and cebbles~ slightly moist, verYstrEf to hard,. tan. 12.0'-15.0' GRAVELLY SAND; with cobbles, slightly molst, medium denseL I~ht brown. End of boring =15.0 feet OL (ML) CL-ML SP 1 2 3 4 5 6 • 7 a s 10 11 12 13 14 15 X X X x X x x X X 42 30 ~ 50°70 28 X 19 X ~ 19 X 16 60% SOIL BORING LOG PROJECT NAME: PROJECT LOCATION: PROJECT NUMBER: PROJECT MANAGER: DRILL TYPE: SAMPLE METHOD: DRILLER: DATE: Hyalite Water project Bozeman, Montana 031018-0073 William W. Weikel, P.E. CME 55 Auger Split Barrel Sampler WW 1114!03 Boring #: B-16 Boring Location: See Plate 1 DEPTH (FEET) SAMPLE sPr COUNT saMPLE RECOVERY UNIFIED SOIL CLASS SYM80L MOISTURE a WATER DEPTH GRAPHIC SOIL PROFILE S04 STRATA DEPTH SOIL STRATA DESCRIPTION 22 I 32 j l 60% 17 1i 25 60% 20 O11O1!O O11O11O nnnnnnl ll ll/l/l/lnl l1/1/1/1ll/l/ ll/llln/lnl nnnnnnl nnnnnnl nnnnnnl nnnnnnl nnnnnnl nnnnnnl llll/l/llllll Illlll n/1111 nnnnnnl . /ulnnnn/ nlinnnni nnnnnnl nnnnnnl nnnluuln II/IIIIUIIIn II/II11111/ U! ll/Inllll/l/l ll/lnllllllll .? 16 No groundwater encountered 17 18 19 2a • 21 -24- • CONSULTANTS, INC. SOIL BORING LOG 0.0'-1.0' 1.0'-6.5' 2 X x 3 X 4 5 x x s x 7 X 8 1" 5o~i° s QL (ML) CL-ML SP 1 10 12' 35 13 50 5 s 9 F 60% ' 20"/0 OEOTECHNICAL ENGINEERING CONSTRUCTION MATERIALS TESTING 1151 West Broadway, Missoula, fJIT 69802 Poona: (406)-721-2182 fax: (406}5434220 CLIENT: Mr. James Nickelson, P.E. Morrison-Maierle, Inc. ADDRESS: 901 Technology Blvd. Bozeman, MT 59771 PROJECT NAME: PROJECT LOCATION: PROJECT NUMBER: PROJECT MANAGER: DRILL TYPE: SAMPLE METHOD: DRILLER: DATE: Hyalite Water Project Bozeman, Montana 031018-0073 William W. Weikel, P.E CME 55 Auger Split Barrel Sampler WW 111a~i 3 Boring #: B-17 Boring Location: See Plate 2 DEPTH (FEET) SAMPLE SPT COUNT SAMPLE RECOVERY UNIFIED SOIL CLASS SYA780L MOISTURE a WATER DEPTH GRAPHIC SOIL PROFILE S00.STRATA DEPTH SOIL STRATA DESCRIPTION O11O11O1 O11O11O1 nnluulnn llnllllnlln nn/ulnnn nnnnn/1n llllll/ullll nnlulnnn nluuuull nnnnnn/ nnnnlw nnnnnlu nnnnnn/ ORGANIC S`TLT; (topsoil), slightly moist, stiff, dark brown. SILTY CLAY: with fine sand, moist, stiff, tan to brown. moist, medium dense, fight brown. AUGER REFUSAL Endof boring = 7.5 feet No groundwater encountered GRAVELLY SAND• with cobbles, slightly 6.5'-7.5' 7.5' 10 i 11 12 i3 14 15 16 17 18 19 20 21 -25- • ,SOIL $ORING LOG CONSULTANTS, INC. 0EOTECHNICAL ENGINEERING Boring #: 8-18 Boring Location: See P{ate 1 DEPTH {FEETI SPT COUNT SAtdPIE MOISTURE d NJATER DEPTH UNIFIED SOIL CLASS sYM9aL SAMPLE RECOVERY SOIL STRATA OEPTH GRAPHIC SOIL PROFILE SOIL STRATA DESCRIPTION 1.0'-2.5' GRAVELLY SAND• (fill), slightly moist, medium dense, lig~it brown. 17 18 19 20 • 21 -26- PROJECT NAME: PROJECT LOCATION: PROJECT NUMBER: PROJECT MANAGER: DRILL TYPE: SAMPLE METHOD: DRILLER: DATE: Hyalite Water Project Bozeman, Montana 031018.0073 W71iam W. Weikel, P.E. CME 55 Auger Split Barrel Sampler WW 11/5!03 SILTY CLAY; with fine sand, moist, stiff, tan to brown. GRAVELLY SAND; slightly moist, medium dense, brown. GRAVELLY SAND; slightly moist, dense, brown. End of boring =15.0 feet No groundwater encountered 1 2 3 X X X 4 5 X X 6 x 7 • 8 X X X 9 X 10 X X 11 12 13 14 15 5.0" 50 ~~ 50% 7 > 20% so% r 10°1° 50°Ie 0L (ML) SP CL-ML SP SP s. . ,~C Ji r,.:~~~ '`~ ~~;p •yo-, a~., M?~" a ~~~:~ ..;~:``~- Via: 1O11O11O1 1O11O11O1 ~;~:.`., nnn/uuu nil/lllllll/ nnnnnn/ /ill/l/l/l!I/ /ill/11111111 nnnnnn/ n/lnnnn/ llllllnll/ll .-.-, r~wwr. ;1" ~..~ e -- _ -..d;~~ti 16 6 4 5 5 4 7 6 9 23 28 34 CONSTRUCTION MATERIALS TESTING 1151 WmlBroadway, hlissoula, MT 69802 Phone: (406)-721-2182 Pau: (406}6434220 CLIENT: Mr. James Nickelson, P.E. Morrison-Maierle, lnc. ADDRESS: 901 Technology Blvd. Bozeman, MT 5977'1 2.5'-6.5' 6.5'-9.0' 9.0'-15.0` 0.0-1.0' (ORGANIC SILT• (topsoil fill), slightly_ moist, medium dense, ~rown. 7 Highlight Creek Intake Reservoir ,; Silt Surface Topography 0 10 2a .:,:: . Scale 7" =10' X 71.5 X 70.7 X 69.2 X 69.5 X 72.0 X 7 I 2.i 72 ~J 70.2 X 72.4 \ X 71.2 X 71.7 X 71.9 X 70,2 / X 69,7 -::~ i ~~ X 72.5 71.4 X 71.0 68.0 67.2 X66.5 X 68.8, 1 V ~ 1 e o' I ^ry X 7i.7 X 72.3 7t.5 \.. 68.B X 68.2 X 71.8 ~ a ~ O c9 ..! O 6- ~~ X M'S X 71.8 x 71.s . ~ ` ►i~i 70,1 . _ ►~~i~i"i ►i~i~i`i ►~~~~~~~ ►~~~~~~~ ~i~i~i~t ►~~~~~~~ ►~~~~~+~ ►~~~~~~~ ►~~~~~~~ ►~~~~~~~ 70.8 70.8 X 6E.7 ►~~~~~~~ ►~~~~1+ ~` 66.5 ~ masG~, Top of wall: 7E .8 ~ "` X 71.4 72 X 71.4 70 7 X X 71,8 X 72.2 -2~- L Highlight Creek Intake Reservoir Gravel Surtace Topography • 0 10 20 Scale 1" =10' X ss.s X 68.7 X 68.7 X 68.6 X 67.5 X 67. t ~~ X 68.8 X 67.5 X 67.8 X 68.2 67.8 X 66.8 X 67.7 a s~ 6~ X ~~ :; yY . ;. X 69.0 X 68.8 66.3 66.4 X • X 70.2 69.0 65.4 X 65.4 ~O ~~ 6'~ b'6, X 66.0 64.8 X X 71.8 ~r X 71.2 Top of wall: 75.8 • X 70.3 65.6 X 69.0 71.1 X 67'7 -28- CONSULTANTS, INC. GEOTECHNICAL ENGINEERING CONSTRUCTION MATERIALS TESTING 1151 West Broadway. frTiasouta, MT 68802 Phone: (4067-721-2182 FmC (406}549-0220 CLIENT: Mr. James Nickelson, PE Morrison Maierle, Inca ADDRESS: 901 Technology Blvd. Bozeman, Montana 59771 SUMMARY OF Ci,ASSIFICAII0N I~STS PROJECT NAME: Hyalite Water Project Geotechnical Investigation PROJECT LOCATION: Bozeman Montana PROJECT NUMBER: 031018-0073 LAB NUMBER: 03-8578 PROJECT MANAGER Wiiiiam W. Weikel, P.E. DATE: 12/29/03 • Reviewed By: William . Weikel, P.E. • Dll ` ~~"~e,,~~,~'y'~5 ASS ~`:; ~{4~'~OIL D~t{ ..A.tr .m•h~.