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01 2008 Bozeman Storm Water Facilities Plan
Bozeman Storm Water Facilities Plan May 2008 Prepared by: HDR Engineering, Inc. 1715 South Reserve St. Missoula, MT 59801 Morrison-Maierle 901 Technology Blvd. P. O. Box 1113 Bozeman, MT 59715 Table of Contents Table of Contents EXECUTIVE SUMMARY CHAPTER 1: EXISTING SYSTEM INVENTORY 1.1 Introduction...... ......................................................................................................................... 1-1 1.1.1 Overview....................................................................................................................... 1-1 1.1.2 Study Area Description............................................................................................... 1-2 1.1.3 Basis of System Inventory.......................................................................................... 1-2 1.2 Options for Map and Database Improvements ................................................................... 1-5 1.2.1 General.......................................................................................................................... 1-5 1.2.2 Improvements Using Existing Information ............................................................ 1-5 1.2.3 Map Improvements Using Field Investigation........................................................ 1-7 1.3 Recommendations..................................................................................................................... 1-7 CHAPTER 2: SYSTEM ANALYSIS 2.1. Introduction..................... ...........................................................................................................2.1 2.2. Hydrology................................................................................................................................... 2-1 2.2.1. Rainfall Distribution.................................................................................................... 2-1 2.2.2. Storm Precipitation Depths ....................................................................................... 2-2 2.2.3. Comparison to SCS Storm Hyetograph................................................................... 2-3 2.3. Hydrologic and Hydraulic Model Construction ................................................................... 2-4 2.3.1. Model Selection and Overview.................................................................................. 2-4 2.3.2. Modeling Approach..................................................................................................... 2-4 2.3.3. Model Requirements ................................................................................................... 2-4 Hydrologic Information: ................................................................................................... 2-4 Hydraulic Information:...................................................................................................... 2-5 2.3.4. Overall Model Setup ................................................................................................... 2-8 2.3.5. Pilot Basin Setup.......................................................................................................... 2-8 2.4. SWMM Model Results............................................................................................................ 2-12 2.4.1. Runoff Volumes ........................................................................................................ 2-12 Pre-Developed Conditions.............................................................................................. 2-12 i Bozeman Storm Water Facilities Plan Existing Conditions.......................................................................................................... 2-12 Future Conditions ............................................................................................................ 2-13 2.4.2. Overall Model Output Summary............................................................................. 2-13 Nodes (Results) Table...................................................................................................... 2-14 Links (Results) Table........................................................................................................ 2-14 2.4.3. Graphical Encoding .................................................................................................. 2-14 2.5. Hydrologic Model Verification ............................................................................................. 2-16 2.5.1. Comparison to Peak Stream Flows......................................................................... 2-16 2.5.2. Flow Monitoring........................................................................................................ 2-16 2.6. Retention and Detention........................................................................................................ 2-17 2.6.1. Retention Volume Comparisons............................................................................. 2-18 2.6.2. Regional Runoff Control.......................................................................................... 2-19 2.7. Existing Storm Water System Deficiencies ......................................................................... 2-19 CHAPTER 3: POLICY EVALUATION 3.1 Introduction.............................................................................................................................. 3-1 3.2 Existing Storm Water Policy Summary.................................................................................. 3-1 3.3 Regional Approaches towards Storm Water Management and Mitigation ...................... 3-1 3.3.1 Hydrologic Considerations......................................................................................... 3-2 3.3.2 Financial and Political Considerations...................................................................... 3-2 3.4 Case Studies: Evaluating Regional Storm Water Management Policies........................... 3-3 3.5 Storm Water Policy Considerations........................................................................................ 3-5 3.5.1 Flood Control................................................................................................................... 3-5 3.5.2 Channel Stability/Regional Detention...................................................................... 3-6 3.5.3 Water Quality ............................................................................................................... 3-6 3.5.4 Hydrologic and Hydraulic Analysis Methods.......................................................... 3-7 3.5.5 Design Policy and Submittal Requirements............................................................. 3-7 3.5.6 Construction and Operation and Maintenance Responsibilities .......................... 3-8 3.5.7 Storm Water Policy Considerations - Summary...................................................... 3-8 3.6 Storm Water Policy Recommendations............................................................................... 3-14 3.6.1 Existing Storm Water Policy Summary .................................................................. 3-14 3.6.2 Storm Water Policy Recommendations ................................................................. 3-14 ii Table of Contents CHAPTER 4: NATIONAL POLLUTANT DISCHARGE ELINIMATION SYSTEM PHASE 2 PERMIT COMPLIANCE 4.1 Introduction..... ................................................................................................................................. 4-1 4.2 Water Quality Issues ........................................................................................................................ 4-1 4.2.1. Water Quality ...................................................................................................................... 4-2 4.2.2. Possible Pollutant Sources................................................................................................. 4-3 4.3 NPDES Permit Application ........................................................................................................... 4-4 4.3.1. Minimum Control Measures............................................................................................. 4-4 4.3.2. Minimum Control Measure 1 – Public Education and Outreach on Storm Water Impacts................................................................................................................................. 4-5 4.3.3. Minimum Control Measure 2 – Public Participation and Involvement ..................... 4-9 4.3.4. Minimum Control Measure 3 – Illicit Discharge Detection and Elimination......... 4-12 4.3.5. Minimum Control Measure 4 – Construction Site Storm Water Runoff Control.. 4-18 4.3.6. Minimum Control Measure 5 – Post-Construction Storm Water Management..... 4-21 4.3.7. Minimum Control Measure 6 – Pollution Prevention and Good Housekeeping for Municipal Operation.................................................................................................. 4-25 4.4 Reporting Requirements................................................................................................................ 4-28 4.4.1. Sampling............................................................................................................................. 4-28 4.5 Co-Permitting ............................................................................................................................... 4-30 4.5.1. Montana State University ................................................................................................4-31 4.5.2. Montana Department of Transportation...................................................................... 4-32 4.5.3. Gallatin Local Water Quality District............................................................................ 4-32 4.6 Summary.......................................................................................................................................... 4-33 CHAPTER 5: FINANCIAL MANAGEMENT EVALUATION 5.1 Introduction............................................................................................................................... 5-1 5.1.1 Current Storm Water Program Elements and Costs............................................. 5-1 5.1.2 Summary of Current Costs......................................................................................... 5-3 5.1.3 Historic Funding Sources........................................................................................... 5-5 5.2 Estimated Future Storm Water Costs .................................................................................... 5-5 5.3 Overview of Funding Options................................................................................................ 5-6 5.4 Financial Program Recommendations ................................................................................. 5-11 5.4.1 Recommended Storm Water Charge Rate Methodology .................................... 5-12 5.4.2 Criteria for Rate Structure Selection ....................................................................... 5-12 iii Bozeman Storm Water Facilities Plan 5.5 Government Accounting Standards Board Statement No. 34 (GASB 34) .................... 5-13 CHAPTER 6: RECOMMENDED PLAN 6.1. Introduction..... .......................................................................................................................... 6-1 6.2 Regional versus Development Based Storm Water Management...................................... 6-1 6.2.1. Development-Based Approach ................................................................................. 6-1 6.2.2. Regional Approach...................................................................................................... 6-1 6.2.3 Recommended Approach........................................................................................... 6-2 6.3. Storm Water Utility Implementation...................................................................................... 6-2 6.4 Storm Water Design Policy...................................................................................................... 6-3 6.5 Proposed Capital Facilities Solutions for Areas of Known Flooding ............................... 6-4 6.5.1. Farmers Canal .............................................................................................................. 6-4 6.5.2 20th Avenue ................................................................................................................. 6-5 6.5.3 Wagon Wheel Ditch.................................................................................................... 6-5 6.5.4 Valley Unit Park........................................................................................................... 6-5 6.5.5 Willson - Cleveland and Willson - Garfield............................................................. 6-6 6.5.6 Resort Drive ................................................................................................................. 6-6 6.5.7 North 11th Avenue ..................................................................................................... 6-6 6.5.8 I-90/East Main Interchange ...................................................................................... 6-6 6.5.9 Rouse Avenue .............................................................................................................. 6-6 6.5.10 Auction and Feedlot.................................................................................................... 6-7 6.5.11 General Rehabilitation and Replacement................................................................. 6-7 6.6. Other Problem Areas................................................................................................................ 6-7 6.6.1 Rocky Creek ................................................................................................................. 6-7 6.6.2 Bozeman Creek Freezing............................................................................................ 6-8 6.6.3 Bozeman Creek Water Quality .................................................................................. 6-8 6.7 Recommended Plan for Operation and Maintenance ......................................................... 6-9 6.7.1 Condition Assessment: Implementing a Rating System ........................................ 6-9 6.7.2 Operation and Maintenance..................................................................................... 6-10 6.8 Other Recommendations ....................................................................................................... 6-18 iv Table of Contents List of Tables Table 2.2-1 Occurrence of Storms By Duration............................................................................... 2-1 Table 2.2-2 Storm Depths for 2, 10, 25, 50, and 100 Year Recurrence Intervals.......................... 2-3 Table 2.4-1 Runoff for Development Scenarios .............................................................................. 2-13 Table 2.5-1 Recommended Flow Monitoring Points ...................................................................... 2-16 Table 2.6-1 Retention Volume Comparisons ................................................................................... 2-18 Table 2.6-2 Area Required for Regional Retention Facilities ......................................................... 2-19 Table 2.7-1 Areas of Known Flooding.............................................................................................. 2-20 Table 3.4-1 Summary of Storm Water Policies in the Region.......................................................... 3-3 Table 3.5-1 Storm Water Policy Considerations ................................................................................ 3-9 Table 3.6-1. Runoff Coefficients ( C ) for Use in the Rational Formula ...................................... 3-19 Table 4.2-1 Water Quality Information............................................................................................... 4-2 Table 4.2-2 Primary Pollutants of Concern in Urban Runoff.......................................................... 4-4 Table 4.3-2 Public Outreach Activities and Targeted Audiences .................................................... 4-6 Table 4.3-3 Minimum Control Measure No. 1 – Public Outreach and Education....................... 4-9 Table 4.3-4 Minimum Control Measure No. 2 - Public Participation and Involvement ........... 4-11 Table 4.3-5 Example Disposal Options for Non-Storm Discharges ............................................ 4-14 Table 4.3-6 Minimum Control Measure No. 3 - Illicit Discharge Detection and Elimination . 4-17 Table 4.3-7 Minimum Control Measure No. 4 - Construction Site Storm Water Runoff Control ............................................................................................................................... 4-21 Table 4.3-8 Minimum Control Measure No. 5 - Post-Construction Storm Water Management ............................................................................................................................... 4-24 Table 4.3-9 Minimum Control Measure No. 6 – Pollution Prevention and Good Housekeeping for Municipal Operation............................................................................................4-27 Table 4.4-1 Testing Parameters and Median Concentrations......................................................... 4-29 Table 4.4-2 2005 Storm Water Quality Testing................................................................................ 4-29 Table 4.5-1 MSU Phase 2 Permit Activities...................................................................................... 4-31 Table 4.5-2 GLWQD Phase 2 Permit Activities .............................................................................. 4-32 Table 4.6-1 Total Annual Cost for Permit Process.......................................................................... 4-33 Table 5.1-1 Financial Summary for Storm Water Management....................................................... 5-4 Table 5.2-1 Estimated Future Storm Costs......................................................................................... 5-6 Table 5.3-1 Comparison of Storm Water Funding Alternatives.................................................... 5-10 v Bozeman Storm Water Facilities Plan Table 6.5-1 Summary of Recommendations....................................................................................... 6-4 Table 6.7-1 Recommended Maintenance Frequency....................................................................... 6-11 Table 6.7-2 Typical Maintenance Activities for Dry Ponds............................................................ 6-12 Table 6.7-3 Operation and Maintenance Program Summary......................................................... 6-17 List of Figures Figure 1.1-1. Study Area......................................................................................................................... 1-3 Figure 1.1-2. Grid Map Index ............................................................................................................... 1-4 Figure 1.3 1. Storm Drain System - Field Notes ................................................................................ 1-9 Figure 2.2-1 2-hr and 6 hr Storm Unit Hyetograph, Cumulative Depth = 1 in ............................ 2-2 Figure 2.2-2 24-hr Storm Unit Hyetograph, Cumulative Depth = 1 in.......................................... 2-2 Figure 2.2-3 Comparison of USGS and SCS Hyetograph Methods ............................................... 2-3 Figure 2.3-1 Existing Land Use (2004) ................................................................................................ 2-6 Figure 2.3-2 2020 Future Land Use...................................................................................................... 2-7 Figure 2.3-3 City of Bozeman Regional Drainage Network........................................................... 2-10 Figure 2.3-4 Pilot Basin Drainage Network......................................................................................2-11 Figure 2.4-1 Graphical Encoding ....................................................................................................... 2-15 Figure 2.7-1 Areas of Known Flooding............................................................................................. 2-23 Figure 5.1-1 Storm Water Related Costs ............................................................................................. 5-4 vi Table of Contents vii List of Appendices Appendix A: Existing System Inventory Data Appendix A-1: Junction Spreadsheet Appendix A-2: Link Spreadsheet Appendix B: Storm Water System Analysis Data Appendix C: XP Tables Appendix C-1: Nodes, Input Data Appendix C-2: Nodes, Output Data Appendix C-3: Links, Input Data Appendix C-4: Links, Output Data Appendix D: Storm Water Policy Appendix D-1: Low Impact Development Appendix D-2: Storm Water Best Management Practices Appendix E: Infrastructure Rating System Alternatives Appendix F: NPDES Materials Appendix G: Storm Water Design Report – Submittal Guidelines Appendix H: Financial Methodologies Appendix I: Storm Drain Map Appendix J: Screening Guidance Appendix K: Kalispell Storm Water Management Permit Final Bozeman Storm Water Facilities Plan Edits Summary (September 17-18, 2007) • Title Page o No changes made • Table of Contents o Updated based on final Chapters and Appendices • Executive Summary o Edited per M. Hickman’s final edits. • Chapter 1 o Edited per M. Hickman’s final edits. • Chapter 2 o Edited text per M. Hickman’s final edits. o Edited figure numbers per M. Hickman’s final edits. o Left figures as full size. • Chapter 3 o Edited text per M. Hickman’s final edits. • Chapter 4 o Mike did not review this section • Chapter 5 o Edited text per M. Hickman’s final edits, with the exception of minor grammatical adjustments (5.1.3), and two references to text changes that remained unchanged (i.e. City does NOT conduct site inspections on new development; money for storm water-related activities does NOT come from the City’s General Fund) o Also adjusted numbering of Sections to begin with 5.1 rather than 5.0 • Chapter 6 o Edited text per M. Hickman’s final edits and A. McInnis’s responses. • Appendix A o Edited text per M. Hickman’s final edits, with the exception of bolding the secondary heading in Table 4 (Shape Files) rather than providing a double line. • Appendix B o Deleted last section (B.3.3 Model Requirements) per M. Hickman’s final edits. • Appendix C o Revised Cover Page to include titles for Appendices C-1 – C-4 per M. Hickman’s final edits. • Appendix D o No changes made. • Appendix E o No changes made. • Appendix F o No changes made. • Appendix G o Left formatting as is; did not remove G.1, etc. on headings as this is how the other appendices are formatted. • Appendix H o No changes made. • Appendix I o No changes made. • Appendix J o No changes made. • Appendix K o No changes made. Executive Summary Executive Summary Bozeman has been experiencing rapid growth and development and is faced with a new federal storm water permit requirement (the Phase 2 rule). In response to these issues, the City prepared this Storm Water Facilities Plan. The most significant recommendations coming out of this plan are: • Moving forward with establishing a funding source for storm water • Guidance for development of a uniform approach to development submittals • Continuing to rely upon development-based storm water management until the Phase 2 program and creation of a utility are more advanced The goals of this plan, along with work completed, are summarized below. Goal 1 – Inventory the Existing System An inventory of the existing storm water system was completed by compiling storm water information from grid maps, plat maps, subdivision drawings, and field work. This inventory was converted to the City’s GIS system. This system inventory is discussed in Chapter 1 (Existing System Inventory) and Appendix A (Existing System Inventory Data). Goal 2 – Plan for Future Growth Growth trends and projected future land use were evaluated to determine potential future storm water impacts. In addition, a review of City policy was conducted to allow the City to handle that growth most effectively. This evaluation is presented in Chapter 3 (Policy Evaluation). In addition, ten best management practices are presented in Appendix D-2. Goal 3 – Evaluate Existing Problem Areas Problem areas, deficiencies, and areas of known flooding within the existing storm water system were identified and evaluated. Several storm water projects are recommended to address these deficiencies. The deficiencies are discussed in Chapter 2 (System Analysis), and recommendations are provided in Chapter 6 (Recommended Plan). Goal 4 – Storm Water System Analysis A model was completed for the pre-developed, existing, and future 2020 conditions scenarios for the entire City. A small portion of the overall model was designated as the pilot basin and studied in greater detail. In this area, detailed storm water infrastructure data was gathered by GPS and used in the model. The purpose of this pilot basin model was to provide the City with a model to build on. Modeling information is presented in Chapter 2 (System Analysis). Goal 5 – NPDES Permit Application and Implementation The City of Bozeman was required in 2003 to apply for a permit (from Montana Department of Environmental Quality) to discharge storm water into surface water 1 Bozeman Storm Water Facilities Plan around the City. The permit application requires the City to implement a Storm Water Management Program, including six minimum control measures that are described in Chapter 4 (National Pollutant Discharge Elimination System Phase 2 Permit Compliance). The current estimated cost of the program is about $100,000 per year, however, the program is in its infancy and its likely more significant operational and capital cost will come as the program matures. Goal 6 – Financial Plan A financial plan was completed for the City’s storm water system. The City does not currently have a dedicated source of revenue to fund storm water related work. Chapter 5 (Financial Management Evaluation) provides an overview of various funding alternatives and recommends the City form a utility. Chapter 5 also discusses the Government Accounting Standards Board (GASB) requirements, current storm water expenditures, and potential future needs. Goal 7 – Recommended Plan Recommended changes to current City of Bozeman design studies and development practices are presented in Chapter 6 (Recommended Plan), along with a proposed storm water design review form (see Appendix G), checklist, and revised submittal procedures. 