~•• J~Li^ d~`~ .ia ~~'~', Yf~~""~.g'L~1 R~r~ ~~a.~,a,nY QEPTI~'{feet), ~ ~ ..:a..~~:....~ ~f ..~ 4: ~ ' ~ t~BEt~G 1'~~: ~~Q;t wY ~: ~~~ ~ 'NGSIEVE ' ''~` _,,, A'r; c M .. ~'~ ti1 '4 HO b ~~,: X200 1 :~;" - .. ': t ~ i.~ci".~ T;i /:ai. ..._... 13 CL B-7 54.7 31 100 ~ 97 78 4.5 to 6.0 Sandy, Lean CLAY • 4.5 to 33 ~ 13 99 97 83 CL Sandy, Lean CLAY 8-14 63.0 6.0 4.5 to 6.0 - 38 19 94 94 92 75.6 Lean CLAY with Sand B-i 7 CL i I '-29- .~ i~'~_ CONSULTANTS, INC. GEOTECHNICAL ENGINEERING CONSTRUCTION MATERIALS TESTING 1151 Westeroadway. Mlesoula, MT 59802 Phone:(406}721-2182 Pax:(AOG)SA3-0220 Client: Mr. James Nickelson, P.E. Morrison-Maierle, Inc. Address: 901 Technology Blve. Bozeman, MT 59971 • • SUMMARY OF CORROSION TESTS Project Name: Project Number: Lab Number: Project Manager: Date: Hyalite Water Project Bozeman, Montana Geotechnical Investigation 031018-0073 03-8578 William W. Weikel, P.E. 12123!03 •No test was pertormed due to inavaliability of field testing apparatus. nd = Not detected at the reporting limit. BORING NUMBER r NATURAL MOISTURE (%) CLORIDE CONTENT (Ppm) SULFIDE CONTENT (ppm} PH (s.u.) REDOX POTENTIAL' RESISTIVITY (ohm-an) SOIL TYPE DESCRIPTION $-2 3 nd minimal 7.6 Gravelly sand 15,000 no test 7.4 8~ nd minimal Gravelly sand 1 2,600 3 B-7 6.5 minimal Slltyi clayey sand 3,900 2 nd 14 7.3 minimal Gravelly sand with silt 11,000 B-9 nd 3 2 Gravelly sand with silt B-10 10,000 7.3 nd minimal 2 5 Gravelly sand with silk B-11 6.6 nd , minimal 5,000 3 11 minimal Gravelly sand with silt 3,704 B-12 7.0 2 nd 7 minimal Gravell~r sand with silt 8,300 6.6 3 B-13 nd 3 minimal Gravelly sand with silt 2,600 12 6.4 8-14 2 nd ., Silty clay with sand 2,s4a 6.3 minimal 6-16 5 2 nd 11 Silty clay with sand minima! 1,saa B-17 6.5 3 nd no test Silty clay with sand B-18 nd minimal 7.1 no test 4 Reviewed by; W(Iliam W. Weikel, PE • -30- ~1- ~ ~~~ CM CONSULTANTS, INC. GEOTECHNICAL ENGINEERING CONSTRUCTION MATERIALS TESTING KEY TO CL,B,SSiFiCATtONS USED ON SOiL BORING I.OG$ Standard D 2487 - 98 Classification of Soils for Engineering Purposes (Unified Soo Classification System) page 7 of 2 DRlLL1NG NOTES DRILLING - Standard penetration test borings were advanced by 3'/." or 4'/." I.D. hollow-stem augers unless noted otherwise. Jetting water was used to cleanout auger prior to sampling only where indicated on logs. Standard penetration test borings are designated by the prefix "B" (Boring). SAMPLING - All samples are taken with the standard 2" O.D. split tube sampler, except where noted. TW indicates thin-walled (undisturbed) tube sample. in standard penetration test, also known ae "N" value. The sampler is set 6" Into undisturbed soil below hollow-stem auger. Driving resistances ere then counted for second and third 6" increments and added to get BPF. WH -11VH Indicates the sampler penetrated soi! under weight of hammer and rods alone; driving not required. WR -- WR indicates the sampler penetrated soil underweight of rods alone; hammer weight and driving not required. NOTE - All tests run in accordance with applicable ASTM standards. RELATIVE DENSITY OF COHESfONLESS SOILS very loose 0 to 5 BPF loose 6 to 10 t3PF medium dense 11 to 30 HPF dense 31 to 50 f3PF very dense 51 + BPF RELATIVE CONSISTENCY OF COHESIVE SOILS very soft 0 to 1 BPF soft 2 to 4 6PF medium stiff 5 to 8 BPF stiff 9 to 15 BPF 16 to 30 BPF 31 + BPF LABORATORY TEST DESIGNATIONS MC = Natural Moisture Content, LL = Liquid Limit, PL = Plastic Limit, PI = Plasticity index, °~ P200 = % passing 200 sieve OC = Organic Content, S = Percent of Saturation, %° SG = Specific Gravity C = Cohesion, psf 0 = Angle of Internal Friction qu = Unconfined Compressive SUength, psf qp = Pocket Penetrometer Strength, tsf very stiff BPF - Numbers indicate blows per foot recorded hard PARTICLE SItE IDENTIFICATION Boulders Cobbles • Gravel Coarse Fine _ Sand 10" + 3" to 10" '/." to 3" No.4 to '/." Coarse No. 10 to No.4 Medium No. 40 to No. 10 Fine _ _ _ _ _ _ _ __ No. 200 to No. 40 S11t __._ .__. .005 mm to No. 200 Clay - .005 mm ~~ CONSULTANTS, INC. GEOTECHNICAL ENGINEERING CONSTRUCTION MATERIALS TESTING KEY TQ CLASSIFICATIONS USED ON _SOIL BORING LOGS Standard D 2487 - 98 Classification of Soils for Engineering Purposes (Unified Soll Classification System) page 2 of 2 CRITERIA FOR ASSIGNING GROUP SYMBOLS AND GROUP NAMES USING LABORATORY TESTS ` PI > 7 and plots on or above "A"line I ` Gravels with 5°k to 12°h fines require dual symbols GW-GM well graded gravel with silt GW-GC well graded gravel with Gay GP-GM poorly graded gravel with sill GP-GC poorly graded gravel with clay ° Sands with 5°~ to 12 % fines require dual symbols SW-SM well graded sand with silt SW-SC well graded sand with day SP-SM poorly graded sand with silt SP-SC poorly graded sand with clay Cc = Dro x D~ r If soil contains 215°~ sand, add'lvith sand" to group name. If fines dassify as CL-ML, use dual symbol GC-GM or SGSM. "If fines are organic, add'lnrith organic fines" to group name. ' If soil contains 215% gravel, add 'lrvith graveP' to group name j If Atterfoerg limits plot in hatched area, soil is a CL-ML (silly day). k If soil contains 15% to 29% plus No. 200, add 'tivilh sand or with gravel" whichever is predominant. I ___.L.....'