2 Executive Summary 3 The near term infrastructure and policy recommendations presented in Chapter 6 are summarized in Table 1. Table 1. Policy and Infrastructure Recommendations Project Benefit Additional Information Cost Policy Recommendations Create a Storm Water Funding Mechanism Identify a funding mechanism for exemptions, fee basis, database needs, and organization Page 6-1 $60,000 Phase 2 Implementation Permit Activities Permit compliance Page 4-13 to 4-49 Current - $100,000 Future - $200,000- $400,000 Infrastructure Recommendations Farmer’s Canal Improvements at Farmer’s Canal will reduce flooding along Farmer’s Canal, 20th Avenue, and Wagon Wheel Ditch Pages 6-4 and 6-5 $50,000 to $100,000 Valley Unit Park Improvements to the detention pond outlet will reduce flooding along Meagher Avenue and Durston Road Page 6-5 $50,000 to $80,000 Resort Drive Review storm water plan and perform a site visit Page 6-5 $1,000 to $5,000 General Rehabilitation and Replacement Required for safe and effective management of existing storm water infrastructure Page 6-7 $200,000/year Rocky Creek Increase and restore native vegetation cover and diversity, thereby reducing sedimentation and improving water quality Page 6-7 $10,000 - $20,000 Bozeman Creek Freezing Reduce flooding, improved staff safety Pages 6-7 and 6-8 $50,000 Bozeman Creek Water Quality Effectively prepare for future development, improve water quality and increase fish passage Page 6-8 and 6-9 $50,000 (for initial study) Bozeman Storm Water Facilities Plan Chapter 1. Existing System Inventory Chapter 1: Existing System Inventory 1-i Table of Contents 1.1 Introduction ........................................................................................................................ 1-1 1.1.1 Overview......................................................................................................................... 1-1 1.1.2 Study Area Description................................................................................................. 1-2 1.1.3 Basis of System Inventory ............................................................................................ 1-2 1.2 Options for Map and Database Improvements............................................................. 1-5 1.2.1 General ............................................................................................................................ 1-5 1.2.2 Improvements Using Existing Information............................................................... 1-5 1.2.3 Map Improvements Using Field Investigation.......................................................... 1-7 1.3 Recommendations.............................................................................................................. 1-7 Figures Figure 1.1-1 Study Area................................................................................................................... 1-3 Figure 1.1-2 Grid Map Index ......................................................................................................... 1-4 Figure 1.3-1 Storm Drain System - Field Notes.......................................................................... 1-9 Chapter 1: Existing System Inventory 1.1 Introduction The storm drain system inventory is a compilation of existing data in the form of an Excel spreadsheet database convertible to the City’s GIS program, Arcview. The data is also presented graphically on a new storm drain map of the study area. The study area encompasses the entire grid area covered by the index sheet of the City’s existing storm drain grid maps, referred to as grid maps throughout this document. Structures surveyed by the City using GPS equipment have been linked together in Arcview based primarily on the grid maps, but also using miscellaneous subdivision drawings, SID drawings and other sources that were provided by the City for this study. Some of the information in this chapter is also presented in Appendix A (Existing System Inventory Data), which provides a more detailed description of database development and recommendations. A highlighted set of grid maps, a product of this report, will be important to future mapping improvements. The maps have been highlighted to identify information that needs to be transferred to the new database before the grid maps can be retired as obsolete drawings. Once the grid maps have been fully replaced, many other types of improvements can be made to the new storm drain map and database. This would include incorporating the many subdivision and SID drawings that were not provided for this study and locating existing culverts and open channels using aerial photography. Final recommendations are presented as a phased approach to improving the map and database. As a minimum, it would be desirable to bring the new storm drain map and database to a point of completeness. The steps required to meet this minimum goal are presented, as are the next logical steps that could be completed to further improve the database. As funding becomes available, additional efforts, including field investigations and surveying of some or all of the study area, will continue to improve the completeness and reliability of the database. The Excel spreadsheet database has been designed to accept data input and also track the level of accuracy associated with virtually any piece of data for any of the connecting structures (junctions) or conveyance structures (links). The junction spreadsheet includes formulas that make use of the most reliable data to calculate pipe inverts. As data entry progresses, the improvements to accuracy and completeness will be evident for each junction. The new storm drain map and GIS database will become an important tool for overall management of the City’s storm water system. 1.1.1 Overview The City of Bozeman is served by a storm drainage system made up of piped storm drain networks connected by open channels. Currently, the single most complete source of locations and sizes of storm drainage facilities is the City’s grid maps. Storm drainage facilities also appear on plat maps, on a 1980 drainage inventory/mapping project, and on record drawings from subdivisions, Special Improvement Districts (SIDs) and other construction projects. The City has recently set up a GIS-based system for compiling storm drainage data. Prior to this study, the GIS database contained approximate coordinates and grate/rim elevations of 2,387 drainage structures, primarily manholes and catch basins. The purpose of this storm 1-1 Bozeman Storm Water Facilities Plan 1-2 drain inventory is to gather existing information on the City’s GIS-identified and other existing drainage structures and to organize it into a GIS-accessible format that simplifies future data input. The information gathered in this task will help determine priorities for future data collection efforts and will become an important tool for overall management of the City’s storm water system. 1.1.2 Study Area Description The study area, identified on Figure 1.1-1 completely encompasses the City Limits and surrounding areas. Montana State University (MSU) property was excluded from the study area and will be covered in a separate document. Connection points to the City’s storm drain system are assumed to occur at the MSU property line. The Bozeman area generally drains from south to north, with a major exception being the influence of agricultural irrigation ditches. During the growing season, the irrigation ditches draw water from natural drainages and convey flows across sub-basins, with high runoff typically overflowing into the historic/natural drainages at the control structures. The effect and management of the irrigation ditches is not covered in this study. 1.1.3 Basis of System Inventory This storm drain system inventory compiles data from five existing sources: • The City’s existing set of storm drain grid maps; • Storm drain structures that have been located by City staff using GPS equipment; • Design drawings and record drawings from construction projects; • The City’s existing set of plat maps, showing hand-sketched storm drain structures; and • A 1980 storm drainage inventory/mapping project. At this time, the grid maps represent the City’s most complete and accurate picture of its storm drain system. Structures appearing on one of the other five data sources but not on the grid maps were hand-drawn in and highlighted on a clean set of grid maps. Structures on the grid maps whose locations are not currently in the City’s GIS database are also highlighted. A set of the highlighted grid maps has been included, under separate cover, to indicate the general locations of these facilities. Figure 1.1-2 identifies currently mapped areas. Detailed information about these sources is included in Appendix A (Existing System Inventory Data). Chapter 1: Existing System Inventory 1.2 Options for Map and Database Improvements 1.2.1 General Improvement of the storm drain map and GIS database will involve filling in missing data, including the data gaps, and improving on the accuracy of the current data. Based on the experience gained in comparing the different data sources of this study, it seems likely that there are errors on the grid maps and other data sources. Considerable improvement can be made to the new storm drain map by creating GIS points for each junction shown on the highlighted grid maps that is not already in Arcview. The mapping can be further improved by adding culverts and open ditches to Arcview using aerial photography. Continued efforts to improve the mapping using existing data sources will provide some benefit and will help to streamline and prioritize future field investigations. A complete review of all existing data sources, including those not used in this mapping effort, would be an efficient way to produce a reasonably complete and accurate storm drain map that can be used for planning purposes; however, significant drawing errors may remain. Performing a thorough field investigation is an effective way to reveal erroneous data and resolve discrepancies. Options for map and database improvements are categorized in this section as those using existing documentation only and those using field investigation and surveying. 1.2.2 Improvements Using Existing Information Storm Drain Map and GIS Database allow the City to: Implement and monitor maintenance Evaluate growth scenarios for capacity and location Create accurate maps of the system Supply developers, contractors and engineers with up-to-date information One approach to upgrading the new Storm Drain Map and GIS database is to fill in data gaps using existing information that was not used for this Facilities Plan. Additional information can be incorporated into the storm drain map and database by taking the following steps. The term “visually set GIS data points” means to locate new junctions visually on the computer screen in their approximate positions relative to street intersections and junctions previously located using GPS and create new data points for these junctions in Arcview. 1. Visually set GIS data points for all junctions identified on the Excel spreadsheets as having no GPS data and define as many new links as possible using the newly defined junctions. This will allow inclusion of GIS data collected by this study for junctions and links that were not defined by the City’s GPS survey. 2. Visually set GIS data points for all junctions shown on the highlighted Grid Maps, including junctions printed but not highlighted. Define as many new links as possible, including open channels, using the newly defined junctions. This will bring the new storm drain map and GIS database to a point where they can fully replace the grid maps. This step includes entry of all data shown on the grid maps. 1-5 Bozeman Storm Water Facilities Plan 3. Obtain and review complete copies of the partial copies of subdivision and SID drawings used in this study and enter additional data that was missed on the partial copies. This step will complete the review of the construction drawings used in this study. 4. Develop and implement database maintenance procedures to ensure that construction of new storm drain facilities and modification, abandonment or removal of existing facilities is verified and documented on the new storm drain map and GIS database. This will ensure that the new database does not become obsolete over time. 5. Obtain and review complete copies of all available subdivision and SID drawings, and all other construction drawings and record drawings in the study area, that were not used in this study. Visually set GIS data points for all junctions shown on the drawings, and define as many new links as possible using the newly defined junctions. Enter all available data for the new junctions and links. This will complete the review of existing construction drawings for locations of constructed storm drain facilities. 6. Overlay the 2004 ortho-rectified aerial photography on the storm drain map and use other aerial photos as required to extend the overlay to cover the entire study area. Visually set GIS data points as necessary to revise the alignment of open channels already shown on the map and add all other open channels visible on the photos. This will connect isolated culverts and storm drain networks together and may identify additional culverts or other storm drain facilities that were missed. 7. Review all existing record drawings to determine which drawings are based on the City of Bozeman vertical datum and note this with a new code (e.g., “RD+” rather than “RD”) under the “Estimated Year Built/Source” column on the junction spreadsheet and the link spreadsheet. This will identify junctions and links that have fairly accurate elevations and could therefore be considered a lower priority for future field verification of grate, rim and invert elevations. 8. Use the FEMA aerial photos to produce area-wide topographic mapping to a two-foot contour interval (elevation accuracy of about ± 1 foot), and overlay the contours on the storm drain map. The new topography can be used to estimate drainage patterns and basin divides for overland flow. The new topography could also be used to estimate open channel slopes and elevations, grate/rim elevations, and pipe inverts where “drop to invert” distances are known. Previous experience with field verification of documentation-based storm drain mapping efforts similar to the one described above indicates that drawing errors are not uncommon. For example, a single pipe linked to the wrong upstream junction would create an erroneous assumption of the upstream sub-basin for that pipe, and would make any hydrologic and hydraulic calculations inaccurate for that pipe and downstream areas. Some possible drawing errors are: • Pipe connections between junctions are sometimes assumed and added to drawings without verification. • Links (pipes and open channels) or junctions may have been replaced, abandoned or modified without updating the existing mapping. 1-6 Chapter 1: Existing System Inventory • Pipes may have been installed and connected to City storm drain without the City’s knowledge. • Pipe sizes and/or materials are sometimes estimated and added to drawings after looking down a manhole or through a catch basin grate in poor lighting conditions, or making other inaccurate estimates. • Existing junctions may be overlooked because they have been paved over, are inaccessible, or are not visible due to vegetation. Drawing errors can be especially common in older pipe systems. Revealing erroneous data requires a thorough inspection of all junctions, including pipe sizes, materials and condition. Despite the potential for errors, the documentation-based effort described in the above steps will result in a fairly complete storm drain map and database. This map would be very useful in planning and performing future field investigations. 1.2.3 Map Improvements Using Field Investigation The most thorough and accurate way to upgrade the storm drain map and GIS database would be to complete a detailed field inspection and survey of the entire storm drain system. An investigation of this magnitude could be done in phases using existing, documentation-based mapping as a guide in determining priority areas. The database of this Facilities Plan provides a format to identify data from field-investigated areas and differentiate it from other, less reliable data. A detailed field investigation would include two parts: 1) an inspection of all junctions and visible storm drain facilities; and 2) an accurate survey. Of these two, the inspection will provide the most dramatic improvement to the existing database. The use of a standard data sheet to document the field inspections will provide continuity as numerous small field investigations are completed over time by different people. Figure 1.3-1 Storm Drain System - Field Notes is an example of a standard data sheet that has been used successfully in previous studies. Details on performing the inspections and survey are described in Appendix A (Existing System Inventory Data). Depending on the accuracy of the existing, documentation-based mapping, the survey phase may be performed before or after the inspection phase. It may be feasible to conduct the inspection and surveying phases concurrently. 1.3 Recommendations The mapping and database provided in Appendix A is a compilation of the information made available for this Facilities Plan. Improvements can be made to the GIS database and storm drain map using the existing drawings and other documentation, by performing field investigations, or both. The following recommendations describe a phased approach to systematically developing and maintaining an accurate storm drain facilities map and GIS database. This approach seeks to complete the most beneficial tasks first. • Step 1: Develop Database Maintenance Procedures Develop and implement procedures to ensure that any new construction associated with the storm drain system is verified and added to the database and develop a 1-7 Bozeman Storm Water Facilities Plan standardized junction data sheet similar to Figure 1.3-1 for junction inspections. The new database maintenance procedures should require that database updates also include other new information, such as new data from drainage master plans or studies, outfall location surveys, and modification, abandonment or removal of existing storm drain facilities. • Step 2: Fully Incorporate the Grid Maps Use existing information, particularly the highlighted grid maps of this Facilities Plan, to bring the database to a level of completeness exceeding the existing grid maps, thus making the grid maps obsolete. • Step 3: Add Open Channels Use aerial photography to revise the alignment of open channels already in the database, and add to the database other open channels that are visible on the aerial photos. • Step 4: Update Poorly Mapped Areas of the Database Make document-based improvements to the map and database in areas where the mapping is substantially incomplete. These areas can be identified by comparing the new storm drain map to the 2004 aerial photos to locate recently developed areas. • Step 5: Incorporate Remaining Documentation-Based Data Complete the input of data from the City’s files for areas or subdivisions not completed in Step 4, and obtain topographic mapping based on the 2004 aerial photos. The step-by-step recommendations listed above are documentation-based improvements not requiring field investigation. At any time, the need for localized field investigations may arise due to other factors. For example, if a detailed study of a drainage outfall or sub-basin is performed, or a flooding problem needs to be resolved, field investigation and survey for those areas could be completed as part of the project and incorporated into the storm drain database. Another possibility is that NPDES permitting may create a need for a field investigation of outfalls. The database is set up to easily incorporate data from miscellaneous, small field investigations. A standardized junction data sheet similar to Figure 1.3-1 should be made available for all field investigations. Over time, a City-wide field investigation could eventually become a matter of filling in the gaps. 1-8 Chapter 1: Existing System Inventory Figure 1.3-1 Storm Drain System - Field Notes 1-9 Bozeman Storm Water Facilities Plan Chapter 2. System Analysis Chapter 2: System Analysis Table of Contents 2.1 Introduction ........................................................................................................................ 2-1 2.2 Hydrology............................................................................................................................ 2-1 2.2.1 Rainfall Distribution...................................................................................................... 2-1 2.2.2 Storm Precipitation Depths.......................................................................................... 2-2 2.2.3 Comparison to SCS Storm Hyetograph ..................................................................... 2-3 2.3 Hydrologic and Hydraulic Model Construction ............................................................ 2-4 2.3.1 Model Selection and Overview.................................................................................... 2-4 2.3.2 Modeling Approach....................................................................................................... 2-4 2.3.3 Data Requirements ........................................................................................................ 2-4 Hydrologic Information:........................................................................................................ 2-4 Hydraulic Information: .......................................................................................................... 2-5 2.3.4 Overall Model Setup...................................................................................................... 2-8 2.3.5 Pilot Basin Setup ............................................................................................................ 2-8 2.4 SWMM Model Results..................................................................................................... 2-12 2.4.1 Runoff Volumes........................................................................................................... 2-12 Pre-Developed Conditions .................................................................................................. 2-12 Existing Conditions .............................................................................................................. 2-12 Future Conditions................................................................................................................. 2-13 2.4.2 Overall Model Results Summary ............................................................................... 2-13 Nodes (Output Data) Table ................................................................................................ 2-14 Links (Output Data) Table .................................................................................................. 2-14 2.4.3 Graphical Encoding..................................................................................................... 2-14 2.5 Hydrologic Model Verification....................................................................................... 2-16 2.5.1 Comparison to Peak Stream Flows........................................................................... 2-16 2.5.2 Flow Monitoring .......................................................................................................... 2-16 2.6 Retention and Detention................................................................................................. 2-18 2.6.1 Retention Volume Comparisons ............................................................................... 2-18 2.6.2 Regional Runoff Control ............................................................................................ 2-19 2.7 Existing Storm Water System Deficiencies .................................................................. 2-20 2-i Bozeman Storm Water Facilities Plan 2-ii Tables Table 2.2-1 Occurrence of Storms By Duration ........................................................................ 2-1 Table 2.2-2 Storm Depths for 2, 10, 25, 50, and 100 Year Recurrence Intervals................... 2-3 Table 2.4-1 Runoff for Development Scenarios ....................................................................... 2-13 Table 2.5-1 Recommended Flow Monitoring Points ............................................................... 2-17 Table 2.6-1 Retention Volume Comparisons ............................................................................ 2-19 Table 2.6-2 Area Required for Regional Retention Facilities .................................................. 2-20 Table 2.7-1 Areas of Known Flooding....................................................................................... 2-21 Figures Figure 2.2-1 2-hr and 6-hr Storm Unit Hyetograph, Cumulative Depth = 1 in..................... 2-2 Figure 2.2-2 24-hr Storm Unit Hyetograph, Cumulative Depth = 1 in................................... 2-2 Figure 2.2-3 Comparison of USGS and SCS Hyetograph Methods ........................................ 2-3 Figure 2.3-1 Existing Land Use (2004) ......................................................................................... 2-6 Figure 2.3-2 2020 Future Land Use............................................................................................... 2-7 Figure 2.3-3 City of Bozeman Regional Drainage Network.................................................... 2-10 Figure 2.3-4 Pilot Basin Drainage Network............................................................................... 2-11 Figure 2.4-1 Graphical Encoding ................................................................................................ 2-15 Figure 2.7-1 Areas of Known Flooding...................................................................................... 2-24 Chapter 2: System Analysis 2.1 Introduction This chapter describes the creation and interpretation of a combined hydrologic and hydraulic storm water model of the City’s existing storm water system. The storm water model provides a tool for storm water management decisions, identifies and evaluates deficiencies in the existing system, and provides information for evaluating proposed system improvements and future expansion or reconfiguration that will be needed to accommodate growth. Policy recommendations, potential solutions to known system deficiencies, and identification of system improvement projects are described in Chapter 6 (Recommended Plan). 2.2 Hydrology 2.2.1 Rainfall Distribution One common practice in rainfall-runoff analysis is to develop a statistical “average” rainfall distribution to use in place of actual storm events. This distribution includes maximum rainfall intensities for the selected design frequency arranged in a sequence that is critical for producing peak runoff. For example, the Soil Conservation Service (SCS) includes statistical rainfall distributions in its TR-55 program; the SCS distributions are commonly used throughout the United States. The USGS, in cooperation with the Montana Department of Natural Resources and Conservation, conducted a study published in 1998 titled Characteristics of Extreme Storms in Montana and Methods for Constructing Synthetic Storm Hyetographs (USGS Report 98-4100). Through statistical analysis, the study developed methods for constructing region-specific design storm hyetographs (rainfall distributions). These methods were used to create design storm hyetographs for the City of Bozeman. The USGS categorized its database of storms within the state into 12 different types of storm patterns, each with three different storm durations (2 hr, 6 hr, and 24 hr). In addition, the State of Montana was divided into three different regions that typically had similar precipitation characteristics. In general, these regions included the region west of the Rocky Mountains (1), the eastern slope along the Rocky Mountain range (2), and the most eastern portions of the state (3). The City of Bozeman resides within Region 2, at the eastern base of the Rocky Mountain range. Table 2.2-1 (Occurrences of Storms by Duration) exhibits the distribution of storm durations. Table 2.2-1 Occurrence of Storms By Duration Duration 0 - 2 hours 2 - 6 hours 6 - 24 hours Occurrence 47% 26% 27% Month with Highest Percentage of Storms June June June 2-1 Bozeman Storm Water Facilities Plan Unit hyetographs for the Bozeman area are shown below as Figures 2.2-1 and 2.2-2. The most common type of storm pattern for 2-hour and 6-hour duration storms was a pattern that exhibited a short time to peak intensity with a gradual decline as shown in Figure 2.2-2. Unit hyetographs for the Bozeman area are shown below as Figures 2.2-1 and 2.2-2. 0.00 0.02 0.04 0.06 0.08 0.10 0.12 0.14 0.16 0.18 0.20 0.00 0.25 0.50 0.75 1.00 1.25 1.50 1.75 2.00 2.25 2.50 2.75 3.00 3.25 3.50 3.75 4.00 4.25 4.50 4.75 5.00 5.25 5.50 5.75 Time (hrs) Depth (in) Figure 2.2-1 2-hr and 6-hr Storm Unit Hyetograph, Cumulative Depth = 1 in 0.000 0.025 0.050 0.075 0.100 0.125 0.150 0.175 0.200 0.225 04812162024283236404448525660646872 Time (hrs) Depth (in) Figure 2.2-2 24-hr Storm Unit Hyetograph, Cumulative Depth = 1 in 2.2.2 Storm Precipitation Depths The USGS Report 98-4100 Characteristics of Extreme Storms in Montana and Methods for Constructing Synthetic Storm Hyetographs was used to establish storm depths for the City of Chapter 2: System Analysis 2-3 Table 2.2-2 Storm Depths for 2, 10, 25, 50, and 100 Year Recurrence Intervals Recurrence Storm Depth (inches) Interval (years) 2-hr 6-hr 24-hr 2 0.44 0.65 1.12 10 0.73 1.08 1.86 25 0.88 1.19 1.99 50 1.07 1.48 2.42 100 1.25 1.66 2.67 The key assumptions used in the development of Table 2.2-2 are a mean annual precipitation of 18 inches and coordinates for the City of Bozeman (-111.05 degrees latitude, 45.68 degrees longitude). 2.2.3 Comparison to SCS Storm Hyetograph This section presents a comparison of the USGS method to the widely used and accepted Soil Conservation Service (SCS) method, which is published as Technical Release TR-55. The SCS Type II storm hyetograph specified for use in the Bozeman area applies to over 70 percent of the continental United States. Figure 2.2-3 (Comparison of USGS and SCS Hyetograph Methods) shows the SCS Type II distribution superimposed with the proposed USGS distribution developed in this study. The USGS distribution spreads the rainfall more evenly over the 24-hour period, resulting in lower peak rainfall than the SCS Type II distribution. For example, the two hours of highest intensity in the SCS Type II storm contain over 50 percent of the total storm volume, whereas the two hours of highest intensity in the custom design storm contain less than 25 percent of the total storm volume. Figure 2.2-3 Comparison of USGS and SCS Hyetograph Methods 0.000 0.025 0.050 0.075 0.100 0.125 0.150 0.175 0.200 0.225 0.250 0.275 0.300 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hrs) USGS SCS Type II Depth (in) Bozeman Storm Water Facilities Plan In summary, the USGS distribution is more representative of the types of storms that the greater Bozeman region would typically experience. The smaller intensities calculated using the USGS method result in lower peak runoff rates, which could result in smaller storm water control facilities and less overall infrastructure cost. The USGS method was chosen for this analysis because it uses data and equations developed specifically for Montana. 2.3 Hydrologic and Hydraulic Model Construction 2.3.1 Model Selection and Overview The Storm Water Management Model (SWMM) is a computer model developed by the U.S. Environmental Protection Agency (USEPA) for analysis of urban storm water runoff. SWMM was chosen to model the City of Bozeman’s storm water system because of its ability to model various hydrologic processes and hydraulic situations for both single-event and extended periods of time on pervious and impervious land surfaces, streams, pipes, and through groundwater. Data requirements for hydrologic simulations include area, percent imperviousness, slope, roughness, width, depression storage, and infiltration parameters. Up to 10 gages can be distributed spatially to develop precipitation and evaporation for runoff calculations. Simulation of snowmelt, subsurface drainage, and infiltration/inflow requires additional data. Some locations where overland flow is rare due to flat, sandy soils can be simulated using the subsurface drainage option in SWMM. 2.3.2 Modeling Approach The hydrologic and hydraulic computer model has two purposes: 1) to provide an overall, city-wide model that can be used immediately for large-scale planning purposes and 2) to provide for incremental refinement of the model over time as the completeness and accuracy of the storm drainage system inventory improves. The approach to meeting the above-stated goals was to set up a model that covers the entire study area in a general sense and includes a more detailed “pilot basin” area that demonstrates an increased level of detail that can be applied elsewhere with further improvements to the storm drainage system inventory. The pilot basin can be used as a template for future refinement and expansion of the SWMM model, until the entire study area is covered in detail. The SWMM model can be expanded incrementally as the missing system inventory data is filled in. The City’s prioritization of the areas to be modeled in detail will depend on first completing the storm drain inventory for the areas of interest. 2.3.3 Data Requirements Due to the complicated nature of hydrologic and hydraulic modeling, data requirements are extensive. Basic data requirements for the XP SWMM model are listed below. Hydrologic Information: • Catchments’ size, in acres 2-4 Chapter 2: System Analysis 2-5 • Basin width • Average slope • Soil infiltration rates • Rainfall intensity • Percent impervious Hydraulic Information: • Channel location • Channel cross-sections • Distance between cross-sections • Manning’s “n” (roughness) coefficient • Culvert invert elevations • Culvert size, shape, length, and material/roughness • Manhole locations, rim and invert elevations • Storm drain invert elevations • Storm drain size, shape, length, and material/roughness • Outfall locations Detailed descriptions of data requirements are provided in Appendix B (Storm Water System Analysis Data). A critical data set is the percent of impervious area under existing and future conditions. For existing conditions, the percent impervious area for each sub-catchment was calculated using the City’s 2004 land use inventory as shown in Figure 2.3-1 (Existing Land Use [2004]). For future conditions, the percent impervious area for each sub-catchment was calculated using the City’s 2020 Master Plan Map as shown in Figure 2.3-2 (Future Land Use [2020]). The impervious percentages used for the SWMM model are tabulated in Appendix B (Storm Water System Analysis Data) for each land use under existing conditions and under future conditions. 0 0.4 0.8 1.6 2.4 3.2 Miles FIGURE 2.3-1 Existing Land Use Legend Catchments Land Use - Spring 2004 Classification Administrative/Professional Commercial/Retail Commercial/Auto Church Duplex/Triple Residential Golf Hotel/Motel Light Manufacturing Mobile Home/Mobile Park Multi-Family Residential Mixed Use Public Facility/Park Restaurant/Bar Transportation School/Educational Facility Single Family Residential Vacant City Limits Streams Catchments 1 inch equals 6,000 feet Figure 3.2 Future Land Use (2020) Pray Bozeman Manhattan Belgrade Livingston Gallatin Gateway Legend Streets Streamlines City Limits 2020 Land Use Plan Brush Rangeland Business Park Commercial Community Commercial Crop Pasture Evergreen Forest Golf Course Industrial Mixed Urban Neighborhood Commercial Other Public Lands Other Urban Parks, Open Space and Recreational Lands Public Institutions Range Grassland Regional Commercial and Services Residential Residential Infill Residential Limited Shrub Tundra Suburban Residential Transportation 00.0.25 511.52 Miles ² Bozeman Storm Water Facilities Plan 2.3.4 Overall Model Setup The SWMM model was set up to encompass all areas that contribute runoff to the study area. Overall hydrology and conveyance through the entire study area was completed in a general sense to provide an overall model for large-scale planning. The overall model is shown on Figure 2.3-3 (Regional Drainage Network). In addition, a second, more detailed layer of data was included in a specific area identified as a pilot basin shown on Figure 2.3-4 (Pilot Basin Drainage Network). The pilot basin demonstrates an increased level of detail that can be applied elsewhere as further improvements are made to the storm drainage system inventory. This two-tiered approach will allow the City to immediately quantify pre-development, existing and future runoff for each delineated catchment in the study area based on the findings of this study. Accuracy of the model requires precise information about cross-sections, slopes and elevations of conveyance structures (open channels, pipes, manholes, etc.) and storage facilities. The approach used in this study allows the quantification of runoff and runoff impacts to be refined as the storm water system inventory is refined. SWMM requires two key elements to operate: nodes and links. Nodes normally consist of manholes, catch basins and culvert ends, but can also represent the connection of two or more links with differing attributes. Links normally consist of pipes and open channels. The overall model was created using the following sequential steps: 1. The entire area contributing hydrologically to the study area was subdivided into 42 sub-catchments. 2. The sub-catchments were linked together with links (conveyance structures) and nodes (connecting structures). Because actual data for the links and nodes was largely incomplete or unavailable, assumed values were used. 3. Runoff parameters were calculated for existing conditions as defined by the City’s most current land use inventory. 4. Runoff parameters were calculated for future conditions as defined by the City’s 2020 Community Plan. 5. Runoff parameters were calculated for pre-development conditions, assuming zero impervious area throughout. 6. Existing, pre-development, and future runoff hydrographs were developed for each catchment. 7. Existing and future impacts on peak flow and runoff volume were quantified for each catchment. 2.3.5 Pilot Basin Setup Following the overall model setup, a pilot basin (sub-catchment) was set up within the overall model framework. The pilot basin uses surveyed link and node data to evaluate a small, central area of the City to a greater level of detail, thus providing a template for future modeling efforts. The single model allows incremental refinement of any portion of the 2-8 Chapter 2: System Analysis study area and provides a framework for future refinement of different areas over time. It is also possible to select any defined sub-catchment or portion thereof and run the model for that portion only. The hydraulic modeling basin selected as the pilot basin for this study is the area draining to a 39-inch reinforced concrete pipe (RCP) outfall into Bozeman Creek. This outfall is located about 600 feet north of the Rouse Avenue/Lamme Street intersection and west of Rouse Avenue. The outfall collects runoff from a 370-acre catchment area generally bounded by Mendenhall Street south to Arthur Street, and 6th Avenue east to Wallace Avenue. The topography slopes from south to north at approximately 1½ to 2 percent. Land use is primarily residential, with increasing density moving from south to north. The northern end of the basin, between Babcock and Mendenhall Streets, is primarily impervious commercial/retail land use. The pilot basin is shown on Figure 2.3-4 (Pilot Basin Drainage Network). Generally, storm runoff in the pilot basin collects in the streets and enters clusters of curb inlets at the street intersections. The curb inlets are connected to several north-south oriented storm drain lines that manifold to a trunk line, which drains from west to east under the alley north of Main Street. The trunk line converges with the Church Avenue storm drain line at Rouse Avenue, and then heads north to the Bozeman Creek outfall. The model does not route surface runoff into the curb inlets, or from the inlets to the main storm drain lines. It is assumed that the curb inlets and connecting pipes have adequate capacity to convey surface runoff to the main storm drain pipes. Therefore, as a simplification, the model assumes inflow to the storm drain system enters the system at selected manholes. If the storm drain system has adequate capacity, curb inlet deficiencies will be easily observed at the street level during peak runoff e The pilot basin provides a starting point for developing a detailed system model. vents. To incorporate the pilot basin into the model, six of the original model’s sub-catchments were re-configured into 19 sub-catchments. The pilot basin sub-catchments, nodes and links use numeric nomenclature to differentiate them from the overall model. All surface runoff from a particular sub-catchment is assumed to enter the storm drain system at the most upstream manhole within that sub-catchment. If a capacity problem or other deficiency is identified, additional detail is possible by breaking sub-catchments in the area of the deficiency into smaller sub-catchments, one for each manhole. SWMM model input is summarized in Appendix B (Storm Water System Analysis Data). 2-9 EG6A EG1D EG7C EG7H EG7B EG7G EG2D EG5Q EG2A EG1B EGT1A EG5B EG7F EGT2A BC1A EG7K EG7L EG7S BC2F EG2C EG5P BC2E BC2A EG1F EG2E EG1A EG4B EG1C EG5G EG4A BC3B BC3A BC2B BC2C EG3A EG1G EG4C EG6B EG1E EG2B EG5E EGT1B FIGURE 2.3-3 City of Bozeman Regional Drainage Network Pray Bozeman Belgrade Manhattan Livingston Gallatin Gateway Legend Catchments Bozeman Creek East Gallatin River Streamlines City Limits Regional Drainage Basins Bozeman Creek Basin East Gallatin River Basin Bozeman Storm Water Facilities Plan 2-12 2.4 SWMM Model Results 2.4.1 Runoff Volumes In simple terms, the City’s drainage network consists of three groups of drainage areas (catchments), all of which drain to the East Gallatin River and its tributaries. One group of catchments, located within the City and to the immediate south, drains into Bozeman Creek which then runs north to its confluence with the East Gallatin River. Another group of catchments consists of areas to the southeast and southwest of Bozeman Creek that also drain northward into the East Gallatin River. The third and last group consists of areas north of the East Gallatin River, including areas north and west of the City limits, which drain to tributaries feeding into the East Gallatin River from the north. The Bozeman Creek catchments are especially important because they encompass a significantly larger percentage of high density urban development than the two East Gallatin River catchments. Therefore, the catchments were re-grouped into two major basins: Bozeman Creek, and the East Gallatin River excluding Bozeman Creek. From a regional perspective, this simplification makes readily apparent the level of impact that storm water runoff could potentially have on these two major river reaches. The following paragraphs describe three different development scenarios modeled for this project: pre-development, existing, and future development. Pre-Developed Conditions The analysis for pre-developed conditions assumes that the ground cover consists of no impervious areas. Therefore, these results provide an estimate of the total amount of storm water runoff that would occur without any urbanization. Existing Conditions The existing conditions analysis uses impervious areas as defined by the existing 2004 land use inventory shown in Figure 2.3- 1. The results show an increase in storm water runoff as compared to the pre- developed conditions. For example, under the 2-year event, storm water runoff has increased in the Bozeman Creek basin from about 11 to 30 percent of total precipitation and, in the 100-year event; runoff has increased from about 50 to 60 percent of total precipitation. These estimated increases in runoff are for comparison only, and do not account for either existing or future detention, retention or infiltration facilities. Bozeman’s rapid population growth and development can have significant impacts on storm water quantity and quality as well as storm water infrastructure needs. Chapter 2: System Analysis Future Conditions The future conditions analysis uses impervious areas estimated from future land uses as defined by the 2020 land use plan shown in Figure 2.3-2 (Future Land Use). As can be expected, when compared to existing conditions, the results show additional increases in storm water runoff due to projected future population growth. Using the previous example, future development in the Bozeman Creek basin under the 2-year storm event will result in storm water runoff increasing from about 30 to 42 percent of total precipitation in a 2-year storm event, and from about 60 to 67 percent of total precipitation in the 100-year event. As before, these estimated increases in runoff are for comparison only, and do not account for either existing or future detention, retention or infiltration facilities. Runoff associated with each development scenario is compared in Table 2.4-1 (Runoff for Development Scenarios). Table 2.4-1 Runoff for Development Scenarios Development Scenario Pre-Development Existing Future 2020 East Gallatin River Recurrence Interval Precip. (in) Runoff (in) % of Total Precip. Runoff (in) % of Total Precip. Runoff (in) % of Total Precip. 2-yr 1.18 0.15 12.7% 0.22 19.0% 0.35 29.5% 10-yr 1.96 0.68 34.8% 0.78 39.8% 0.94 48.0% 25-yr 2.10 0.80 38.0% 0.90 42.7% 1.06 50.5% 100-yr 2.81 1.43 51.0% 1.54 54.7% 1.71 61.0% Pre-Developed Existing Future 2020 Bozeman Creek Recurrence Interval Precip. (in) Runoff (in) % of Total Precip. Runoff (in) % of Total Precip. Runoff (in) % of Total Precip. 2-yr 1.18 0.13 11.1% 0.35 29.7% 0.50 42.0% 10-yr 1.96 0.65 33.3% 0.92 46.9% 1.11 56.8% 25-yr 2.10 0.77 36.4% 1.03 49.2% 1.23 58.7% Bozeman Storm Water Facilities Plan The results for the overall XP SWMM model are summarized in the output tables (see Appendix C-2, “Nodes, Output Data” and Appendix C-4, “Links, Output Data”). The output tables are only examples of the available output data. There are a large number of fields that can be added to or deleted from the tables, and several sets of output tables can be created and re-generated each time the model is modified and re-run. This flexibility allows the City to tailor output tables for specific uses and save as many tables as desired. The same holds true for the input tables. Nodes (Output Data) Table The “Nodes (Output Data)” table included in Appendix C (XP Tables) lists, for each design storm under each scenario, several values including the total node inflow volume, peak flow rate passing through the node, maximum water surface elevation (max. WSEL), grate or rim elevation, and freeboard to maximum WSEL. A freeboard elevation of 0.00 identifies surface flooding areas. It must be noted that the model does not identify catchments for each and every storm drain inlet. To simplify the model given the level of detail that exists in the system inventory, catchment areas representing several storm drain inlets were “front-loaded” to a nearby manhole at the upstream end of the area in question, to represent a worst-case scenario in terms of system capacity. Nodes that indicate flooding (i.e., freeboard ≤ 0.00 feet) in a 2-year storm may in fact have adequate capacity, once further refinements are made to the model. Links (Output Data) Table The “Links (Output Data)” table included in Appendix C (XP Tables) lists, for each design storm under each scenario, several values including the peak flow rate, maximum velocity, and upstream/downstream invert elevations. For the same reason given above for the “Nodes (Output Data)” table, the maximum velocity values in the “Links (Output Data)” table include some very high velocities, and some negative velocities attributed to backflow through the system. These results will also be corrected as additional inventory data is incorporated into the model. The pilot basin results are incorporated in the overall output tables and can be identified by the numeric node and link names, as opposed to the alpha-numeric labels for the overall model outside the pilot basin. The tables may be copied into an Excel file for editing. 