.--. _i._.~~.. CH or OH • CL or OL • SOIL CLASSIFICATION GROUP SYMBOL GROUP NAME ° ~.. rn J_ rn 0 W z Q w a O U Well - graded gravel ~ CLEAN GRAVELS C„2 4 and 1 5 CAS 3 ° GW c O c io iV a° O u~ C ra l° O E GRAVELS More than 50% of the coarse fradion retained on No. 9 sieve Poorly graded gravel r Less than 5°h fines ` C~ < 4 and/or 1 > C~> 3 ° GP lh ~ rVo. 2t~ Sieve Silty gravel ~ 9'" GRAVELS WITH FINES More than 12%fines ` Fines dassify as ML or MH GM Clayey gravel r'9'n GC Fines dassify as CL or CH Well graded sand' CLEAN SANDS Less than 5% fines ° C„26and15C~53° SW SANDS 50% or more of the coarse fraction passing No. 4 sieve Poorly graded sand ~ SP Silty sand °' "• ~ SANDS WITH FINES More than 12%fines ° Fines dasslfy as ML or MH SM Clayey sand °• "' ~ SC Fines classify as CL or CH Lean day k ~ m CL J O ~ m c rn p m m W a (n c$ ~ E o W ~ Z zo ~~ Inorganic SILTS & CLAYS Liquid Ilmit less than 50°~ SIR kl.m PI < 4 or plots below "A"line I ML Organic day k 4 "'•" liquid limit - oven dried OL Organic < 0.75 Organic silt k ~ m. o Liquid limit - not dried Fat day k t,m PI plots on or above "A"line CH Inorganic SILTS S CLAYS Liquid Ilmit 50°k or greater Elastic silt k I, m PI plots below "A" line MH Organic day k 4 m. ° Liquid limit - oven dried < 0.75 OH Organic Organic silt k ~ m' a Liquid limit • not dried • HIGHLY ORGANIC SOILS Peat Primarily organic matter, dark in color with organic odor PT ~ If soil contains 230%plus No. 200, predominantly sand, add "sandy" to group name. "' if soil contains 2 30% plus No. 200, predominantly gravel, add "gravelly` to group name. " PI 2 4 and plots on or above "A"fine. ° PI < 4 or plots below "A" line. a Pl plots on or above "A" line. ° PI plots below "A" Ifne. Based on the material passing the 3-ln (75 - mm) sieve ° If field sample contained cobbles and/or boulders, add 'I+vith cobbles and/or boulders" to group name For classification of Flne-Grained Soils and Flne~rained Fraction of Coarse rained Soils Equation of'A'•line: Horizontal at PI=4 t0 LLa25.5, Ihen Pf--0.73(LL-2o) 60 50 40 30 20 Plastfclty Index (PI) 'A"-Line 1 MH or OL I i 10 -~_..-._.. _~ //~MH or OL / , ~MLorOI I 00 10 20 30 40 50 60 70 BO 90 100 110 • Liquid Limit (LL} -32- ~~~~~~ CONSULTANTS, INC. GEOTECHNICAL ENOINEERIN6 CONSTRUCTION MATERIALS TESTING GRAPHIC CLASSIFICATION REY Illllllllllllllllli I f IIIIIIIIIIIIIIIIIII Well graded gravel Poorly graded gravel SM SC Silty sand Clayey sand Silty clayey sand GW GP ~~illiLl I'll I i ([~ ► ~1~ GW-GM GW-GC GP-GM GP-GC GM GC GM-GC i i aw i SP XXXIUCX X~(XXX • SOIL TYPE DESCRIPTION GRAPHIC SYMBOL SOIL TYPE DESCRIPTION GRAPHIC SYMBOL ~y~y.LF ~' .' Y au k^ ~i7C 1111!11/11111! 11/11111111/11 nnnnllnn/ flllll/I/INII nimauiul 11111111/111/1 IIIIIIIIIlIIIII IIIIIIIIIIIIIII~ SM-SC Well graded gravel w1 silt Lean clay CL Well graded gravel with clay FIJI 1111111 t, trll [111111~,~ Poorly graded gravel with silt Silt ML uvi/ul/u1n uinnnnnn il!~1.::~,~ ., ~,~~:~ Silty clay Poorly graded gravel with clay CL-ML 1101101101 !0/101101 ~1►14JI1[1111U1~ ~OJ11pQiIJUlI~ Organic lean clay Silty gravel OL (CL) 101101101 101101101 ~'lllllL.llJf F l I ~ } ~lllL~flir~l~rn Organic silt OL (ML) Clayey gravel I llllllllllllll f llllllll/l/lll • ~il~~.i Ala►~~~:►~sl:_l Fat clay CH Silty clayey gravel I llllllllllllll) 111111111111111 1 lonoua I 10/101/01 Elastic Silt Well graded sand MH Organic fat clay OH (CH} Poorly graded sand 101101101 101101101 I llllllllllllll llllllllllllll OH (MH) Organic elastic silt Well graded sand with silt SW-SM IIIIIIIIIIIIIIIIIII I 1111111111111111111 PT Well graded sand with clay SW-SC Peat il~illill~lllt, liiiiliil~ln, Poorly graded sand with silt SP-SM Plant mix IIIIIIIIlfllllfJ~ I1lfllllflll II /III SP-SC Rock Poorly graded sand with clay -33- ~~ 0 ~ MORRISON ®,~~MAIERLE.nc City of Bozeman Hyalite/Sourdough Water Treatment Plant Replacement Project Appendix H. Disposal Options for Existing and New Sludge Monitoring Prepared by: Rika Lashley Reviewed by: James Nickelson Date: November 3, 2010 H.1.Introduction The Bozeman Water Treatment Plant (WTP) is in the process of being upgraded, including a change in process chemicals used for coagulation and handling of sludge produced by this process. Stored sludge from the existing process, as well as future sludge generated in the upgraded facility will require disposal offsite. The current process uses ferric chloride as coagulant. Sludge is stored in backwash basins for about one year. In the fall, it is pumped to a drying bed