2.4.3 Graphical Encoding An illustration of the usefulness of the model is the ability to create visual representations of the system. For example, Figure 2.4-1 (Graphical Encoding), which represents the results from a 2-year, 24-hour storm for the pilot basin under existing conditions, was created within XP SWMM using the “graphical encoding” feature. This feature allows color-coding and size-coding to represent specific ranges of a selected parameter. In the example of Figure 2.4-1 (Graphical Encoding), freeboard at each node is represented by three different colors representing freeboard of -20.0 to 0.1 feet (red), 0.01 to 2.0 feet (green), and 2.0 to 20.0 feet (blue). Node size is also related to feet of freeboard, with larger node symbols representing less freeboard depth. Similarly, the ratio of maximum flow divided by design flow for each link is represented by three different colors representing a ratio of 0.0 to 1.0 (red), 1.0 to 2.0 (green), and 2.0 or more (blue). Link line 2-14 Chapter 2: System Analysis weights are also related to this ratio. The results of this example allow immediate identification of nodes where flooding occurs. The color and size codes can be changed to identify virtually any “trigger” value for a number of different parameters. Figure 2.4-1 Graphical Encoding 2-15 Bozeman Storm Water Facilities Plan 2.5 Hydrologic Model Verification 2.5.1 Comparison to Peak Stream Flows In lieu of detailed stream flow data and precipitation data, the SWMM model results were compared to peak stream flow measurements at a USGS gage (No. 06048000 East Gallatin River). The largest recorded stream flow at this gage was 2,460 cfs on May 22, 1981. On May 21, the Bozeman Gallatin Field AP weather station recorded 1.47 inches of rain and the next day, May 22, an additional 0.97 inches of rain was recorded. This amount of precipitation would be equivalent to between a 2-year and 10-year event. At the approximate location of this stream gage, for a 1.47 inch 24-hour storm event, the model produced a total surface runoff of 1,031 cfs. The difference between the recorded value of 2,460 cfs and the modeled value of 1,031 cfs is probably due to a couple of factors; 1.) The drainage area measured by the stream gage is about 50% larger than that of the modeled area, and 2.) The model does not include base flows or the groundwater contribution to stream flow. 2.5.2 Flow Monitoring 2-16 Continuous flow monitoring before, during, and after a storm event, combined with incremental rainfall data for the same time period, can be used to calibrate the SWMM model. Selecting monitoring points that together represent the entire study area will provide a basis for city- wide calibration and greater accuracy. The monitoring points selected will provide representative data for the entire city. The flow monitoring data must include incremental rainfall depths and runoff rates spanning the duration of the storm, and the associated runoff back to zero/base flow conditions. Weather conditions for the period preceding the storm is an important factor in estimating soil moisture conditions or saturation level at the beginning of the storm. Flow monitoring data should be exported to excel and stored in the same location as the pilot basin model. Flow data will be used in future model calibrations. The drainage system inventory and quarter-section grid maps (see Chapter 1 Existing System Inventory) were reviewed to locate large outfall pipes or sub-basins draining areas that are representative of the study area as a whole. The following seven locations were selected as recommended monitoring points and are listed in order from highest to lowest priority. Chapter 2: System Analysis Table 2.5-1 Recommended Flow Monitoring Points Priority No. Location Reasoning 1 39" RCP Outfall North of Rouse & Lamme Intersection Outfall for the pilot modeling basin. Data will be helpful for calibrating the pilot basin portion of the model. Data will also provide a basis for future modeling of the remaining older parts of town, which have few detention ponds. 2 Harmon Ditch at Oak St. Outfall (west of 15th St.) Monitoring at this location will provide a basis for future modeling of the more recently developed areas which have 10- year detention ponds. 3 Farmers Canal at Oak Street Outfall This location will allow monitoring of combined flows (irrigation base flow plus storm runoff) of the Farmers Canal. Subtracting out the average (pre- and post-storm) base flow can provide an estimate of storm runoff originating south of College Street. This will help identify alternatives for handling the combined irrigation flows and storm runoff to resolve flooding issues. These alternatives could include some combination of detention, conveyance or upstream diversion into other streams or ditches. 4 Farmer's Canal at South Side of College, 14' x 4' Box Inlet Monitoring at this location, combined with the above-mentioned monitoring at the Oak Street outfall, would provide a better estimate of base/irrigation flow vs. storm runoff, and would provide better overall data by independently monitoring ditch flows originating in the mostly undeveloped, upper basin (the area south of College Street). 5 40" x 65" Outfall at 11th & Main This outfall drains most of the area from 15th Avenue to 10th Avenue, and from Main Street to College Street. It seems likely that this outfall also picks up runoff from major drainages south of College Street; for example, the 48" RCP directly south of the Roskie/Hedges dorm complex. 6 30" Outfall on 9th & Villard This outfall drains most of the area from 10th Avenue to 5th Avenue, and from Villard Street to Harrison Street. This outfall may also pick up runoff from a ditch heading into the above-mentioned 11th & Main outfall (Item 5 above). This location is similar to Item 1, hence the lower priority. However, if runoff from 11th Avenue enters this system, it may be unique enough to monitor. 7 36" Outfall on 4th & Peach This outfall is mentioned because it drains a fairly large area including most of the area from 8th to Grand, and from Peach to Mendenhall. If other outfalls are physically difficult to monitor, Bozeman Storm Water Facilities Plan 2-18 2.6 Retention and Detention Storm water detention is commonly used to mitigate the impacts of increased peak runoff rates associated with increased urbanization (i.e., increased area of impervious surfaces). Although detention is effective in reducing peak runoff rates to pre-development values, the total volume of runoff is largely unaffected, and is merely released over a much longer time span. The prolonged duration of higher than historic flow rates can cause impacts such as bank erosion of natural drainageways, and subsequent sediment deposition and flooding. On the other hand, retention and infiltration can be used to reduce net runoff volumes closer to pre-development volumes. This use of retention and infiltration is best applied at the source, by routing storm runoff over pervious surfaces before directing it into natural or constructed drainageways and pipes. Natural drainageways have some capacity to absorb increased runoff duration with minimal impacts. Some combination of peak flow reduction (detention) coupled with volume reduction (retention/infiltration) is usually acceptable. Reducing a detention basin’s release rate to something less than the pre-development peak rate is a common practice that tends to balance runoff rate (peak) control and volume (duration) control. 2.6.1 Retention Volume Comparisons As a planning tool, overall retention volumes for an urban watershed can be approximated by comparing total runoff under a base scenario, normally existing or pre-development conditions, to total runoff under a future scenario. The difference between these values would be the estimated retention volume required to maintain the same runoff as the base scenario. Table 2.6-1 (Retention Volume Comparisons) lists total runoff volumes for the portions of the Bozeman Creek and East Gallatin River watersheds that apply to the study area and used the above-described method to estimate overall retention volumes for each of these two sub-basins. Impacts of increased runoff volume will be felt by these two significant natural channels, as well as by localized impacts within smaller upstream sub-catchment areas, if retention approximating the tabulated volumes is not provided. Chapter 2: System Analysis Table 2.6-1 Retention Volume Comparisons East Gallatin River Bozeman Creek Recurrence Interval (yrs) Recurrence Interval (yrs) 2 10 25 100 2 10 25 100 Total Runoff Volume (ac-ft) Pre-Development 430 2,536 2,964 5,324 49 243 284 520 Existing 834 2,896 3,330 5,715 130 341 384 624 Future 1,292 3,494 3,941 6,371 184 413 458 702 Future with Low Impact Development 1,231 3,418 3,863 6,287 172 398 442 686 Retention Volume Required to match Pre-Development Conditions (ac-ft) Future 862 958 978 1,047 136 170 174 183 Future with Low Impact Development 801 881 899 963 123 155 158 167 Retention Volume Required to match Existing Conditions (ac-ft) Future 458 599 611 656 54 72 74 78 Future with Low Impact Development 397 522 533 572 42 57 58 62 The above results show that significant additional retention (or detention) volume would be needed to mitigate the impacts of future development. For example, to meet pre-development conditions for total runoff under future conditions (i.e., full build-out under the proposed 2020 land use plan), a total of 170 ac-ft of detention/retention would be needed within the Bozeman Creek drainage area to mitigate for the impacts resulting from a 10-year event. To mitigate for a 25-year event in the same area under the same development criteria, 174 ac-ft would be necessary. 2.6.2 Regional Runoff Control Regional runoff control would involve the construction of regional detention facilities to provide the storage to mitigate for the increases in storm water runoff resulting from increased urbanization. As a conservative, simplified approximation, the detention volumes were calculated assuming zero outflow (i.e., full retention). A typical storm water detention facility would have a depth of no more than four feet. Under these assumptions, the overall land area required to offset increases in runoff volumes has been summarized in Table 2.6-2 (Area Required for Regional Retention Facilities). For example, for the 10-year event within the Bozeman Creek basin, the City would require a total land area of 43 acres to meet pre-development conditions, or 18 acres to meet existing conditions. 2-19 Bozeman Storm Water Facilities Plan Table 2.6-2 Area Required for Regional Retention Facilities Bozeman Creek East Gallatin River Recurrence Interval (yrs) 2 10 25 100 2 10 25 100 Retention Area Required to Match Pre-Development Conditions (acres) 34 43 43 46 216 239 244 262 Percent of Total Land Area 0.8 1.0 1.0 1.0 0.5 0.5 0.5 0.6 Retention Area Required to Match Existing Conditions 14 18 18 20 115 150 153 164 Percent of Total Land Area 0.3 0.4 0.4 0.4 0.3 0.3 0.3 0.4 NOTE: Land area assumes maximum pond depth of 4 feet, and assumes there are no existing retention facilities. 2.7 Existing Storm Water System Deficiencies The City of Bozeman has experienced consistently rapid population growth and development over the past several years. This impacts storm water runoff by adding impervious surfaces and sources of pollution. During the existing system inventory evaluation, interviews, and field work, several deficiencies or problem areas were identified; many of these are historic flooding locations in the City of Bozeman. Known storm water system deficiencies were identified through field investigations and interviews with representatives of the City of Bozeman, canal companies and Gallatin County. These deficiencies are listed by priority in Table 2.7-1 and are shown in Figure 2.7-1; both titled Areas of Known Flooding. 2-20 Chapter 2: System Analysis Table 2.7-1 Areas of Known Flooding Priority Location/ Name Potential Causes 1 Farmer's Canal Farmer’s canal has insufficient capacity, particularly through developed areas. Some adjacent residential units are built at lower elevations than the canal. Numerous drainages cross the canal, some of which provide additional flow. Large storm water drainage areas also contribute flow. 2 20th Avenue This open ditch receives no maintenance, and has insufficient capacity. Irrigation and runoff flowing into the pipe south of Koch Street have backed up and flooded into Koch Street in the past. This problem may have been resolved when flows from the Farmers Canal were closed off (currently, no water rights are being used). 3 Wagon Wheel Ditch This open ditch has insufficient capacity and unstable banks in some areas. 4 Valley Unit Park The homes along Meagher Avenue south of Durston Road and east of the park have experienced basement flooding. These homes are just east of a large detention pond that may at times elevate groundwater in the area. Potential solutions include reducing the water storage time using an improved pond outlet and/or reducing the peak water surface elevation of the detention pond. 5 Willson and Cleveland Manhole lids in this area ‘pop’ open, apparently due to undersized piping. 6 Willson and Garfield Manhole lids in this area ‘pop’ open, apparently due to undersized piping. 7 Resort Drive This is an area of new development and increased impervious surfaces. There is high ground water in the area, and no maintenance has been done to open ditches. 8 Peach Street No maintenance is performed on the open ditch. However, city staff indicated that flooding has not been seen in the area for 10 years or so. 9 North 11th Avenue No maintenance is performed on the open ditch. Improvements on Durston Rd. completed in 2007, which should help at the north end. 10 Rocky Creek This creek has been impaired from channel incisement, bank erosion, and sedimentation from development runoff and agricultural practices. Rocky Creek was 303(d) listed in 2002. In addition, noxious weeds are becoming an increasing problem along the creek. 11 Auction and Feedlot Beavers are the primary problem; they cause water to dam up, and it comes very close to the feedlot retention pond elevation. 2-21 Bozeman Storm Water Facilities Plan 2-22 Table 2.7-1 Areas of Known Flooding Priority Location/ Name Potential Causes 12 I-90/East Main Interchange North of the eastbound on-ramp and across the frontage road from this area, flooding has occurred in the past due to poor drainage and/or inadequate infiltration. There has not been a problem recently, possibly due to interchange improvements made by the Montana Department of Transportation. 13 Sod Farm Problems usually occur during a late winter melt while the ground is still frozen. Runoff flows north to a school and more development. The drainage ditch is usually full of snow from plowing off S. 3rd, leaving the water no where to go. In addition, culverts are not properly maintained. 14 Rouse Ave. The storm water pipe along Rouse Avenue is about 90 years old. This pipe is in need of replacement, and has failed in certain areas forcing the City to perform emergency repairs. Farmer’s Canal receives a significant amount of offsite storm water. Chapter 2: System Analysis The area at College St. and west of 23rd overtops during storm events due to limited ditch capacity. City staff removes debris from storm drain ditches seasonally during runoff events. Farmer’s Canal along College St. In addition to those problem listed in the table above, ice blockages are created in Bozeman Creek. 2-23 Farmer's Canal Priority 1 Sod Farm Priority 14 20th Ave Priority 2 Resort Drive Priority 7 Valley Park Priority 4 Drainage Way Priority 13 Rocky Creek Priority 10 Peach Street Priority 9 Auction and Feedlot Priority 12 Wilson and Garfield Priority 5 Wilson and Cleveland Priority 5 MAIN 5TH 7TH OLIVE BEALL 11TH 3RD 9TH BLACK TRACY GRAND VILLARD LAMME 10TH BABCOCK PEACH WILLSON ALLEY MENDENHALL 4TH 8TH 6TH SHORT DURSTON COTTONWOOD 7TH ALLEY 8TH ALLEY 4TH ALLEY ALLEY 7TH 3RD 9TH ALLEY ALLEY ALLEY Bozeman Storm Water Facilities Plan Chapter 3. Policy Evaluation Chapter 3: Policy Evaluation 3-i Table of Contents 3.1 Introduction ........................................................................................................................ 3-1 3.2 Existing Storm Water Policy Summary........................................................................... 3-1 3.3 Regional Approaches toward Storm Water Management and Mitigation ................. 3-1 3.3.1 Hydrologic Considerations........................................................................................... 3-2 3.3.2 Financial and Political Considerations........................................................................ 3-2 3.4 Case Studies: Evaluating Regional Storm Water Management Policies.................... 3-3 3.5 Storm Water Policy Considerations................................................................................. 3-6 3.5.1 Flood Control ............................................................................................................ 3-6 3.5.2 Channel Stability/Regional Detention........................................................................ 3-6 3.5.3 Water Quality.................................................................................................................. 3-7 3.5.4 Hydrologic and Hydraulic Analysis Methods ............................................................ 3-8 3.5.5 Design Policy and Submittal Requirements............................................................... 3-8 3.5.6 Construction and Operation and Maintenance Responsibilities ............................ 3-8 3.5.7 Storm Water Policy Considerations - Summary........................................................ 3-9 3.6 Storm Water Policy Recommendations ........................................................................ 3-15 3.6.1 Existing Storm Water Policy Summary .................................................................... 3-15 3.6.2 Storm Water Policy Recommendations.................................................................... 3-15 Tables Table 3.4-1 Summary of Storm Water Policies in the Region.................................................. 3-4 Table 3.5-1 Storm Water Policy Considerations ....................................................................... 3-10 Table 3.6- 1 Runoff Coefficients for the Rational Method ..................................................... 3-21 Chapter 3: Policy Evaluation 3.1 Introduction This evaluation of current City of Bozeman policy begins with a description of existing City storm water management engineering standards and policies. The existing policies are compared to various other standards and policies used in the Rocky Mountain region, followed by a discussion of the pros and cons of various aspects of storm water management policy. 3.2 Existing Storm Water Policy Summary This section summarizes the existing City of Bozeman storm water management engineering standards and policies. The City’s current storm water policy is presented in the City of Bozeman Design Standards and Specifications Policy. The policy includes general design guidance for storage and treatment facilities, discharge structures, and estimating runoff quantities for design. The current policy includes the following statements: • “The storm water drainage plan shall be designed to limit storm water runoff from the development site to the pre-development runoff rates.” • “The storm water storage and treatment facilities shall be designed to remove solids, silt, oils, grease, and other pollutants.” • “Storm sewer facilities shall be designed to handle a 25-year storm event.” • “Retention ponds shall be sized based on a 10-year, 2- hour storm intensity.” • On detention basins: “The release rate is equivalent to the pre-development runoff rate at the piping system design frequency…” This correlates to a 2- year recurrence interval for open land, and a 10-year recurrence interval for residential, commercial or industrial land. The City’s current storm water policy is documented in the Design Standards and Specifications Policy. • “The Rational Method shall be used to determine peak runoff rates with a slight modification of the method to determine runoff volumes.” 3.3 Regional Approaches toward Storm Water Management and Mitigation The following discussion compares the regional or utility-managed approach towards storm water management and mitigation with the method currently used by the City of Bozeman, which mandates developers to mitigate for increased storm water on-site. Properly located and designed regional detention systems can work, and several cities in the United States have a buy-in policy to the regional facility in-lieu of on-site detention of storm water. In order to generate funds for the creation and management of regional facilities, 3-1 Bozeman Storm Water Facilities Plan municipalities typically form storm water utilities, either through enterprise or tax bonds. Thus, there are numerous hydrologic, social, and political considerations that must be weighed when comparing regional versus individual approaches to storm water management and mitigation. 3.3.1 Hydrologic Considerations The developer's location relative to the regional ponds matters a great deal. If development is planned downstream of the ponds, or if the development is substantially upstream of the regional ponds, intervening property between the development and detention pond can flood. Also, a series of larger detention ponds needs to be carefully planned and modeled to ensure that as a drainage system, the ponds don’t exacerbate flooding in certain downstream areas by causing a higher coincident peak flow, with slow-moving storm events pummeling downstream when the upstream ponds are still releasing substantial water. Given the regional context and extent of development occurring within the City of Bozeman, it is likely that regional detention facilities alone will not result in effective storm water management or maintenance of existing storm water infrastructure. Further, relying on developers alone to mitigate storm water events is often unsuccessful, due to poorly planned and executed storm water infrastructure construction by some developers. Consequently, the City would benefit from a combined regional and individual approach towards storm water management. 3.3.2 Financial and Political Considerations In addition to the hydrologic and hydraulic parameters that must be evaluated prior to adopting a regional approach towards storm water management, there are numerous financial, social, and political elements of this process that also must be considered. For example, prior to forming a storm water utility, a municipality must decide: • Will the utility be created with enterprise funds or with tax bonds? • What will be the definition of impervious cover? • Will the state tax database provide enough detailed information to evaluate impervious cover? • Who, if anyone, will the city exempt from paying storm utility fees? • How will the city organize the utility? As a part of an existing organization or as its own entity? • Where will the utility reside? • How and to whom will the city grant storm water utility credits? • How will the city determine the storm water utility fee? This list is not exhaustive, but does indicate the importance of completing a feasibility analysis to evaluate the best means of establishing, organizing, funding and maintaining a storm water utility. Thus, a recommendation that the City complete a feasibility analysis to determine the benefits and constraints of storm water utility establishment is described in 3-2 Chapter 3: Policy Evaluation 3-3 Chapter 6 (Recommended Plan). Further, it is recommended that the city create a storm water utility to fund and manage regional storm water facilities. 3.4 Case Studies: Evaluating Regional Storm Water Management Policies The rapid development occurring in the Bozeman area has been experienced elsewhere in the region, in areas with similar hydrologic basin characteristics. It is possible that existing or previous policies and design procedures may play some part in the development of existing flooding problems. Therefore, an informal survey of public agencies in Colorado, Wyoming, and Montana was conducted to gain a general sense of municipal and regional storm water management policies, specifically with regard to volume controls and requirements for storm water treatment. The agencies that were contacted are located in areas with similar climate, geography, and precipitation. The Colorado Front Range in particular is experiencing rapid population growth similar to growth in the Gallatin Valley. Results of the survey, along with a summary of Bozeman’s current policy, are summarized in Table 3.4-1. Bozeman Storm Water Facilities Plan Table 3.4-1 Summary of Storm Water Policies in the Region Agency Detention/Retention Requirements Water Quality Requirements Methods Other Policy Considerations Bozeman, Montana Detention: Detain 10-year runoff to the pre-development rate. Where the potential for major property damage exists, use a 100-year design frequency. Retention: Size based on a 10-year, 2-hour storm. Use retention only where discharge is not feasible or desirable. Design storage and treatment facilities to remove solids, silt, oils, grease and other pollutants. Sediment Control: Detention/retention basins must have a minimum area of 145 sq. ft. per 1 cfs release rate. Provide 9” sumps in inlets and manholes. Rational Method shall be used to determine runoff volumes and peak runoff rates. Design conveyance structures for a 25-year storm event. No storm water utility. Developers conduct mitigation for increased runoff on a site-by-site basis. Billings, Montana Limit discharge to 0.56 cfs per 2 acres; detain or retain any excess drainage on-site. Limit peak runoff to pre-development flow rate if waters drain into a critical Chapter 3: Policy Evaluation 3-5 Table 3.4-1 Summary of Storm Water Policies in the Region Agency Detention/Retention Requirements Water Quality Requirements Methods Other Policy Considerations Urban Drainage and Flood Control District, Colorado Post-development peak runoff rate must be no greater than the pre-development rate for the 100-year storm, and also for either the 5- or 10-year event (100-year and 10-year is most common within the district). An added “water quality” detention volume, in addition to “flood control” detention, is recommended. Use hydrograph detention pond routing for catchments of 90 acres or greater, and for all catchments with more than one detention pond. Requirements can be adjusted if development is immediately upstream of a regional detention pond. City of Fort Collins, Colorado 100-year maximum release rates vary from the 2-year pre-development rate to the 100-year post-development rate, depending on location within the Master Plan Bozeman Storm Water Facilities Plan 3.5 Storm Water Policy Considerations In general, urban development increases the amount of impervious surfaces, which increases storm runoff quantity, peak flow rates, and water quality impacts. Controlling storm water and protecting water resources is vital for flood control and for maintaining fish and wildlife habitat, human health, and recreation. An effective storm water policy would minimize disruption of the natural hydrologic cycle to the extent possible, while efficiently managing the City’s resources (i.e. capital, land and operation and maintenance costs). In reviewing the City of Bozeman and other storm water policies, the following parameters were considered. Storm Water Policy Considerations: 9 Flood Control 9 Channel Stability/Regional Detention 9 Water Quality 9 Hydrologic & Hydraulic Analysis Methods 9 Design Policy and Submittal Requirements 9 Construction and O & M Responsibilities 3.5.1 Flood Control Increased impervious surface area increases the peak flow rate and the overall volume of storm water runoff, therefore increasing the frequency and severity of flooding occurrences. To regulate and control flooding, an effective storm water policy should require attenuation of runoff volume to simulate, as much as possible, the runoff characteristics of the pre-development (natural) drainage ways. Attenuation can be a combination of detention, retention, and infiltration. Limiting post-development peak runoff rate to some percentage (usually 100 percent) of the pre-development rate for a specific design storm is often used as a way to regulate and require flood control. However, if detention is relied upon to meet these criteria, the timing of release from a large number of detention ponds may actually be detrimental by prolonging high runoff in the major drainage ways. To compensate for this problem, release rates may be restricted for two or more different design storms, and the peak release rates may be restricted to something less than 100 percent of the pre-development peak rates. Detention volume requirements can be significantly reduced by using low impact development practices. Low impact development is a new approach to storm water management that focuses on managing rainfall and runoff at the source using a large number of runoff reduction and water quality BMPs. Related to low impact development is the LEED (Leadership in Energy and Environmental Design) rating system for “green” building development. The LEED rating system encourages low impact development practices by awarding “points” toward LEED certification. Although many low impact development BMPs rely on infiltration, many others can be effective in Bozeman’s climate. Refer to Appendix D-1 (Low Impact Development) for additional information, including a more detailed description of the LEED certification program. 3.5.2 Channel Stability/Regional Detention Increases in storm water runoff volume and peak flow rates associated with development tend to destabilize stream channels. Stream channel destabilization can take the form of 3-6 Chapter 3: Policy Evaluation downcutting erosion, “headcutting” erosion (erosion that progresses in an upstream direction), or bank erosion which increases the width between stream banks. Furthermore, sediment from these eroded areas can deposit in low-gradient, low-velocity downstream areas, which can elevate stream beds and cause increased flooding and/or additional stream bank erosion. When these processes result in wide, shallow streams, the increased exposure to direct sunlight can decrease habitat and recreational values. Bozeman Creek and Mandeville Creek have unstable reaches with heavy sedimentation. In Mandeville Creek, the macro invertebrate population is weighted heavily towards sediment tolerant organisms and has relatively low species diversity. Much of the upstream areas of these creeks, where the sediment likely originates, are not in the city limits. Nevertheless, the city policies should at a minimum, maintain upstream water quality and not exacerbate the problem. To address these issues, the storm water policy should control or minimize flow rates and/or durations capable of moving large amounts of sediment, generally by using detention, retention or infiltration. Protecting channel stability will help to maintain riparian vegetation and canopy shading for bank stabilization and water temperature control. Reducing channel flows to minimize bank erosion will likely result in a more restrictive runoff control policy than for flood control alone; therefore, the benefit of such a program must be weighed against the cost to provide the additional runoff volume reduction or detention volume. This is difficult to evaluate on a city-wide basis and is best addressed in future master plans for each of the major drainage ways in the study area. Low impact development is a relatively new approach to reducing urban runoff volumes that may be feasible to implement on a city-wide basis. Examples of low impact development are presented in Appendix D-1. 3.5.3 Water Quality Storm water runoff from impervious surfaces, such as roads, parking lots, roofs and sidewalks, can contain oil, grease, trash, hydrocarbons, metals and other contaminants. Directly connected impervious areas (those connected directly to a storm drain or ditch rather than first running as shallow flow through pervious or vegetated areas) are the most difficult areas to treat effectively. Infiltration practices are much more efficient than contaminant removal from concentrated flows. Therefore, the most effective and least costly storm water policy should encourage infiltration practices, such as sheet flow from impervious to pervious areas, disconnected downspouts, and infiltration galleries. A second, less effective but essential policy would be to recommend or require appropriate treatment facilities and processes to separate sediment and other contaminants after they become suspended in concentrated runoff streams. As a side benefit, storm water quality measures that utilize retention and infiltration, such as grass swales, can be effective in reducing peak and net runoff, thereby reducing size requirements for downstream detention/retention ponds and regional storm water runoff control facilities. Infiltration can also be provided in combination with detention; for example, underground detention systems with infiltration capabilities are becoming more common in Bozeman area developments. Runoff from construction sites can be a major contributor of sediment to the existing storm drain system, especially in an area experiencing rapid growth, such as the Bozeman area. The Montana Department of Environmental Quality (MDEQ) administers a state-wide MPDES 3-7 Bozeman Storm Water Facilities Plan storm water permit program for construction activities, which covers construction sites with over one acre of disturbance area, including those in Bozeman. This program regulates construction site runoff with regard to control of erosion, sediment and other pollutants. MDEQ provides guidance in selecting temporary BMPs that will control site runoff until vegetation or other ground cover is in place and well established. A more detailed water quality discussion is presented in Chapter 5; this chapter describes the recommended approach towards implementing a Storm Water Quality Plan to comply with the City’s MPDES permit. 3.5.4 Hydrologic and Hydraulic Analysis Methods A major policy consideration with respect to design submittals is to determine the type of hydrologic and hydraulic model that should be required. The accuracy and level of detail desired by the City must be weighed against the difficulty of preparing and reviewing the model. A more sophisticated model may require extensive data input and training to use, and therefore may be unrealistic for widespread use. Conversely, a simplified model may be inaccurate for large developments, especially when analyzing the effects on downstream drainage ways. Utilization of local rainfall data, for example generating unit hyetographs, provides more accurate results than using regional, statistical methods to determine rainfall distributions. From simplest to most difficult, three approaches are the Rational method, hydrograph routing methods such as SCS TR-55, and continuous simulation. The Rational method, currently used by the City, is a peak flow model that has been modified to provide simplified detention estimates. These estimates may be acceptable on a small scale, but become less accurate as the study area increases (estimates generally put the upper limit at 20 to 100 acres). Hydrograph routing methods are commonly used and should provide enough accuracy for the City’s purposes. Continuous simulation requires large amounts of input data including actual precipitation data, and is beyond the training of many professional engineers. Therefore, requiring the use of a continuous simulation model would be expensive to the developers and would complicate the City’s review process. 3.5.5 Design Policy and Submittal Requirements Design requirements for storm water facilities should be presented in a clear, concise manner to assure consistent submittals that allow for relatively easy review. Storm drainage plan submittals for all developments should be presented in a standard format and should include maps, calculations, details and specifications. The City should encourage or require data to be submitted in a format compatible with the City’s system (i.e. GIS, SWMM, excel). The City should recommend preferred hydrologic and hydraulic tools, methods, and standards to facilitate storm water policy implementation. Depending on the number of changes to existing policy, an amended policy may take the form of a set of modifications to existing policy, or a complete re-issue. 3.5.6 Construction and Operation and Maintenance Responsibilities Design policy should outline who is responsible for constructing, operating and maintaining the various segments of the storm water infrastructure. A qualitative rating system would 3-8 Chapter 3: Policy Evaluation 3-9 enable the City to better manage existing storm water infrastructure with regard to operation, maintenance, and replacement. Two examples of rating systems for pipes are presented in Appendix E (Infrastructure Rating System Alternatives). For storm water infrastructure related to a specific development, the City may assign responsibility for construction and O&M costs to the developer and/or a subsequent property owners association. This approach typically neglects off-site impacts and focuses on on-site conveyance and detention. The cumulative effects of numerous small ponds could reduce overall flood control effectiveness in major (downstream) drainage ways. If these cumulative impacts are not addressed proactively, regional detention may become an unplanned necessity at some time in the future, resulting in higher land acquisition costs. For flows originating offsite, and for downstream impacts associated with the development, the need for improved conveyance or additional detention should be addressed, as well as who would be responsible for construction, operation and maintenance of the improvements. For many projects, a blend of developer, property owner and municipal funding and construction/O&M responsibilities may result in the most optimal long-term use of funds and man-hours. 3.5.7 Storm Water Policy Considerations - Summary The key aspects of storm water policy described above are summarized in Table 3.5-1 (Storm Water Policy Considerations). For each parameter, existing City of Bozeman practices and alternative approaches have been listed with considerations (pros and cons) that may be helpful in the decision making process. Recommended policy changes are presented in Chapter 6. Bozeman Storm Water Facilities Plan Table 3.5-1 Storm Water Policy Considerations Element Approach Pros Cons Current Approach: Limit storm water runoff to pre-development runoff rates for the 10-year, 2- hr storm. Minimizes required detention area. Simplifies design, maintenance, and operation. Increased development could result in an increased probability of flooding during large, infrequent storms. Flood Control Alternative Approach: Require two-stage flood control, such as limiting post-development runoff to the pre-development rate for both the 10-year, 24-hour and 100-year, 24-hour storms. Creates additional control against flooding from larger and less frequent storms. Requires additional detention volume, and increases complexity for facility design and operation. Current Approach: None, except this general statement, “Where the potential for major property damage exists due to downstream flooding and the terrain and availability of land permit the construction of a large detention basin, a 100-year design frequency should be used for the pond.” Difficult to determine potential damage, and high cost of large land area to be used for detention which would be primarily borne by the developer. Channel Stability/ Regional Detention Alternative Approach: In addition to flood control, require additional detention volume to limit release rates to channel-forming flows, in areas where it has been identified as an issue: Bozeman Creek, Mandeville Creek. Reduces potential impacts of erosion, and provides additional flood protection for major channels downstream of on-site flood control (retention/detention) facilities. Requires substantial increases in detention volumes, sometimes by 200% or more. 3-10 Chapter 3: Policy Evaluation 3-11 Table 3.5-1 Storm Water Policy Considerations Element Approach Pros Cons Current Approach: Maintain a minimum velocity of 3 fps at the design storm depth of flow. Inlets and manholes shall have 9 inch sumps for sediment collection. Vegetative channels shall be utilized wherever possible to remove wastewater contaminants. Storm water storage and treatment facilities shall be designed to remove solids, silt, oils, grease, and other pollutants. Velocity and sump requirements help to prevent sediment deposit. No quantitative criteria for vegetative channels, or pollutant removal. Alternative Approach: Require treatment of the "water quality" storm. Can be a relatively small volume of water as compared to volumes required for flood control and channel stability. Can be specified as a simple “volume per acre” calculation with a specified minimum drain time. May require separate “water quality” facilities in addition to flood control (detention/retention) facilities, which could increase construction and maintenance costs. Alternative Approach: Provide incentives for low-impact development techniques such as green street swales, disconnected downspouts, porous pavements, wet ponds, and other facilities designed to promote infiltration. Decreases total impervious area, resulting in lower peak runoff rates and lower aggregate runoff volumes. Not effective unless soil properties will promote infiltration. Requires a higher level of City review, and would require quantification of net benefits (e.g., reduced detention requirements) for each type of water quality facility. Water Quality Alternative Approach: Require detention combined with incentives for low impact development techniques. Would potentially optimize storm water controls with respect to both economic and environmental benefits. Complicates the City's review and approval of proposed storm water plans and would require the development of design guidelines for low impact development. Bozeman Storm Water Facilities Plan 3-12 Table 3.5-1 Storm Water Policy Considerations Element Approach Pros Cons Current Approach: Rational Method Involves simple computations and analysis. Simplifies City review. The Rational Method is a peak flow model and is not an accurate pond routing method. Accuracy decreases for large drainage basins. Alternative Approach: Hydrograph Routing Provides a more accurate analysis of detention pond inflow and outflow hydrographs. Increases the complexity of the analysis, and requires the use of a spreadsheet Hydrologic and package or hydrologic modeling software. Hydraulic Analysis Methods Alternative Approach: Continuous Simulation With proper application could optimally sizes facilities based on actual precipitation data. Requires sophisticated modeling packages and a substantially higher level of analysis than statistical (unit) hydrograph routing methods. It is difficult to standardize analysis techniques. Requires large amounts of precipitation data. Would complicate the City's review process. Current Approach: The current design policy is included in the City of Bozeman Design Standards and Specifications Policy, March 2004, pages 21-30. Design Policy and Submittal Requirements Alternative Approach: Add Modifications To Existing Policy If few changes to existing policy, this approach would be simpler to administer. May be more complicated to understand exactly which policies have been revised and which ones remain the same. Chapter 3: Policy Evaluation 3-13 Table 3.5-1 Storm Water Policy Considerations Element Approach Pros Cons Alternative Approach: Prepare a Complete Revision/Re-issue If numerous changes to existing policy, this approach would be simpler to administer. Current Approach: Publicly maintained storm sewers have certain material requirements, and must follow MPWS criteria. Developer must submit a maintenance plan that includes; ownership, maintenance schedule, and responsible party. Simplifies City review. Criteria are not specific. Alternative Approach: Developer Constructed and City maintained Facilities Storm water controls are constructed as development occurs. City collects costs associated with long-term operation of the facility from the developer. The costs of new storm water controls, and O&M costs, trickle down to purchasers of new homes and commercial/industrial developments. Limits the scope of hydrologic analyses to relatively limited areas. In most cases upstream and downstream impacts are not adequately accounted for, and cumulative effects of numerous small ponds could reduce overall flood control effectiveness in major (downstream) drainageways. Developer resistance to increased City costs. Construction and O&M Responsibilities Alternative Approach: City Constructed and Operated (Regional) Facilities Directs focus on the entire system and the interactions between development and upstream/downstream impacts. Potential problem areas can be identified early on, resulting in optimized, effective investment in Involves extensive City planning and involvement. The City would likely bear the operational and maintenance costs for regional detention facilities. Requires investment in upfront regional Bozeman Storm Water Facilities Plan 3-14 Table 3.5-1 Storm Water Policy Considerations Element Approach Pros Cons storm water controls. Identifying detention areas prior to development could decrease potential land acquisition costs. storm water planning based on long-term comprehensive land use plans. Requires a system of generating revenue to fund and operate regional projects. May require larger conveyance structures to convey undetained peak runoff to the regional facilities. Alternative Approach: Combination of Developer/City Constructed and Operated Facilities The combined regional and developer- based approach to storm water management provides the advantages of each approach, while potentially minimizing per capita capital and O&M costs. Requires a fair amount of City involvement through investment in long-term storm water management planning and detailed design guidelines for developers. Requires master planning, design and O&M costs for regional facilities, review and oversight of developer–designed and constructed facilities, and managing long-term O&M efforts. Chapter 3: Policy Evaluation 3.6 Storm Water Policy Recommendations 3.6.1 Existing Storm Water Policy Summary The City’s current storm water policy is presented in the City of Bozeman Design Standards and Specifications Policy, March 2004. For each of the following recommendations, the associated current policy language is summarized for comparison. Refer to the actual policy for details. 3.6.2 Storm Water Policy Recommendations In general, urban development impacts water quality and increases the amount of impervious surfaces, which increases storm runoff quantity and flow rates. Controlling storm water and protecting water resources is vital for flood control, maintaining fish and wildlife habitat, and human health and recreation. A storm water policy should be in place to minimize disruption of the natural hydrologic cycle to the extent possible, while efficiently managing the City’s resources (i.e., capital, land and O&M costs). This section summarizes the current and proposed storm water policy as it relates to various objectives. The following proposed policy changes are recommended in an attempt to satisfy Bozeman’s storm water management objectives, while providing a cost-effective, easily administered storm water policy. Policy recommendations for each category are general in nature. Additional detail and justification should be included before issuing any new requirements. Flood Control Current Policy • The storm water drainage plan shall be designed to limit storm water runoff from the development site to the pre-development runoff rates (for residential, commercial and industrial land uses, runoff is limited based on the 10-year design storm). • Storm sewer facilities shall be designed to handle a 25-year storm event. • The storm drainage plan shall include a description of the ultimate destination of storm water runoff from the project and an evaluation of its impact on downslope drainage facilities and water quality. • Retention ponds shall be sized based on a 10-year, 2-hour storm intensity. • Basins located in areas accessible to the public shall have a maximum water depth of 1.5 feet and a maximum basin depth of 2.5 feet. Deep basins designed only for storm water detention shall be placed in remote areas and fenced. • Where the potential for major property damage exists due to downstream flooding and the terrain and availability of land permit the construction of a large detention basin, a 100-year design frequency should be used for sizing the pond. 3-15 Bozeman Storm Water Facilities Plan • Overflows shall be provided for detention basins to prevent overtopping of dike walls. Recommended Policy • In addition to the 10-year requirement, require detention, retention or infiltration to limit the 25-year, 24-hour post-development peak runoff. The City currently requires detention/retention facilities to be designed to control the 10-year storm. However, control of the 10-year storm alone may not provide adequate flood control as the upper basin areas develop. Proposed outlet structures are shown in Appendix D-2, as Figures D2-9A (for smaller ponds) and D2-9B (for larger ponds). The outlet structures allow additional ponding depth in the 25-year storm and provide for piped conveyance of the 25-year storm runoff. The portion of 100-year peak runoff exceeding the outlet structure’s capacity would go over the emergency spillway. • Review allowable spread widths for conveyance of flood events through street sections. It is recommended that each classification of street (i.e. arterial, collector local) have an allowable spread width for the design storm. Providing one travel lane may be adequate on a local street during a 10 year event, while additional travel width should be required for an arterial street. • Allow runoff from off-site, upstream areas (i.e., “run-on”) to pass through the site “off- line” from (i.e., without entering) the ponds. This requirement would reduce the cumulative effect of several ponds. • Require analysis of 100-year, 24-hour peak runoff to address protection of existing downstream areas from significant damage and to evaluate impact to development from upstream “run-on.” This requirement will address the cumulative effects of prolonged high runoff from several detention ponds which, at a point downstream of a particular project, may result in flows exceeding ditch or storm drain system capacity. Analysis of “run-on” events should be based on future post development conditions. • Require evaluation of historic drainage patterns and require that runoff not be shifted to adjacent drainage basins. • Require a flood hazard evaluation be completed when warranted. • Require the 100-year water level to be 12 inches minimum below finished grade elevation at building perimeters, 8 inches maximum above paved surfaces, and 3 feet maximum above unpaved/landscaped areas. Allow no ponding above paved areas in a 10-year storm. • Encourage or require large ponds at the down gradient end of large developments by allowing phased pond construction and/or by limiting number of ponds per acre based on a graduated scale. • Encourage detention banks to create fewer, larger detention ponds with shared construction and O&M responsibilities, similar to a “cost share” on road construction between adjacent owners. 