where it is allowed to dry until it can be loaded out and stored onsite in piles. In addition, the WTP has a sludge pond that is used as a backwash surge basin and contains sludge and water. Total existing sludge quantities are estimated at 500 cubic yards of dry sludge and 450,000 gallons of wet or liquid sludge. This existing sludge will need to be removed from the site before major construction activities for the facility improvements can begin. The new coagulation process will use polyaluminum chloride (PACI), Aluminum Chlorohydrate (ACH), or Ferric Chloride, as coagulant. Resultant sludge will be stored and dried in drying beds that allow the sludge to drain and water to evaporate. The dry sludge will require annual disposal offsite. This technical memorandum examines sludge disposal methods practiced in Montana and explores disposal options for the Bozeman WTP. H.2.Disposal of Water Treatment Sludge in Montana The Montana Department of Environmental Quality (MDEQ), Solid Waste Management oversees disposal of sludge generated by water treatment. Dry sludge containing ferric chloride or aluminum are defined as "Industrial Solid Waste" according to ARM 17.50 Subchapter 502. Industrial solid wastes are Group II wastes which need be disposed of in a Class II solid waste landfill. However, MDEQ Solid Waste Management is currently working on a document that will give guidance for disposal requirements and options of sludge produced by water treatment. Preliminary information conveyed by MDEQ includes the following: Bozeman Hyalite/Sourdough WTP Replacement Project Page H-1 The generator of the water treatment sludge waste or their consultant must submit to the Solid Waste Program a detailed letter requesting approval to dewater, landfill, or land apply the sludge waste. In addition, submittal of the following will be required: "1. Material analyses to demonstrate the material is not hazardous. Depending on the end use/disposal of the sludge analyses vary as follows: a.Dewatering - If sludge waste is to be removed and stock piled for dewatering prior to final disposal, analyses must be conducted according to No. 2 below - at least for total metals, pH, and nitrates. Ensure all of the requirements for the Water Protection Bureau are met, including all necessary permits. b.Landfill Disposal - If the sludge has been tested prior to dewatering as described above, test results can be used to determine whether the dewatered water treatment sludge waste can be used as daily cover or disposed of at a licensed landfill as industrial waste. For existing stockpiled sludge, at a minimum the above described testing must be performed. c.Land Application - The application must not cause a violation of surface water or groundwater standards or impact groundwater or surface water resources, and that land application will not create a public nuisance, eg, blowing dust, etc. Is enough acreage available to support the addition of this material? What benefit does land application provide, soil filth, nutrients, etc? 2. Analyses - Each sample will be a composite of one subsample of every 500 cubic yards of water treatment sludge waste. Information about these analyses is included at the end of this memorandum. At a minimum, the following analyses should be performed: . • Landfill Parameter Daily Cover Land Application a. Total Metals 1 b.SPLP - metals c.pH d.Fluoride Nitrates e. Nitrates, Phosphates, Sulfates £ Cations and Anions, CEC Balance g.Sodium Absorption Ratio (SAR) h.Nutrients At this time there are no specific limits for maximum concentrations for the parameters covered in the above analyses, however, test results can be used to show that the sludge is not hazardous, i.e. does not contain toxic metals or other hazardous substances, and to determine impacts on land application. If metals are found in sludge that is to be land- applied, the 40CFR503 regulations may be used as guidance for ceiling concentrations. During dewatering and storage of sludge it is important to note that neither water nor sludge may enter state waters directly. If wet sludge is to be stored at a site to drain and dry, ~,~ Bozeman Hyalite/Sourdough WTP Replacement Project Page H-2 • Bozeman Hyalite/Sourdough WTP Replacement Project Page H-3 containment must be provided that prevents drain water from leaving the site and entering state water. Percolation into the ground is allowed, as long as there is no shallow ground water under direct influence of or connection to surface water. Ground water may be considered shallow if there are less than 4 feet of separation between the ground surface or bottom of percolation pond and the top of the ground water table at any time during the year. For more detailed information about MDEQ requirements and the finished WTP sludge disposal document contact Renai Hill (MDEQ - Solid Waste Management), 406-444-1434 or email Renhill(a,mt.gov." H.2.1.. Land Application If the abovementioned tests show that a sludge. is non-toxic and otherwise