3-16 Chapter 3: Policy Evaluation • Encourage the use of low impact development practices. These practices will reduce peak runoff rates and cumulative runoff volumes into the City’s storm drainage system, which will help to reduce the number and severity of flooding events. Low impact development practices focus on managing rainfall and runoff at the source using a large number of runoff reduction and water quality Best Management Practices (BMPs). Examples of practices that may be effective in Bozeman are: o Plant trees in existing low spots and provide curb cuts for overflow during high runoff events. o Construct green spaces or open spaces at a lower elevation than adjacent pavement to collect storm water runoff and convey it through unpaved areas. Curb cuts or flush curbs could be used between paved and unpaved areas. Refer to Appendix D-2, Figure D2-10. o Promote sheet flow across grass or landscaped areas. o Require a fixed minimum percentage of tree cover in all landscaped areas, based on mature tree canopy size and taking into account overlap for closely planted trees. For example, 60% tree cover is required in Issaquah, WA, a fast-developing suburban area of Seattle. o Encourage or allow the use of grass swales. This allows runoff to infiltrate locally where soils are permeable. High volume flows should be channeled away. o Require organic soil amendments to encourage retention of the hydrologic benefits of native topsoils and enhance soil permeability. Develop specifications to ensure imported top soils used for landscaping are blended such that they support vegetation and provide an adequate grain size distribution for storm water infiltration. Normally, conventional site development earthwork practices remove the topsoil layer and landscape soils are not adequately prepared (LID, 2005). This activity removes critical organic material from the upper ground surface layers and reduces the tendency for storm water to infiltrate. o Encourage LEED-certified construction. The Leadership in Energy and Environmental Design (LEED) Green Building Rating System awards points for storm water runoff treatment and control. Projects which undergo LEED certification will almost assuredly be designed with best management practices from low impact development techniques. Piped Conveyance Facilities Current Policy • Storm sewer facilities shall be designed to handle a 25-year storm event. • The sewers shall be uniformly sloped to maintain a minimum velocity of 3-fts at the design storm depth of flow, or when flowing full, to prevent sediment deposits. • Pond inlet and outlet piping shall be protected and designed to prevent erosion (i.e. splash pads, rip rap, etc.). 3-17 Bozeman Storm Water Facilities Plan Recommended Policy • Current policy seems to be appropriate. Channel Stability/Regional Detention Current Policy The existing policy is a result of the above-stated flood control policy. There are no specific requirements regarding channel stability at this time. Recommended Policy • For storm water discharging into a natural channel, stream, creek or river, the velocity should be limited to below the “channel forming velocity” for the design storm. The “channel forming velocity” is generally considered the discharge that has a 50% chance of being equaled or exceeded in any given year (FHWA, 2006). Therefore, in addition to maintaining a minimum velocity in storm water pipes, the City should require that maximum velocities be limited for storm water discharges into natural streams, channels, or creeks. Velocities can be limited through energy dissipaters, wetlands or swales, pre- formed (engineered) scour holes, or a number of other methods. • Identify appropriate locations and design of regional detention facilities based upon future master planning efforts, and require cost-sharing or partial financing by property owners. The justification for regional ponds is very specific to each basin. Regional detention facilities are most appropriate in areas that are already highly developed, and have significant flooding or water quality problems. Future master plans will identify basin-specific impacts from future development, and therefore will provide justification and cost to protect each basin individually. The City may choose to implement regional detention (and/or flood and erosion control of major drainages) one basin at a time, or to spread costs by funding it as an overall program. The “one basin at a time” option can address actual problems as they develop, but has the risk of much higher land costs for regional detention sites that are identified later rather than sooner. Water Quality Current Policy • The storm water storage and treatment facilities shall be designed to remove solids, silt, oils, grease, and other pollutants. Where required, oil/water separators shall be provided in the facility design. • Inlets and manholes shall have nine-inch sumps for sediment collection unless otherwise approved by the City Engineer. • A minimum (detention) basin area of 145 square feet per 1 cfs release rate is required for sediment control. • To prevent short-circuiting, (detention) basin length shall be at least three times the width and inlet velocities should be dissipated. 3-18 Chapter 3: Policy Evaluation • Vegetative channels shall be utilized wherever possible to remove wastewater contaminants. Recommended Policy • Require a “water quality” detention volume of ¼ inch per acre of property being developed, with a minimum release time of 40 hours. Studies have shown that very small, very frequent storms result in 70 to 90 percent of cumulative annual storm runoff. Volume-based treatment criteria are simpler to implement than pond routing. Slow release assures adequate retention time for settlement of pollutants. Proposed outlet structures are shown in Appendix D-2, as Figures D2-9A (for smaller ponds) and D2-9B (for larger ponds). The outlet structures provide water storage depth for “water quality” detention storage below the 10-year detention storage, with a small orifice as a gravity outlet. The orifice is an “underflow” design that will minimize clogging from floating debris. Standing water in the pond would indicate a need for orifice and/or sump cleaning. • Encourage the use of grass swales, filter strips, small ponds, wetlands, and grassy areas. • Encourage “first flush” treatment. As described in Chapter 4, the NPDES Phase II rules require the City to consider water quality in facility design. Often, storm water jurisdictions will require separate facilities to treat the first flush of runoff resulting from lower magnitude, more frequent storm events. This allows a means of effectively designing specific storm water treatment mechanisms without requiring unnecessary volume. For example, a Stormfilter™ system by Stormwater 360, Inc. does not provide detention or retention from heavy precipitation events, but the manufacturer of this system claims that it is capable of capturing 80% of total suspended solids from first- flush storm water runoff. A proposed “first flush” treatment BMP, disconnected impervious area, is shown in Appendix D-2, Figure D2-10. Allowing runoff from impervious areas to run across vegetated or other pervious areas provides treatment through filtration and infiltration. An added benefit is reduction of overall runoff volume and peak runoff rate. • Encourage the use of infiltration galleries. Pre-manufactured underground detention facilities are becoming more common in Bozeman area developments. In appropriate soils, these facilities can be designed to double as infiltration galleries where “first flush” runoff is removed from surface runoff, and excess runoff from larger storms is “decanted” off the top of the gallery after passing through a control structure to a surface water discharge. • Monitor construction sites to assure compliance with the state’s MPDES storm water permit program and provide guidance on temporary BMPs that are most applicable to the Bozeman area. Appendix D-2 includes five commonly used temporary BMPs (Figures D2-1 through D2-5) that are commonly used and would be effective in reducing erosion and intercepting sediment on-site. 3-19 Bozeman Storm Water Facilities Plan Construction and O&M Responsibilities Current Policy Currently, most storm water facilities are operated and maintained by the land owners or property owners associations. Recommended Policy For all future development on private lands, require on-site storm water facilities to be constructed, operated and maintained by the land owners or property owners associations. The City should remain responsible for siting, designing, constructing and operating regional detention and other public drainage facilities, plus compliance monitoring of on-site (private) drainage facilities. The City’s current O & M plan, which includes inspection, should be enhanced to include long-term monitoring and construction reporting. Hydrologic and Hydraulic Analysis Methods Current Policy The Rational Method shall be used to determine peak runoff rates with a slight modification of the method to determine runoff volumes. Duration is assumed to be equal to the time of concentration. The intensity of the storm is determined from the City of Bozeman IDF curves. Recommended Policy Rational Method - Design of Conveyance Structures: Restrict the use of Rational Method-generated peak runoff estimates to drainage basins no larger than 100 acres in size. The Rational Method assumes constant rainfall intensity over the entire drainage basin. The validity of this and other Rational Method assumptions decreases as the basin size increases. Rational Method - Design of Detention Facilities: Continue to allow use of the Modified Rational Method for detention facility design within drainage basins no larger than 40 acres in size. However, encourage the use of the Unit Hydrograph Method as the preferred method for all drainage basins, including those of less than 40 acres. Although the Rational Method provides an estimate of only one point on the runoff hydrograph, it can be used to provide simplified detention routing for small sites. However, use of the Unit Hydrograph Method should be encouraged because it more accurately portrays detention pond routing for both small and large drainage basins. Perform Rational Method calculations using a City-provided spreadsheet. Use of a City-provided spreadsheet will result in a consistent output format for City review. An example of an Excel spreadsheet that could be used is included at the end of this chapter. Replace the current table of recommended Rational Method runoff coefficients. Rational Method runoff coefficients vary with different soil 3-20 Chapter 3: Policy Evaluation characteristics as well as with different land uses, Therefore, each contributing catchment area should be characterized according to a combination of land cover and hydrologic soil group, then weighted by area to find the appropriate overall (composite) runoff coefficient. The selection of runoff coefficients requires good judgment and understanding on the part of the designer; tabulated values should be used as a basis for estimating site-specific values. An example is provided below. Table 3.6- 1 Runoff Coefficients for the Rational Method HYDROLOGIC SOIL GROUP A B C D SURFACE TYPE 1 Undeveloped Surface: Pasture .12 .18 .24 .30 Meadow .10 .14 .20 .24 Forest .08 .11 .13 .16 Cultivated Land .14 .17 .20 .24 Streets/Impervious Areas: Concrete, Asphalt & Roofs .90 .90 .90 .90 Gravel .80 .80 .80 .80 Grass Lawns .15 .20 .30 .35 LAND USE 2 Business: Commercial Area .80 .82 .85 .88 Neighborhood Area .55 .60 .65 .70 Residential: Average Lot Size ≤ ½ acre .25 .35 .45 .50 Average Lot Size > ½-acre .20 .28 .35 .40 Multi-Unit (Detached) .40 .46 .55 .60 Multi-Unit (Attached) .60 .65 .70 .75 Apartments .55 .60 .65 .70 Industrial: Light Areas .60 .65 .70 .75 Heavy Areas .76 .80 .85 .88 Parks, Cemeteries: Playgrounds .20 .26 .32 .40 3-21 Bozeman Storm Water Facilities Plan 3-22 Railroad Yard Areas .25 .35 .45 .50 1 Undeveloped Surface Definition: Forest and agricultural land, open space. 2 Sources: Strom Drainage Design Manual, Erie and Niagara Counties Regional Planning Board. Unit Hydrograph Method: Require the use of a unit hydrograph routing method to size conveyance structures for all drainage basins greater than 100 acres in size, and to size detention facilities for drainage basins greater than 40 acres in size. In addition, encourage the use of this method for smaller drainage basins. A hydrograph routing method will provide more accurate results, and the rational method is generally not recommended for water storage sizing or pond routing. Perform Unit Hydrograph Method calculations using StormNET, a software program distributed by BOSS Internalional, Ltd. This program is a fully dynamic hydrology and hydraulic model that incorporates hydrologic and hydraulic design into a single model. It can run small projects simply and efficiently, as well as running large, complex projects. StormNET can run independently by building a “point-and-click” schematic model on the screen, but also has the capability to automatically construct storm drain network models from AutoCAD/LDD, Civil3D and MicroStation drawings, and GIS databases, with any desired image as a background layer. Use of a standard software program will result in a consistent report/output format, to simplify City review. When a hydrograph routing method is used, require the use of a standard City of Bozeman unit hydrograph to be generated using the Unit Hyetographs described in Chapter 2 (System Analysis). Although the SCS Type II distribution is commonly used throughout the western U.S., the distributions described in Chapter 2 (System Analysis) are more area-specific, and therefore should be a more accurate statistical representation of Bozeman area rainfall. Require storm water reports to be submitted in a standardized format. The format should include specific information and calculations that the City can easily verify and duplicate. A recommended format is included as Appendix G. Require submittal of post-construction hydrologic data and hydraulic structure data digitally, in a standardized format. Require submittal of hydrologic/hydraulic data tables in the same format as the XP SWMM program’s input tables (Appendix C), and also require submittal of as-constructed hydraulic/conveyance structure information in the same table format as the Junction and Link spreadsheets (Appendices A-1 and A-2). This requirement will simplify the incorporation of new data into the City’s database and city-wide storm water model. The files should be submitted as Excel (or similar) spreadsheets; the City could provide a blank template. City staff should compare the data tables with the drainage reports and record drawings, and should field-verify the data as time permits. CITY OF BOZEMAN - RATIONAL METHOD WORKSHEET Project Name: Date: Project No: Pond ID No. by: MODIFIED RATIONAL METHOD DATA ENTRY: Q = C i A Q = peak runoff rate (cfs) Input values to green and blue highlighted cells sequentially from top to Spreadsheet Developed by: C = runoff coefficient bottom of worksheet. Read cell notes by moving cursor over cells with i = intensity (in/hr) small red triangle in upper right-hand corner). A = area (acres) PRINTING: Set print area to ≥ 3 lines below where maximum volumes (both triangular and constant release) occur in the "10-Year Detention Volume" table. RUNOFF CALCULATIONS PRE- & POST-DEVELOPMENT RUNOFF City of Bozeman 10 - year design storm Rainfall Intensity - Duration Curves i = A (Tc/60) B i = intensity (in/hr) PRE-DEVELOPMENT: Tc = time of concentration (min) Basin Area = 2.62 acres Recurrence Variables Interval (yrs) A B Time of Concentration = 28.0 min. 2 0.36 -0.60 5 0.52 -0.64 Composite Runoff Coefficient = 0.20 10 0.64 -0.65 25 0.78 -0.64 Intensity coeff. A = 0.64 50 0.92 -0.66 Intensity coeff. B = -0.65 100 1.01 -0.67 Intensity (i) = 1.05 in/hr 10 - yr Peak Runoff (PRE) = 0.55 CFS PEAK RUNOFF RESULTS Recurrance Pre-Development Post-Development POST-DEVELOPMENT: Interval Intensity Peak Intensity Peak (yrs) (in/hr) Runoff (cfs) (in/hr) Runoff (cfs) Basin Area = 2.62 AC 2 0.57 0.30 0.77 1.39 5 0.85 0.44 1.17 2.12 Time of Concentration = 16.9 MIN 10 1.05 0.55 1.46 2.64 25 1.27 0.67 1.75 3.17 Composite Runoff Coefficient = 0.69 50 1.52 0.80 2.12 3.84 100 1.68 0.88 2.36 4.27 Intensity (i) = 1.46 in/hr 10 - yr Peak Runoff (POST) = 2.64 CFS 10-YR DETENTION VOLUME CALCULATIONS DISCHARGE STRUCTURE CALCULATIONS Duration Increment = 1.00 min. WATER QUALITY (WQ) CONTROL STRUCTURE (ORIFICE): 10-yr. Maximum Depth = 1.5 ft. Required WQ Storage Volume = 2,378 cu. ft. 10-YR VOLUME RESULTS: WQ Orifice Elevation = 100.00 Average Volume = 10-Yr Volume = cu. ft. Max. WQ Headwater Depth = 0.50 ft. Horizontal Orifice: Max. Volumes (cu. ft.) Circular: Diameter = 1.290 in. 1,943 Square: Sides = in. Triangular Constant Rectangular: Length = in. Duration Intensity Qp Release Release Width = in. (min.) (in/hr) (cfs) Pond Volume (cu. ft.) Area = 1.307 sq. in. 16.06 1.51 2.73 1,650 17.06 1.45 2.62 1,678 CIRCULAR ORIFICE 18.06 1.40 2.53 1,703 Peak Discharge Rate = 0.0312 cfs 19.06 1.35 2.44 1,727 Maximum WQ Discharge Rate = 0.0315 cfs 20.06 1.30 2.36 1,748 Acceptable Percentage Below 2,194 CITY OF BOZEMAN - RATIONAL METHOD WORKSHEET Project Name: Date: Project No: Pond ID No. by: 21.06 1.26 2.29 1,768 Maximum WQ Discharge Rate = 5.0 % 22.06 1.23 2.22 1,786 Maximum WQ WSEL = 100.50 10-YR DETENTION VOLUME CALCS (cont'd) DISCHARGE STRUCTURE CALCS (cont'd) Triangular Constant 10-YEAR CONTROL STRUCTURE (ORIFICE): Duration Intensity Qp Release Release (min.) (in/hr) (cfs) Pond Volume (cu. ft.) Horizontal Orifice: 23.06 1.19 2.15 1,803 Circular: Diameter = 4.320 in. 24.06 1.16 2.10 1,819 Square: Sides = in. 25.06 1.13 2.04 1,833 Rectangular: Length = in. 26.06 1.10 1.99 1,846 Width = in. 27.06 1.07 1.94 1,859 Area = 14.657 sq. in. 28.06 1.05 1.90 1,870 10-yr Outlet Elevation = 100.50 29.06 1.03 1.85 1,880 Max. 10-yr Headwater Depth = 1.00 ft. 30.06 1.00 1.81 1,889 31.06 0.98 1.78 1,897 CIRCULAR ORIFICE 32.06 0.96 1.74 1,905 Peak Discharge Rate = 0.494 cfs 33.06 0.94 1.70 1,911 Allowable Discharge Rate = 0.496 cfs 34.06 0.92 1.67 1,917 Acceptable Percentage Below 35.06 0.91 1.64 1,923 Allowable Discharge Rate = 2.0 % 36.06 0.89 1.61 1,927 Maximum 10-yr WSEL = 101.50 37.06 0.88 1.58 1,931 38.06 0.86 1.56 1,934 39.06 0.85 1.53 1,937 40.06 0.83 1.50 1,939 10-YR RISER ELEVATION (APPROXIMATE TOP OF 25-YR STORAGE): 41.06 0.82 1.48 1,941 42.06 0.81 1.46 1,942 Assumed Increase in HW Depth = 0.50 ft. 43.06 0.79 1.44 1,943 Flow Rate through WQ inlet = 0.062 cfs 44.06 0.78 1.41 1,943 Flow Rate through 10-yr inlet = 0.605 cfs 45.06 0.77 1.39 1,942 Total Flow Rate = 0.668 cfs 46.06 0.76 1.37 1,941 25-yr Peak Runoff (pre-development) = 0.666 cfs = Target Discharge Rate 47.06 0.75 1.35 1,940 Acceptable Percentage Above 48.06 0.74 1.34 1,939 Target Discharge Rate = 1.0 % 49.06 0.73 1.32 1,937 Min. Top of 10-yr Riser Elevation = 102.00 50.06 0.72 1.30 1,934 51.06 0.71 1.29 1,931 52.06 0.70 1.27 1,928 53.06 0.69 1.25 1,925 DISCHARGE PIPE AND 10-YR RISER SIZING: 54.06 0.68 1.24 1,921 55.06 0.68 1.22 1,917 Discharge Pipe & 10-yr Riser Diameter = 12.00 in. 56.06 0.67 1.21 1,912 Pipe Length = 24.00 ft. 57.06 0.66 1.20 1,907 Approximate 25-yr Headwater Depth = 1.50 ft. 58.06 0.65 1.18 1,902 Mannings "n" = 0.012 59.06 0.65 1.17 1,897 Entrance Loss Coefficient Ke = 0.50 60.06 0.64 1.16 1,891 Pipe Slope = 1.00 % 61.06 0.63 1.14 1,885 25-yr Post-Development Peak Runoff = 3.17 cfs 62.06 0.63 1.13 1,879 Calculated Peak Discharge = 3.71 cfs 63.06 0.62 1.12 1,872 64.06 0.61 1.11 1,865 65.06 0.61 1.10 1,858 66.06 0.60 1.09 1,851 100-YEAR CONTROL STRUCTURE (SPILLWAY): 67.06 0.60 1.08 1,843 68.06 0.59 1.07 1,836 Circular Riser: Diameter = in. 69.06 0.58 1.06 1,828 Rectangular Weir: 70.06 0.58 1.05 1,819 Sharp-Crested Length = ft. CITY OF BOZEMAN - RATIONAL METHOD WORKSHEET Project Name: Date: Project No: Pond ID No. by: 88.06 0.50 0.90 1,638 89.06 0.50 0.90 1,627 90.06 0.49 0.89 1,615 91.06 0.49 0.88 1,603 92.06 0.48 0.88 1,591 93.06 0.48 0.87 1,579 94.06 0.48 0.86 1,566 95.06 0.47 0.86 1,554 96.06 0.47 0.85 1,541 97.06 0.47 0.85 1,529 98.06 0.47 0.84 1,516 99.06 0.46 0.84 1,503 100.06 0.46 0.83 1,490 101.06 0.46 0.82 1,476 102.06 0.45 0.82 1,463 103.06 0.45 0.81 1,449 104.06 0.45 0.81 1,436 105.06 0.44 0.80 1,422 106.06 0.44 0.80 1,408 107.06 0.44 0.79 1,394 108.06 0.44 0.79 1,380 109.06 0.43 0.78 1,366 110.06 0.43 0.78 1,352 111.06 0.43 0.78 1,337 112.06 0.43 0.77 1,323 113.06 0.42 0.77 1,308 114.06 0.42 0.76 1,294 115.06 0.42 0.76 1,279 116.06 0.42 0.75 1,264 3,031 3,033 3,035 3,037 3,039 3,041 3,043 3,044 3,046 3,047 3,048 3,050 3,050 3,051 3,052 3,053 3,053 3,054 3,054 3,054 3,054 3,054 3,054 3,054 3,054 3,053 Bozeman Storm Water Facilities Plan Chapter 4. National Pollutant Discharge Elimination System Phase 2 Permit Compliance Chapter 4: National Pollutant Discharge Elimination System Phase 2 Permit Compliance Table of Contents 4.1 Introduction ........................................................................................................................ 4-1 4.2 Water Quality Issues .......................................................................................................... 4-1 4.2.1 Water Quality.................................................................................................................. 4-2 4.2.2 Possible Pollutant Sources............................................................................................ 4-4 4.3 NPDES Permit Application ............................................................................................. 4-5 4.3.1 Minimum Control Measures ........................................................................................ 4-5 4.3.2 Minimum Control Measure 1 – Public Education and Outreach on Storm Water Impacts.......................................................................................................................................... 4-6 4.3.3 Minimum Control Measure 2 – Public Participation and Involvement .............. 4-11 4.3.4 Minimum Control Measure 3 – Illicit Discharge Detection and Elimination .... 4-15 4.3.5 Minimum Control Measure 4 – Construction Site Storm Water Runoff Control ..4- 21 4.3.6 Minimum Control Measure 5 – Post-Construction Storm Water Management 4-25 4.3.7 Minimum Control Measure 6 – Pollution Prevention and Good Housekeeping for Municipal Operation ................................................................................................................. 4-28 4.4 Reporting Requirements.................................................................................................. 4-31 4.4.1 Sampling........................................................................................................................ 4-32 4.5 Co-Permitting.................................................................................................................... 4-34 4.5.1 Montana State University............................................................................................ 4-34 4.5.2 Montana Department of Transportation ................................................................. 4-35 4.5.3 Gallatin Local Water Quality District ....................................................................... 4-36 4.6 Summary ............................................................................................................................ 4-37 Tables Table 4.2- 1 2006 Water Quality Information ............................................................................. 4-3 Table 4.2- 2Primary Pollutants of Concern in Urban Runoff................................................... 4-5 Table 4.3-1 Public Outreach Activities and Targeted Audiences ............................................. 4-8 Table 4.3- 2 Minimum Control Measure No. 1 - Public Outreach and Education ............. 4-11 Table 4.3- 3 Minimum Control Measure No. 2 - Public Participation and Involvement ... 4-14 Table 4.3- 4 Example Disposal Options for Non-Storm Discharges.................................... 4-17 Table 4.3- 5 Minimum Control Measure No. 3 - Illicit Discharge Detection and Elimination .......................................................................................................................................................... 4-21 4-i Bozeman Storm Water Facilities Plan 4-ii Table 4.3- 6 Minimum Control Measure No. 4 - Construction Site Storm Water Runoff Control............................................................................................................................................. 4-24 4.3-7 Minimum Control Measure No. 5 – Post Construction Storm Water Management 4-27 4.3-8 Minimum Control Measure No. 6 – Pollution Prevention and Good Housekeeping for Municipal Operation...................................................................................................................... 4-31 Table 4.4-1 Testing Parameters and Median Concentrations.................................................. 4-32 Table 4.4-2 2005 Storm Water Quality Testing......................................................................... 4-33 Table 4.5-1 MSU Phase 2 Permit Activities ............................................................................... 4-35 Table 4.5-2 GLWQD Phase 2 Permit Activities ....................................................................... 4-37 Table 4.6-1 Total Annual Cost for Permit Process................................................................... 4-38 Chapter 4: National Pollutant Discharge Elimination System Phase 2 Permit Compliance 4.1 Introduction The Phase 2 storm water rule will have a dramatic impact on the way the City of Bozeman manages storm water. In April 2002, the City was notified it would be required to obtain a National Pollution Discharge Elimination System (NPDES) storm water permit for lawful discharge of City runoff into local waterways. As a result of these regulations, the City will be required to implement a program aimed at reducing pollutants in urban storm drainage to the maximum extent practicable. The permit is largely programmatic with the City essentially writing its own approach to meeting minimum requirements set by Montana Department of Environmental Quality (MDEQ). The MDEQ General Permit requires the City to implement a storm water program over five years that includes the following six minimum control measures: 1. Public Education and Outreach on Storm Water Impacts 2. Public Involvement/Participation 3. Illicit Discharge Detection and Elimination 4. Construction Site Storm Water Runoff Control 5. Post Construction Storm Water Management in New Development and Redevelopment 6. Pollution Prevention/Good Housekeeping for Municipal Operations The program must include the development and implementation of best management practices (BMPs) and measurable goals for each minimum control measure. The Phase 2 rule will require the City devote significant staff time to management of the storm drainage system, document its maintenance procedures, sample outfalls, and record water quality information. Additional management tasks may include construction site inspection, erosion and sedimentation control plan review, screening for illicit connections and adopting new ordinances. The following chapter describes in detail those requirements along with costs associated with compliance. The City’s permit will apply only to the area within City limits. The Phase 2 permit application was submitted in March of 2003. Because MDEQ had not yet issued its general permit at this time, the City relied on the federal regulatory language in completing the application. In November of 2004, MDEQ issued its draft general permit. The general permit included many additional requirements not described in the federal language. This chapter presents both activities included in the original permit application as well as those required by the general permit. 4.2 Water Quality Issues The main goal of the Phase 2 storm water rule is to protect and improve water quality. It requires cities to develop, implement, and enforce a management program to reduce the discharges of pollutants to the maximum extent practicable, protect water quality, and satisfy the appropriate water quality requirements of the Montana Water Quality Act. 4-1 Bozeman Storm Water Facilities Plan 4.2.1 Water Quality Storm water from the City discharges primarily into Spring Creek, Bozeman Creek, Bridger Creek and the East Gallatin River, as well as a number of smaller discharges. The East Gallatin was assessed for water quality impairment in 2005. It will likely be listed as impaired for nutrients. Since the release of this draft report, MDEQ has released the draft 2006 305(b)/303(d) list of impaired waters. The East Gallatin River is listed in four segments, each of which has its own impairment causes and beneficial use information. As shown in Table 4.2-1, probable causes of Nitrogen and Phosphorus impairment includes grazing in riparian or shoreline zones, municipal (urbanized high density area), residential districts, and yard maintenance. There are several impaired streams on MDEQ’s 303d list (shown in red) 4-2 Chapter 4: National Pollutant Discharge Elimination System Phase 2 Permit Compliance 4-3 Table 4.2- 1 2006 Water Quality Information Water Information Name East Gallatin River Location East Gallatin River, headwaters to Bridger Creek Basin Upper Missouri Size (Miles/Acres) 7 Ecoregion Middle Rockies County Gallatin Water Quality Category 5 – One or more uses are impaired and a TMDL is required. Beneficial Use Support Information Use Name Fully Supporting Partially Supporting Not Supporting Threatened Insufficient Information Not Assessed Agricultural X Aquatic Life X Cold Water Fishery X Drinking Water X Industrial X Primary Contact Recreation X Impairment Information Probable Causes Probable Sources Associated Uses TMDL Completed? Nitrogen (Total) Grazing in Riparian or Shoreline Zones Municipal (Urbanized High Density Area) Residential Districts Yard Maintenance Aquatic Life Cold Water Fishery No Phosphorus (Total) Grazing in Riparian or Shoreline Zones Municipal (Urbanized High Density Area) Residential Districts Bozeman Storm Water Facilities Plan 4-4 applied to all areas. This may not be possible or practical given constraints associated with available land area and existing infrastructure. The estimated load reductions may be an overestimate.” It is likely that the City of Bozeman will need to implement BMPs to reduce potential pollutants from urban areas. Properly designed urban Best Management Practices (BMPs), such as wet detention basins, infiltration trenches, infiltration basins, and vegetated filter strips, have exhibited removal efficiencies of 40 to 80% for total phosphorus and total nitrogen (Schueler, 1987). BMPs have been developed as part of this facility plan and are included in Appendix D. 4.2.2 Possible Pollutant Sources Since runoff quality exceeded TSS, nutrient, COD and allowed grease standards, runoff quality in Bozeman is likely impacted by a broad range of areas, including parking lots, construction sites, residential areas, streets and highways and others. Table 4.2-2 shows a matrix of types of pollutants emerging from the sources of concern in the Bozeman area. These sources will be targeted in the BMP selections described in the following sections. Chapter 4: National Pollutant Discharge Elimination System Phase 2 Permit Compliance 4-5 Six Minimum Control Measures: 1. Public Education and Outreach on Storm Water Impacts 2. Public Involvement/Participation 3. Illicit Discharge Detection and Elimination 4. Construction Site Storm Water Runoff Control 5. Post Construction Storm Water Management in New Development and Redevelopment 6. Pollution Prevention/Good Housekeeping for Municipal Operations Table 4.2- 2Primary Pollutants of Concern in Urban Runoff Pollutant Source/ Activity Nutrients (Nitrogen and Phosphorus) Pathogens (fecal coliform) Sediments (TSS) Oxygen- Demanding Substances (COD/BOD) Floatable (oil and grease) Restaurants X X Parking Lots X X Residential Dwellings X X X X Parks/Open Spaces X X X X X Construction Sites X X X City Shops X X Streets and Highways X X X X Golf Courses X X X Car Washes X X Commercial and Industrial Areas X X Information modified from: Model of Urban Runoff Program: State of California 4.3 NPDES Permit Application The following section describes the language in the MDEQ permit, the activities included in the May 2003 application, additional activities required to meet the new draft permit, and costs and staff hours associated with each task. 4.3.1 Minimum Control Measures Bozeman Storm Water Facilities Plan 4-6 4.3.2 Minimum Control Measure 1 – Public Education and Outreach on Storm Water Impacts The goal of this minimum control measure is to improve runoff water quality by raising public awareness. The permit language is shown in italics followed by the City’s response in standard text. The permit reads: The permittee shall document the decision process used for the development of a storm water public education and outreach program. The rationale statement must address both the overall public education program and the individual BMPs, measurable goals and responsible persons/positions for the program. The rationale statement must include the following information, at a minimum: Identify how the permittee plans to inform individuals and households about the steps they can take to reduce storm water pollution. Identify how the permittee plans to inform individuals and groups on how to become involved with the Storm Water Management Program (SWMP) (with activities such as local stream and beach restoration activities). Identify the target audiences for the education program which are likely to have significant storm water impacts (including commercial, industrial, and institutional entities) and why those target audiences were selected. Identify the target pollutant sources the public education program is designed to address. Identify the outreach strategy, including the mechanisms (e.g., printer brochures, newspapers, media, workshops, etc.) to be used to reach the target audiences, and how many people are expected to be reached by the outreach strategy over the initial five-year permit term. The water quality data indicated traditional sources (parking lots, residential dwellings, and streets), along with residential construction were likely to impact water quality. The City’s strategy to meet these requirements is to provide information to a broad range of audiences. Table 4.3-1 (Public Outreach Activities and Targeted Audiences) lists various activities and identifies their target audiences. These activities are designed to raise awareness and reduce discharge of sediments, metals, and nutrients, and include the following. • Storm Water Information Brochures • Utility Inserts • Website • Storm Drain Decal Program • Volunteer Program • Special Community Events • Teacher/Training Workshops Brochure: The Gallatin Local Water Quality Protection Department (GLWQPD) has many water quality related brochures, but none address storm water specifically. A new brochure is being developed and is nearly complete. This brochure describes the Phase 2 Program and the City’s storm water plan. The new brochure will be distributed at public presentations, at the Gallatin County Fair, the City/County building, and on the City’s website. It may be Chapter 4: National Pollutant Discharge Elimination System Phase 2 Permit Compliance 4-7 used as the utility bill insert as well. It is estimated that 80 hours of staff time will be needed to develop the brochure, work with a local printer, and distribute. The estimated direct cost is $5,000 initially and $2,000 per year thereafter. The brochure will be maintained throughout the permit cycle. The target audience is the general population, and it is estimated 200 people per year will be affected. Bozeman Storm Water Facilities Plan 4-8 Table 4.3-1 Public Outreach Activities and Targeted Audiences Audiences Activity/Task Residents Socioeconomic Group Children Business Industry Construction/New Development Community Groups Media (PSAs) Municipal Personnel Officials/Regulators Allied Organizations COMMUNITY OUTREACH Storm Water Information Brochures X X X X X X X X X X X Interactive Model X X X X X X Fact Sheets X X X X X X X X Tip Sheets X X X Utility Inserts X X Door Hangers X X Direct Mail Campaign X X Newsletter X X Educational Video X X X X X X X X X Interested Parties Database X X X X X X X X X Website X X X X Community Grant Program X X X X Storm Drain Decals Program X X X X X X X X X X X VIP Breakfast and Tour X X X X Amateur Photo Contest X X X X Speakers Bureau: Community Group Focus X Volunteer Program X X X Best (No) Pest Gardening Contest X X X Special Community Events X X X X Celebrity Spokespersons X X CHILDERN'S OUTREACH Coloring Books/Poster Contest X Chapter 4: National Pollutant Discharge Elimination System Phase 2 Permit Compliance 4-9 Table 4.3-1 Public Outreach Activities and Targeted Audiences Audiences Activity/Task Residents Socioeconomic Group Children Business Industry Construction/New Development Community Groups Media (PSAs) Municipal Personnel Officials/Regulators Allied Organizations Restaurant Table Mats X X Children's Television Club X X Teacher Training/Workshops X Science Fairs/Projects X X Calendars X Field Trips X OUTREACH TO POLITICAL OFFICALS/REGULATORS City Council Presentations X Presentations to Regulators X OUTREACH TO MUNICIPAL PERSONNEL Educational Workshops for Municipal Personal X COORDINATION WITH ALLIED ORGANIZATIONS Coordinate with NPDES Permittees X Coordinate with Regional Organizations X Website: Information regarding the Storm Water Management Program has been prepared, and can be viewed on the City of Bozeman’s existing website. This information will be updated annually by the Engineering Department to increase awareness, understanding, and support about the impacts of storm water discharges on local water bodies. A web link to the Montana State University (MSU) Extension Service catalog will also be placed on the City of Bozeman’s storm water website. The catalog provides a list of practical and useful publications and videos available from the MSU Extension Office pertaining to: guidelines and water quality impacts of the use of fertilizers and pesticides; correcting environmental hazards; preventing pollution from storm water runoff; water quality BMPs; control of road dust; and dealing with used motor oil and other auto wastes. Bozeman Storm Water Facilities Plan It is estimated that 80 hours of staff time will be required to develop the information and post on the website, and the site may reach 100 people. The website will be maintained throughout the permit cycle. Utility Bill Insert: Information about the Phase 2 program and Storm Water Management Plan will be included in utility bills to raise support for storm water management and to create support for funding storm water activities. The first year, the insert will be the brochure described above. The remainder of the permit cycle may use other material, as appropriate. The staff time associated with this task is 80 hours per year. The estimated direct cost is $3,000. It is anticipated to reach 8,500 utility bill customers. Presentations: The City will develop a short presentation appropriate for school age children on the impacts of storm water on water quality. The estimated staff time for this task is 40 hours per year. The target audience is children and active community members. Approximately 100 children per year will be affected. Display Booth: The Gallatin Local Water Quality District (GLWQD) currently sets-up an educational and information display booth at the Gallatin County Fair containing brochures/fact sheets on water quality and household hazardous waste. Information regarding Phase 2 and the City’s Storm Water Management Program will be added to this educational display booth by the Engineering Department. The estimated staff time to add information to the display is 16 hours per year. The target audience is the general public. Approximately 500 people are expected to view the display annually. The permit requires identification of who is responsible for implementation and description of how success will be measured. The City is responsible for the overall management and implementation of the program, except for the booths at the Gallatin County Fair, which will be managed by the GLWQD. The success of this minimum control measure will be evaluated by completion of the measurable goals in Table 4.3-2. The estimated cost for this control measure is shown in Table 4.3-2. The total is approximately $64,000, and about 1,400 hours over 5 years (280 hours per year). 4-10 Chapter 4: National Pollutant Discharge Elimination System Phase 2 Permit Compliance 4-11 Table 4.3- 2 Minimum Control Measure No. 1 - Public Outreach and Education Year Total Measurable Goal Primary Responsible Entity 1 2 3 4 5 Brochure: will be developed Hours 80 80 80 80 80 400 by December 2006 and utilized annually. COB Direct Cost* $5,000 $2,000 $2,000 $2,000 $2,000 $13,000 Website: Storm water Hours 80 80 80 80 80 100 information will be contained on the City of Bozeman’s website and reviewed annually, by December 2006. COB Direct Cost $0 $0 $0 $0 $0 $0 Utility Bill Insert: Hours 80 80 80 80 80 400 distributed once per year, by Dec. 2006. COB Direct Cost $3,000 $0 $0 $0 $0 $0 Presentations: Three Hours 0 40 40 40 40 160 presentations will be conducted at clubs/schools annually, starting in December 2006. COB Direct Cost $0 $0 $0 $0 $0 $0 Display Booth: An Hours 0 16 16 16 16 64 educational display booth will be set up at the Gallatin County Fair annually, starting in December 2006. GLWQD/ COB Direct Cost $0 $0 $0 $0 $0 $0 Total Estimated Staff Hours for MCM No. 1 240 296 296 296 296 1424 Total Estimated Staff Cost for MCM No. 1 $6,000 $7,400 $7,400 $7,400 $7,400 $35,600 Total Estimated Direct Cost for MCM No. 1 $8,000 $5,000 $5,000 $5,000 $5,000 $28,000 Total Estimated Cost for MCM No. 1 $14,000 $12,400 $12,400 $12,400 $12,400 $63,600 COB = City of Bozeman MCM = Minimum Control Measure GLWQD =Gallatin Local Water Quality District *Direct costs are exclusive of hours, and include material costs such as printing, presentation material, production cost for stencils, etc. 4.3.3 Minimum Control Measure 2 – Public Bozeman Storm Water Facilities Plan The permittee shall document the decision process for the development of a storm water public involvement/participation program. The rationale statement must address both the overall public involvement/participation program and the individual BMPs, measurable goals, and responsible persons/positions for this program. The rationale statement must include the following information, at a minimum: Identify how the public was involved in the development and submittal of the permit application and the SWMP. Identity plans to actively involve the public in the development and implementation of the SWMP. Identify the target audiences for the public involvement program, including a description of the types of ethnic and economic groups engaged. The permittee is encouraged to actively involve all potentially affected stakeholder groups, including commercial and industrial businesses, trade associations, environmental groups, homeowners associations, and educational organizations, among others. Identify the types of public involvement activities included in this program. Where appropriate, consider the following types of public involvement activities: o Citizen Representatives on a storm water management panel; o Public hearings; o Working with citizen volunteers willing to educate others about the program; and o Volunteer monitoring or stream/beach clean-up activities. The City agreed to utilize three public involvement activities, including workshops with the City commission and the development of a storm drain decal program. The City currently operates a Clean Up Day run by the Bozeman Beautification Advisory Board. Workshop: One workshop will be conducted during a City Commission meeting by the Engineering Department to provide information and annual updates regarding Phase 2 and the City’s Storm Water Management Program to increase awareness, understanding and support of the program. Public input and discussion regarding the City’s Storm Water Management Program, including best management practices, will be encouraged. The estimated annual staff time associated with this activity is 16 hours per year. Decal Plan: A Storm Drain Stenciling Program was conducted on City of Bozeman storm drains in 1996 by The Montana Watercourse, a public service organization based at Montana State University. The program was entitled, “We All Live Downstream.” Under this program a logo was sprayed in blue paint on the sidewalk adjacent to storm sewer inlets. Public service announcements and articles were distributed to various media sources to promote the program and increase awareness. The 1996 Storm Drain Stenciling Program will most likely not be continued. Instead, Storm Drain Decals will be used. An excess of 500 “Drains to Bozeman Creek” decals as well as others have been ordered. The 1996 Storm Drain Stenciling Program will be reviewed and a plan prepared to conduct a similar Storm Drain Decal Program by the Engineering Department, with assistance from the GLWQD. The plan will identify volunteer groups, schools, and universities interested in assisting in the program, a tentative program schedule, methods of advertising the program, and the proposed number of storm drains to be decaled. The plan will be prepared in Year 3 of the permit cycle. Approximately 80 hours is budgeted for this task. 4-12 Chapter 4: National Pollutant Discharge Elimination System Phase 2 Permit Compliance 4-13 Decal Brochure: A Storm Drain Decal Program brochure will be developed by the Engineering Department, and reviewed by the GLWQD, to increase awareness and support for the Storm Drain Decal Program. The brochure will be developed in Year 4 to help support the program. Approximately 40 hours are budgeted to develop this brochure. Decal Program: The Storm Drain Decal Program will be conducted in Year 4 by the Engineering Department, with assistance from the GLWQD and local volunteers, in accordance with the Storm Drain Decal Program Plan. The program will be conducted in Year 4. An estimated 80 hours of staff time will be required for managing and conducting the program. The Decals will cost $5 each, resulting in a total cost of $2,500 for 500 Decals. Clean-Up Day: The Bozeman Beautification Advisory currently conducts a clean-up day using community volunteers. MSU campus cleanup participates as a part of this program. The program is conducted once per year in late spring. The clean-up consists of removing any garbage found in and along waterways, streets, parking lots, open spaces, and park facilities on campus. Material picked up during the clean- up is placed in garbage bags and picked up by the ground crews. Garbage is taken to a landfill for disposal. Minimal City staff time will be required for handling of the activity entry into the permit annual report. The City’s Engineering Department will head up the public meetings and will collaborate with the GLWQD for the decal program. The Bozeman Beautification Advisory will continue to take responsibility for the community clean-up program. The success of this minimum control measure will be evaluated by completion of the measurable goals summarized in Table 4.3-3. The cost of this measure is about $8,000, and 300 hours over 5 years (80 hours per year), detailed in Table 4.3-3. Bozeman Storm Water Facilities Plan Table 4.3- 3 Minimum Control Measure No. 2 - Public Participation and Involvement Year Total Measurable Goal Primary Responsible Entity Assistant Responsible Entity 1 2 3 4 5 Workshop: A storm Hours 16 16 16 16 16 80 water workshop will be conducted at a City Commission Meeting, annually, starting in December 2006. COB --- Direct Cost* $0 $0 $0 $0 $0 $0 Decal Plan: A Storm Hours 0 0 80 0 0 80 Drain Decal Program Plan will be prepared by December 2007. COB GLWQD Direct Cost $0 $0 $0 $0 $0 $0 Decal Brochure: A Hours 0 0 0 40 0 40 Storm Drain Decal Program Brochure will be developed and utilized by December 2008. COB GLWQD Direct Cost $0 $0 $0 $500 $0 $500 Decal Program: A Hours 0 0 0 80 0 80 Storm Drain Decal Program will be conducted by December 2009. COB MSU Direct Cost $0 $0 $0 $2,600 $0 $2,600 Clean-Up Day: The Hours 4 4 4 4 4 20 Bozeman Beautification Advisory will Continue to conduct community cleanup day per year using community volunteers. GLWQD/ COB --- Direct Cost Chapter 4: National Pollutant Discharge Elimination System Phase 2 Permit Compliance 4-15 4.3.4 Minimum Control Measure 3 – Illicit Discharge Detection and Elimination The goal of this minimum control measure is to eliminate illicit discharges to the storm water system. An illicit connection is “a point source discharge of pollutants to separate storm drain systems which is not composed entirely of storm water and not authorized by an NPDES permit.” Examples of illicit discharges are: effluent from septic tanks, sanitary wastewater, improper oil disposal, radiator flushing disposal, and improper disposal of hazardous materials. Permit text, shown in italics, reads as follows: The permittee shall document the decision process used for the development of a storm water illicit discharge detection and elimination program. The rationale statement must address both the overall illicit discharge detection and elimination program and the individual BMPs, measurable goals, and responsible persons/positions for this program. The rationale statement must include the following information, at a minimum: Identify how a storm sewer map showing the location of all outfalls and the names and location of all receiving waters was developed. Describe the sources of information used for the maps, and how verifying the outfall locations with field surveys are planned. If the map is already completed, describe how this completed map was developed. Also, describe how the map will be regularly updated. Completion of this master plan included a significant mapping task. The estimated cost of the mapping, system