essentially inert, it may be land-applied. However, sludge salt content, CEC balance, and pH will need to be considered with the receiving soil's characteristics in mind. Water treatment sludge does not contain significant amounts of nutrients and does not have the fertilizing properties of wastewater treatment or septic sludge. However, depending upon in situ soil conditions, the water treatment sludge may have beneficial effects with respect to pH or other parameters. For example, if sludge pH is much lower than the in situ soil, application of the sludge may have a positive impact on soil pH. WTP sludge maybe spread on top of the soil. Unlike for biosolids, there is no requirement to incorporate the sludge into the soil, however, if sludge is applied in a liquid form, incorporation may be desirable to allow for blending of sludge and soil and to avoid liquid runoff into ditches and streams. Equipment used for injecting biosolids sludge into soil may be used for injecting liquid WTP sludge. However, to avoid contamination with undisinfected biosolids, the equipment must be thoroughly cleaned before use for WTP sludge. If the WTP sludge is applied to the same field as the biosolids sludge with the same restrictions and setbacks, contamination with biosolids is not a concern. H.2.2.Disposal Landfill There are very few water plants in Montana that generate large quantities of sludge and routinely dispose of sludge. One example is the Great Falls water treatment plant. The City of Great Falls, Montana water treatment plant produces alum sludge, which is dewatered onsite in percolation ponds. Once the sludge has dried sufficiently to be handled by a loader, it is hauled to the High Plains Landfill north of Great Falls. This landfill accepts the sludge for $12 to $14 per ton and uses it as daily cover. They require that the sludge pass the paint filter test but do not ask for any further testing. Testing, fees, and other sludge acceptance requirements will vary from landfill to landfill. The cost of disposing of sludge at a land fill that does not use soil for daily cover would generally be greater than what is charged by this facility. H.3. Disposal Alternatives for the Bozeman WTP Sludge , As discussed above, the three main disposal methods for WTP sludge are land application, landfilling, and disposal to the wastewater treatment plant. The latter option is not attractive due to the physical separation of the WTP and the WWTP. Hauling costs of liquid sludge would be high and installation of a pump station and pipeline not feasible when compared to other available options. However, this option may be considered for extraordinary circumstances for the upgraded WTP. Coordination with Wastewater Treatment Plant staff would be necessary to determine if this is a disposal option for the Bozeman WTP sludge. The existing sludge currently stored on the WTP site will likely require a different disposal method. Landfilling dry sludge may be considered if the distance to the landfill is not excessive and landfill fees are reasonable. Logan Landfill, east of Three Forks, MT, accepts solid waste for Gallatin County. The driving distance from the water treatment plant to the landfill is over 35 miles which would result in significant hauling costs. As some of the existing sludge is still liquid, it would need to be dewatered and pass the paint filter test before the landfill would accept it. Dewatering may be accomplished by storing the sludge in percolation ponds or drying beds. The dewatered sludge may be stored temporarily onsite to further dry it and reduce water content before hauling. MDEQ will need to be informed of any temporary storage plans and will need to give permission to store the sludge If dewatering by evaporation is not an option due to time constraints, mechanical dewatering would add additional cost to the sludge disposal. Furthermore, at this time Logan Landfill will only accept WTP sludge as special waste to be buried for a fee of $55 to $60 per ton. Negotiations with Landfill management may be possible in light of the new MDEQ guidance on WTP sludge disposal and allow for use of the sludge as daily cover. Hauling distance, dewatering costs and landfill fees result in a high cost for this alternative. Land application may be the most cost effective disposal method for the Bozeman WTP sludge. Ideally, landowners near the WTP would be approached to avoid excessive hauling times and costs. If suitable land for land application cannot be located in the immediate vicinity of the WTP, an option maybe "Home on the Range," a farm run by Dan Bates in Amsterdam, MT. Mr. Bates accepts septic sludge, grease trap waste, and occasionally wastewater treatment sludge and may be willing to accept the water treatment sludge. He does have some testing requirements, including pH and nutrients, some of which may be satisfied with the MDEQ-required testing. He will need to evaluate compatibility of the sludge with his soils. Hauling distance to Amsterdam is approximately 25 miles. Dan Bates may be contacted at 406-282-7378 for more information. H.4. Sludge Handling Recommendations for Construction Project The construction of a new water plant will require that the Contractor handle and dispose of both dry and liquid sludge. Based on the preliminary information provided by MDEQ, and the, initial indications that the sludge will be of high enough quality to land apply, we recommend the following steps be taken. The responsible parry is listed behind each item: • Sample and test dry sludge per DEQ recommendation.-City of Bozeman • Sample and test liquid sludge in backwash surge basin per DEQ recommendation. City of Bozeman • Require Contractor to use dry sludge to build berms or waste on site-HDR/MMI: Construction Documents • Require Contractor to dispose of sludge stored in existing drying bed and sludge in backwash surge basin. Allow Contractor the option to utilize the existing drying bed for dewatering or to bring in a dewatering press. Allow Contractor to dispose of dried sludge on site-HDR/MMI: Construction Documents Bozeman Hyalite/Sourdough WTP Replacement Project Page H-4 • • After new plant is put on line, require Contractor to pump backwash basins to new drying beds for future disposal by the City. HDR/MMI: Construction Documents, City of Bozeman. HDR/MMI will continue to check with MDEQ on the status of their guidance document. In order to assure that the sludge can be disposed of onsite, it would be best to sample by the first of the year in order to get results back to include in the Construction Documents. Ideally MDEQ will have the sampling and analyses requirements clearly defined by that time. Additional Information for Sludge Analyses Total Metals: These metals are also covered under the 40CFR503 regulations for disposal of biosolids and include arsenic, cadmium, copper, lead, mercury, molybdenum, nickel, selenium, and zinc. For disposal of alum sludge, aluminum should be included in the test. SPLP (Synthetic Precipitation Leaching Procedure): This analysis provides a representation of leachability for situations outside normal landfill disposal situations where leachate - of which acetic acid is a major component - is in continual contact with wastes. The SPLP analysis utilises a solution of nitric and sulfuric acids and water, and simulates leaching in the natural environment by acid rain. The analysis for SPLP is conducted using EPA SW-846, Method 1312. Metals included in the analysis are those listed under total metals above. Cations and Anions, CEC Balance: This analysis would include major cations and anions along with a calculation of the cation exchange capacity (CEC) of the sludge material. Specifically, for cations, at least Ca, Mg, Na, K; and for anions, Cl, OH, CO3i HCO3. Generally, a high CEC is indicative of fertile soils, while a low CEC indicates that the soil lacks micronutrients required for plant growth. This is a typical soil fertility test performed by most labs. SAR: The Sodium Absorption Ratio (SAR) is in indicator of sodium in the soil. Plants are detrimentally affected, both physically and chemically, by excess salts in some soils and by high levels of exchangeable sodium in others. Soils with an accumulation of exchangeable sodium are often characterized by poor filth and low permeability making them unfavorable for plant growth. Sodium adsorption ratio, along with pH, characterize salt-affected soils. For all other testing parameters, please consult with MDEQ for required test methods, if any. Bozeman Hyalite/Sourdough WTP Replacement Project Page H-5 • ~~ ~ MORRISON m~M,VERIE,nz City of Bozeman Hyalite/Sourdough Water Treatment Plant Replacement Project Appendix I. Sustainability and Climate Action Plan Technical Memorandum Prepared by: Nathan Kutil Reviewed by: James Nickelson Date: October 15, 2010 1.1. Introduction Energy conservation is an important concern to the City of Bozeman. It is therefore necessary to design for energy conservation during the planning, layout and orientation of the facility and when selecting building service systems. 1.2. Sustainable Site This project will protect or restore habitat through the use of native grasses in lieu of elaborate landscaping. Native grasses will be seeded throughout the disturbed project site and harvested for hay by local ranchers. Existing native trees, shrubs, brush, and other vegetation will be preserved for wildlife security and visual screening of the facility. Temporary erosion and sedimentation measures will be installed during construction. Minimum measures will include: Silt fences around the construction site and construction staging area to prevent off-site sediment migration; gravel construction entrances to prevent the tracking of sediment or other materials from the site; watering for dust control as needed;.regular monitoring, inspection, and maintenance of erosion and sediment measures; temporary soil stabilization cover for bare soil surfaces. 1.3. Water Efficiency The new facility will have many water efficiency components incorporated into the design. Due to the modest landscaping proposed there will be no need for an elaborate irrigation system. Collecting downspout rainwater off the roof and treating it in the process will also be evaluated during the facility design. Additionally, there are provisions built into the water treatment process for capturing water which would normally be wasted from the treatment process. This includes decanting wasted :s'=,~ ~.~ Bozeman H alite/Sourdou h WTP Re lacement Pro ect Pa a I-1 ~ir•_,.1,~ Y ~ P J 4 ~~ Sustainability Technical Memorandum ~ MORRISON o~~~MAIERLE,t~c water from the dissolved air floatation treatment, gravity=thickener, and lagoons and returning this decant water to the head of the treatment plant for processing. 1.4. Energy and Atmosphere As part of the ongoing preliminary design, the use of excess available raw water pressure for generation of electricity (hydropower) that can be consumed by the water plant is being evaluated for economic feasibility. In general, lighting will be designed for energy conservation and will meet the Illuminating Engineering Society's (IES) recommended practices. Where feasible, T5 style fluorescent lamp fixtures will be used to maximize energy conservation. Motion sensors will be located throughout the facility to turn lights off when a space is unoccupied. Additional energy conservation measures will include the use of premium efficiency motors on all equipment purchased and installed at the facility and energy recovery from the 150 HP membrane feed pumping equipment. Motor control centers (MCC) will use LED lighting for energy conservation where feasible. 1.5. Materials and Resources Although it is not specified, it is anticipated that concrete, masonry, steel and possibly some other products will be manufactured regionally. Following demolition of the existing water treatment plant many of the components will be recycled including the existing aluminum tanks. Additionally, the building superstructure may be recycled by relocating the building frame to the Bozeman WRF. There may be a use for this structure at the WRF and relocation will be considered further during final design. 1.6. Indoor Environmental Quality This will be anon-smoking building and the use of low VOC adhesive materials will be specified. There will be level measuring instruments and alarms for monitoring the level in the chemical storage tank. In the unlikely event of a major spill/leak, the chemical room will include secondary containment. Fresh air is provided for the chemical room - air is not recirculated. The use ground source heating and cooling using raw water for heat exchange for key building heating and cooling units will be considered as part of the HVAC design. These types of systems have become more common recently and the cost of equipment required for such systems has come down in recent years. Heat recovery on exhaust fans in the facility and in the laboratory will be used to capture and reuse heat within the water treatment plant. Bozeman Hyalite/Sourdough WTP Replacement Project Page I-2 • Bozeman Hyalite/Sourdough WTP Replacement Project Page I-3 ~~ Sustainability Technical Memorandum ® MORRISON II~~MAIERIE,~c 1.7. Climate Action Plan Considerations The Bozeman Municipal Climate Action Plan (CAP) includes two recommendations specifically related to the Sourdough Treatment Plant. These include the installation of an electricity producing turbine and addressing LEED Building Standards for the expansion of the water plant. The economic viability analysis of installing a turbine at the Sourdough Water Plant is included in the pre-design effort for the project. This analysis will provide the City with the needed information to deterrriine if the installation of a turbine is cost effective at this time or if the financial combined with the carbon footprint reduction makes the project a priority for the City. The CAP addresses LEED Building Standards relative to the expansion of the water plant as follows: "....from a carbon footprint standpoint the Task Force recommends that energy- associated LEED (or similar) principles be followed, not that LEED certification be sought." The Request for Proposal for the project included that " the design shall incorporate LEEDS construction techniques, with the possibility of pursuing certification. The Professional Services Agreement for the design of the project includes a design memorandum related to the Administration/Laboratory/Maintenance Building that addresses LEED Certification Considerations and Recommendations. As directed by City Staff the recommendations will be centered around those items that make financial sense to the project. 1.8. LEED Considerations LEED accredited professionals have been selected as part of the facility design team and their input for innovation and design process will be valued for overall sustainability considerations. A U.S. Green Building Council (USGBC) checklist (attached) will be completed for this project at the completion of design to provide a measurement of how the building would rank within the LEED certification program. LEED for New Construction v2.2 Registered Project Checklist • 14 Points Required 1 1 1 1 1 1 1 1 1 1 1 1 1 1 5 Points 1 1 1 1 1 17 Points Required Required Required Prereq 1 Credit 1 Credit 2 Credit 3 Credit 4.1 Credit 4.2 Credit 4.3 Credit 4.4 Credit 5.1 Credit 5.2 Credit 6.1 Credit 6.2 Credit 7.1 Credit 7.2 Credit 8 Credit 2 Credit 3 Credit 4 Credit 5 Credit 6 • Project Name: Project Address: Yes ? No ~~~ Sustainable Sites Construction Activity Pollution Prevention Site Selection Development Density & Community Connectivity Brownfield Redevelopment Alternative Transportation, Public Transportation Access Alternative Transportation, Bicycle Storage & Changing Rooms Alternative Transportation, Low-Emitting & Fuel-Efficient Vehicles Alternative Transportation, Parking Capacity Site Development, Protector Restore Habitat Site Development, Maximize Open Space Stormwater Design, Quantity Control Stormwater Design, Quality Control Heat Island Effect, Non-Roof Heat Island Effect, Roof Light Pollution Reduction Yes ? No ~~~ Water Efficiency Credit 1.1 Credit 1.2 Credit 2 Credit 3.1 Credit 3.2 Water Efficient Landscaping, Reduce by 50% Water Efficient Landscaping, No Potable Use or No Irrigation Innovative Wastewater Technologies Water Use Reduction, 20% Reduction Water Use Reduction, 30% Reduction • ~~~ Energy & Atmosphere Prereq 1 Prereq 2 Prereq 3 Fundamental Commissioning of the Building Energy Systems Minimum Energy Performance Fundamental Refrigerant Management 'Note for EAc1: All LEED for New Construction projects registered after June 26~, 2007 are required to achieve at least two (2) points under EAc1. Credit 1 Optimize Energy Performance 1 to 10 10.5% New Buildings or 3.5% Existing Building Renovations 14%New Buildings or 7% Existing Building Renovations 17.5% New Buildings or 10.5% Existing Building Renovations 21 % New Buildings or 14%Existing Building Renovations 24.5% New Buildings or 17.5% Existing Building Renovations 28%New Buildings or 21 % Existing Building Renovations 31.5% New Buildings or 24.5% Existing Building Renovations 35%New Buildings or 28% Existing Building Renovations 38.5% New Buildings or 31.5% Existing Building Renovations 42%New Buildings or 35% Existing Building Renovations On-Site Renewable Energy 2.5% Renewable Energy 7.5% Renewable Energy 12.5% Renewable Energy Enhanced Commissioning Enhanced Refrigerant Management Measurement & Verification Green Power 1 2 3 a 5 s a 9 10 1 to 3 1 2 3 1 1 1 1 continued... Prereq 1 Credit 1.1 Credit 1.2 Credit 1.3 Credit 2.1 Credit 2.2 Credit 3.1 Credit 3.2 Credit 4.1 Credit 4.2 Credit 5.1 Credit 5.2 Credit 6 Credit 7 Yes ? No Illu~ Prereq 1 Prereq 2 Credit 1 Credit 2 Credit 3.1 Credit 3.2 Credit 4.1 Credit 4.2 Credit 4.3 Credit 4.4 Credit 5 Credit 6.1 Credit 6.2 Credit 7.1 Credit 7.2 Credit 8.1 Credit 8.2 Yes ? No ~~~ Materials & Resources 13 Points Storage & Collection of Recyclables Building Reuse, Maintain 75% of Existing Walls, Floors & Roof Building Reuse, Maintain 100% of Existing Walls, Floors & Roof Building Reuse, Maintain 50% of Interior Non-Structural Elements Construction Waste Management, Divert 50%from Disposal Construction Waste Management, Divert 75%from Disposal Materials Reuse, 5% Materials Reuse,l0% Recycled Content, 10% (post-consumer +'/zpre-consumer) Recycled Content, 20% (post-consumer + Yzgre-consumer) Regional Materials, 10% Extracted, Processed & Manufactured Regio Regional Materials, 20% Extracted, Processed & Manufactured Regio Rapidly Renewable Materials Certified Wood Required 1 1 1 t 1 1 1 1 1 1 1 1 1 ~~~ Indoor Environmental Quality 15 Points Minimum IAQ Performance Environmental Tobacco Smoke (ETS) Control Outdoor Air Delivery Monitoring Increased Ventilation Construction IAQ Management Plan, During Construction Construction IAQ Management Plan, Before Occupancy Low-Emitting Materials, Adhesives & Sealants Low-Emitting Materials, Paints & Coatings Low-Emitting Materials, Carpet Systems Low-Emitting Materials, Composite Wood & Agrifiber Products Indoor Chemical & Pollutant Source Control Controllability of Systems, Lighting Controllability of Systems, Thermal Comfort Thermal Comfort, Design Thermal Comfort, Verification Daylight & Views, Daylight 75% of Spaces Daylight & Views, Views for 90% of Spaces Required Required 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Yes ? No ~~~ Innovation & Design Process 5 Points Credit 1.1 Credit 1.2 Credit 1.3 Credit 1.4 Credit 2 Innovation in Design: Provide Specific Title Innovation in Design: Provide Specific Title Innovation in Design: Provide Specific Title Innovation in Design: Provide Specific Title LEED®Accredited Professional 1 1 1 1 1 Yes ? No ~~~ Project Totals (pre-certification estimates) 69 Points Certified: 26-32 points, Silver: 33-38 points, Gold: 39-51 points, Platinum: 52-69 pc •