modeling, and preparation of the permit application for this Facilities Plan is $180,000. Map Updates: The City’s storm drain map is being developed in an ongoing process. As new facilities are constructed, they will be integrated into the City GIS system. As part of this master planning effort, the City recently completed the process of entering spatial information from the storm water network into the GIS system. Vertical data was collected with GPS in one pilot basin. The pilot basin is described in more detail in Chapter 2 (System Analysis). Annually, the City will select an area in which to collect more detailed data. An estimated 200 hours of staff time per year will be directed to this task. Identify the mechanism (ordinance or other regulatory mechanism) which will be used to effectively prohibit illicit discharges into the MS4 [Municipal Separate Storm Sewer System] and why that mechanism was chosen. If this mechanism needs to be developed, describe the plan and a schedule to do so. If an ordinance or regulatory mechanism is already developed, include a copy of the relevant sections with the program. Identify the plan, to ensure through appropriate enforcement procedures and actions, by which the illicit discharge ordinance (or other regulatory mechanism) will be implemented. The City of Bozeman has an illicit discharge ordinance currently in place for Bozeman Creek. The existing ordinance reads as follows: Dumping items into channel or polluting creek is prohibited. No person, firm, corporation, or association, nor any employee or agent of any person, firm, corporation or association, shall throw, conduct, convey or deposit or cause to be thrown, conducted, conveyed or deposited into the channel of Bozeman Creek in its course through the corporate limits of the city, or any part thereof, any paper, offal, rubbish, rags, filth, manure, hay, straw, tin cans, hides, dead animals, or anything whatever causing or tending to cause an obstruction or pollution of Bozeman Creek within the corporate limits of the City. Bozeman Storm Water Facilities Plan 4-16 The language in the rule requires the City to prohibit non-storm water discharges along with implementing enforcement actions. For example, a large dump of sediment may not be deemed pollution, but is a non-storm water discharge and would have an adverse impact on water quality. It would be beneficial to change the language to “non-storm water discharge” and more clearly delineate permissible and non-permissible discharges. In addition, the existing ordinance does not identify specific enforcement procedures and actions as required by the permit. NPDES Materials includes a model illicit discharge ordinance developed by the EPA. Table 4.3-4 shows how Phase 1 municipalities have handled a variety of non-storm discharges. The City already uses most of the preferred disposal options. No major operational changes are needed. The City can use this table and the model ordinance in drafting a modification to the storm water ordinance to determine which discharges to allow unconditionally, which to ban, and which to control. The model ordinance in Appendix F (NPDES Materials) is more detailed than the City’s existing ordinance. It includes the following elements: • Lists permissible discharges • Specifically prohibits illicit connections • Allows the City to suspend access to the City storm water system in emergencies • Allows City access to private facilities to investigate illegal spills • Requires implementation of BMPs • Requires discharger to notify City of spills • Specifies enforcement procedures In the permit application, a phased approach is proposed. In Year 3, a draft ordinance will be prepared and by Year 5 the ordinance will be passed and in place. There are 120 staff hours budgeted for this task. Chapter 4: National Pollutant Discharge Elimination System Phase 2 Permit Compliance Table 4.3- 4 Example Disposal Options for Non-Storm Discharges Preferred Disposal Options Type of Discharge When is the Discharge to the Storm Sewer Permissible? Storm Drain Sanitary Sewer Recycle/ Reuse Hazardous Waste or Other Disposal Residential lawn irrigation Always X Dumping of oil, anti-freeze, paint, cleaning fluids Never X X Residential car washing Always, but not recommended X Commercial car wash Never X X Industrial dischargers (excluding cooling water) Never X X X When above pretreatment limits Swimming pool water Only when dechlorinated X X Water line flushing Anytime after initial flush X X Fire fighting flows Emergency only X X When heavily contaminated Potable water sources Always X X Uncontaminated foundation drains Always X X Contaminated foundation drains Never X X Pumped groundwater for cleanup operations Only if in compliance with NPDES permit NPDES Bozeman Storm Water Facilities Plan 4-18 Table 4.3- 4 Example Disposal Options for Non-Storm Discharges Preferred Disposal Options Type of Discharge When is the Discharge to the Storm Sewer Permissible? Storm Drain Sanitary Sewer Recycle/ Reuse Hazardous Waste or Other Disposal Roof drains Always permissible except when contaminated or drains industrial area, although discharge to the ground surface where feasible is encouraged X Air conditioner condensate Always X X Wash waters from commercial/industrial facilities Never X Uncontaminated groundwater infiltration Always X X Contaminated groundwater infiltration Only if in compliance with NPDES permit NPDES permit required X Identify the plan to detect and address illicit discharges to the system, including discharges from illegal dumping and spills. This plan must include dry weather field screening for non-storm water flows and field tests of selected chemical parameters as indicators of discharge sources. Field Screening: The City will conduct dry weather field screening of all of its receiving waters over the 5-year permit cycle. The field screening would consist of two City staff walking the stream or ditch banks probing for illicit sources. Guidance on how to conduct the screening and any associated sampling is included in Appendix J. The screening will be conducted (June, July, and/or August). It is estimated that approximately 80 hours of staff field time will be required and an additional 40 hours of office time to document and plan, and an additional 40 hours of GIS time to map any additional features or discharges located. Chapter 4: National Pollutant Discharge Elimination System Phase 2 Permit Compliance If septic discharges are found in the dry weather file screening process, a homeowner inquiry will be conducted as well as an inspection, if needed. No hours or costs have been included for this task, because it may not be needed. The description must address the following, at a minimum; Procedures for locating priority areas which include areas with higher likelihood of illicit connections (e.g., areas with older sanitary sewer lines, for example) and/or ambient sampling to locate impacted reaches. Areas will be prioritized by using the following: • Past complaints • Poor, dry weather water quality (as indicated by sampling data) • Outfall density • Age of development (Described in Chapter 1 Existing System Inventory) • Failing sewers (Described in the Wastewater Facility Plan) • Aging septic systems In addition, past water quality data will be used to determine priority areas. Procedures for tracing the source of an illicit discharge, including the specific techniques the permittee will use to detect the location of the source. If an illicit discharge is found in the field screening process, the City will use one of two main methods to trace an illicit discharge to its source: • Storm Drain Network Investigation – Strategically inspect manholes, by following the discharge up, to isolate the discharge between the two manholes to then conduct an on- site investigation. • On-site Investigation – Dye-, smoke-, or video-testing of a line may be used to find a source. Procedures for removing the source of the illicit discharge. Once a source has been identified, the City will need to determine who is responsible and the best methods to fix it. Method decisions will be made on a case-by-case basis. The authority and responsibility for correction and enforcement will be clearly defined in the ordinance. Procedures for program evaluation and assessment. The success of the program will be judged by the amount of dry weather field screening that is completed each year. All water bodies within the City limits with storm drain discharges will be screened in the 5-year cycle. Identify the plan to inform public employees, businesses, and the general public of hazards associated with illegal discharges and improper disposal of waste. Include in this description how this plan will coordinate with the public education minimum control measure and the pollution prevention/good housekeeping minimum control measure programs. 4-19 Bozeman Storm Water Facilities Plan 4-20 The plan to inform public employees, businesses and general public of the hazards associated with illegal discharges, etc. is included in the public outreach and education section and the pollution prevention/good housekeeping section. Identify who is responsible for overall management and implementation of the storm water illicit discharge detection and elimination program and, if different, who is responsible for each of the BMPs identified for this program. The City Engineering Department will be responsible for overall program management. Identify how the success of this minimum control measure will be evaluated, including how the measurable goals for each of the BMPs were selected. The success of this MCM will be measured by the completion of the measurable goals summarized in Table 4.3.-5 Costs and hours for this measure are shown in Table 4.3-5; there is a cost of about $250,000 and approximately 2,400 hours over 5 years Chapter 4: National Pollutant Discharge Elimination System Phase 2 Permit Compliance 4-21 Table 4.3- 5 Minimum Control Measure No. 3 - Illicit Discharge Detection and Elimination Year Total Measurable Goal Primary Responsible Entity Assistant Responsible Entity 1 2 3 4 5 Map Update: The Hours 200 200 200 200 200 1000 existing map dataset will be updated and revised to include more detailed and more accurate information by December of each year. COB --- Direct Cost* $200 $200 $200 $200 $200 $1,000 Plan Update: The Hours 100 0 0 0 0 100 existing Storm Sewer Master Plan will be updated by December 2006. COB --- Direct Cost $180,000 $0 $0 $0 $0 $180,000 Illicit Discharge Hours 0 0 120 0 0 120 Ordinance: will be prepared for review and adoption by the City of Bozeman Commission by December of 2008. COB --- Direct Cost $0 $0 $0 $0 $0 $0 Field Screening: Hours 160 160 160 160 160 800 Conduct field screening within the City limits of all the City’s receiving waters, by the end of the permit cycle in December of 2009. COB --- Direct Cost $1,500 $500 $500 $500 $500 $3,500 Total Estimated Staff Hours for MCM No. 3 460 360 480 360 360 2,020 Total Estimated Staff Cost for MCM No. 3 $11,500 $9,000 $12,000 $9,000 $9,000 $50,500 Total Estimated Direct Cost for MCM No. 3 $201,500 $500 $500 $500 $500 $203,500 Total Estimated Cost for MCM No. 3 $213,000 $9,500 $12,500 $9,500 $9,500 $254,000 COB = City of Bozeman MCM = Minimum Control Measure *Direct costs are exclusive of hours, and include material costs such as printing, presentation material, production cost for stencils, etc. 4.3.5 Minimum Control Measure 4 – Construction Site Bozeman Storm Water Facilities Plan 4-22 The permittee shall document the decision process used for the development of a construction site storm water control program. The rationale statement must address both the overall construction site storm water control program, and the individual BMPs, measurable goals, and responsible persons/positions for the program. The rationale statement must include the following information, at a minimum: Identify the mechanism (ordinance or other regulatory mechanism) which will be used to require erosion and sediment controls at construction sites and why this mechanism was chosen. If this mechanism needs to be developed, describe the plan and a schedule to do so. If the ordinance or regulatory mechanism is already developed, include a copy of the relevant sections with the SWMP description. The City of Bozeman will rely on the MDEQ’s general permit2 for approval and review of erosion and sedimentation control requirements for construction activities; this general permit was approved by the EPA to be in conformance with NPDES requirements. Developers are required to obtain permit coverage from MDEQ under Chapter 18.78.020 of the unified development ordinance. The MDEQ permitting process is designed to ensure proper erosion and sedimentation control requirements are met to protect water quality. Applicants are required to submit storm water pollution prevention plans (SWPPPs) that are individually reviewed and approved by MDEQ. Since its inception in June 2002, this process has proven effective in ensuring proper erosion and sedimentation control in the City. BMP Manual: In addition, in Appendix D the City has developed a manual of preferred BMPs for erosion and sedimentation control. The manual will be available on the City website and hard copies will be available at the Engineering Department. Developers will be encouraged to use these BMPs in their submittals to MDEQ. Identify the plan to ensure compliance with the erosion and sediment control regulatory mechanism, including the sanctions and enforcement mechanisms to be used to ensure compliance. Describe the procedures for when certain sanctions will be used. Possible sanctions include non-monetary penalties (such as stop work orders), fines, bonding requirements, and/or permit denials for non-compliance. MDEQ Compliance: To ensure compliance with this mechanism, the City should require documentation of an approved MDEQ construction permit before notice to proceed is given for a project. Detailed sanctions for non-compliance with the MDEQ permit include: “Any person who violates any condition of this General Permit is subject to a civil penalty not to exceed $25,000 per day per violation, or an administrative penalty not to exceed $10,000 per day per violation.” The City will notify MDEQ if it becomes aware of a violation. MDEQ will determine appropriate action. Identify the requirements for construction site operators to implement appropriate erosion and sediment control BMPs and control waste at construction sites that may cause adverse impacts to water quality. Such waste includes, but is not limited to, discarded building materials, concrete truck washouts, chemicals, litter, and sanitary waste. 2 MDEQ Authorization to Discharge Under the Montana Pollutant Discharge Elimination System - General Permit for Storm water Discharges Associated with Construction Activity Chapter 4: National Pollutant Discharge Elimination System Phase 2 Permit Compliance The requirements for construction site operators to implement erosion and sedimentation BMPs are described in MDEQ’s general permit2. In the permit application, site operators must describe the BMPs chosen, including where construction waste products are stored. The permit requires site operators to remove significant sediment from the site. Identify the procedures for site plan review, including the review of pre-construction site plans, which incorporate considerations of potential water quality impacts. Describe procedures and the rationale for how certain sites for site plan review will be determined, if not all plans are to be reviewed. Describe the estimated number and percentage of sites which will have pre-construction site plans reviewed. MDEQ has indicated that reliance on the State-administer construction site permit program is not an acceptable way to meet the intent of this regulation. Our alternative approach would be to implement a local, City-administered storm water management permit. The City of Kalispell has taken on a city-administered storm water permit program. The program included all construction sites within city limits, including those with under one acre of disturbance. Permit fees are modest ($10.00 for less than an acre, $45.00 for greater than an acre) and submittal requirements are very simple for small disturbances. (Hand drawn sketches are acceptable). For larger developments, more traditional SWPPP requirements apply. It is estimated that administering a program like this in Bozeman would likely take one full time employee. Details on the Kalispell program are included in Appendix K. Larger sites and sites in close proximity to surface water will be given priority for review. Identify the procedures for receipt and consideration of information submitted by the public. Consider coordinating this requirement with the public education program. Site Inspections: Construction related complaints are directed to the City Engineering Department. The Department will review the complaint, conduct a site visit and take appropriate action as needed. Identify procedures for site inspection and enforcement of control measures, including how sites for inspection will be prioritized. Having a permitting program like the one described above would provide a basis for performing site inspections. In addition to the routine observations of all sites and inspections especially after a storm event of storm water pollution prevention plans in response to observed problems, the City will conduct inspections for water quality concerns in response to any citizen’s complaint. It is estimated that this task would require 400 staff hours a year but could be covered by the one full-time employee hired to administer the permit program. If the City chose to implement a local storm water management permit, the permit map and BMP descriptions would be reviewed as part of the inspection. Enforcement measures would be set in a new city ordinance. Identify who is responsible for overall management and implementation of the construction site storm water control program and, if different, who is responsible for each of the BMPs identified for this program. The City Engineering Department is responsible for implementation of this control measure. Identify how the success of this minimum control measure will be evaluated, including how the measurable goals for each of the BMPs were selected. If the City moves forward with its own permit and inspection program, success would be measured by the number of violations reported in response to inspection and the public 4-23 Bozeman Storm Water Facilities Plan reception of the City permit program. In addition, the City should determine a goal for a ‘low’ percentage of violations or complaints. Annual costs are shown in Table 4.3-6. Table 4.3- 6 Minimum Control Measure No. 4 - Construction Site Storm Water Runoff Control Year Total Measurable Goal Primary Responsible Entity Assistant Responsible Entity 1 2 3 4 5 MDEQ Compliance: Hours 40 40 40 40 40 200 Ensure Site Operators Obtain MDEQ Construction Site Permit Coverage, ongoing. COB --- Direct Cost* $0 $0 $0 $0 $0 $0 Site Inspections: Hours 40 40 40 40 40 200 Perform in Response to Complaints from the Public, ongoing. COB --- Direct Cost $0 $0 $0 $0 $0 $0 BMP Manual: Hours 4 4 4 4 4 20 Prepare BMP Manual by December of 2006. COB --- Direct Cost $20,000 $0 $0 $0 $0 $20,000 Continue to provide Hours 1 or contract for construction site inspection services for all City-owned infrastructures, ongoing. COB --- Direct Cost 1 Administer storm Hours 2080 2080 4160 water management permit and perform construction inspections. COB Direct Cost $50,000 $50,000 $100,000 Total Estimated Staff Hours for MCM No. 4 84 84 84 2,164 2,164 4,580 Total Estimated Staff Cost for MCM No. 4 $2,100 $2,100 $2,100 $2,100 $2,100 $10,500 Chapter 4: National Pollutant Discharge Elimination System Phase 2 Permit Compliance 4-25 4.3.6 Minimum Control Measure 5 – Post-Construction Storm Water Management The goal of this minimum control measure is to develop strategies for planning, design and construction of development to reduce pollutant loads and storm flows after construction is complete. As the City of Bozeman continues to develop, impervious surfaces will continue to replace pervious surfaces. However, regulations are in place that limit runoff from developments to pre-development rates. The text following shows the permit language in italics followed by text describing how the City will meet each requirement. The permittee shall document the decision process used for the development of a post-construction storm water program. The rationale statement must address both the overall post-construction storm water program and the individual BMPs, measurable goals, and responsible persons/positions for the program. The rationale statement must include the following information, at a minimum: Identify how the program to address storm water runoff from new development and redevelopment projects was developed. Include in this description any specific priority areas for this program. Storm water runoff from new development is currently designed and planned as described in the Unified Development Ordinance (UDO). Chapter 5 (Recommended Plan) describes proposed modifications to the City’s existing design approach. Identify how the program will be specifically tailored to the local community, to minimize water quality impacts, and to attempt to maintain pre-development runoff conditions. A BMP manual will be developed in conjunction with this Plan. The manual will include BMPs that are appropriate for cold weather climates and are designed to improve runoff water quality. In addition, the manual will contain BMPs relative to the retention/detention regulations that were specifically tailored to the Bozeman community. Identify any non-structural BMPs in the program, including, as appropriate: Policies and ordinances that provide requirements and standards to direct growth to identified areas, protect sensitive areas such as wetlands and riparian areas, maintain and/or increase open space (including a dedicated funding source for open space acquisition), provide buffers along sensitive waterbodies, minimize impervious surfaces, and minimize disturbance of soils and vegetation; Policies or ordinances that encourage infill development in higher density urban areas, and areas with existing storm sewer infrastructure; Education programs for developers and the public about project designs that minimize water quality impacts; and Other measures such as minimization of the percentage of impervious area after development, use of measures to minimize directly-connected impervious areas, and source control measures often thought of as good housekeeping, preventive maintenance, and spill prevention. Protection of Sensitive Areas: The City’s 2020 Plan provided zoning and guidance to direct ongoing growth in Bozeman, encouraging higher densities where appropriate. Sensitive areas and wetlands were identified. In 2000, Gallatin County passed a $10 million open space bond. In addition, as developments are brought to the development review board, opportunities for green space are discussed. For subdivision, the City requires 0.03 acres of parkland and 150 SF of open space per dwelling unit. In addition, larger development projects are encouraged to provide open space through an incentive system. Bozeman Storm Water Facilities Plan The City of Bozeman has established unique setbacks for watercourses in Gallatin County. For the East Gallatin, the minimum setback is 100 feet from the ordinary high water mark (OHW). For Sourdough, Bozeman and Bridger Creeks, the minimum setback is 75 feet from the OHW. For all other watercourses, there is a minimum 50 feet setback from the OHW. However, if any delineated 100-year floodplain is larger than the setbacks, the setbacks shall extend to the edge of the floodplain. Planting plans are required in riparian areas to further enhance water quality. Wetland setbacks are outlined in detail in the UDO. Identify any structural BMPs in the program, including, as appropriate: Storage practices such as wet ponds and extended-detention outlet structures; Filtration practices such as grassed swales, bioretention cells, sand filters and filter strips; and Infiltration practices such as infiltration basins and infiltration trenches. The City’s BMP manual will identify appropriate long term BMPs for Bozeman, including storage, filtration and infiltration. Identify the mechanisms (ordinance or other regulatory mechanisms) which will be used to address post- construction runoff from new developments and redevelopments and why that mechanism was chosen. If a mechanism needs to be developed, describe the plan and a schedule to do so. If the ordinance or regulatory mechanism is already developed, include a copy of the relevant sections with the program. The UDO and the City Design Standards will continue to be used to address storm water design for new developments as described above. Identify how the long-term operation and maintenance (O&M) of the selected BMPs will be ensured. Options to help ensure that future O&M responsibilities are clearly identified include an agreement between the permittee and another party such as the post-development landowners or regional authorities. The City Development Review Committee requires all new development to submit a Storm Water Drainage/Treatment Maintenance Plan for approval by the City Engineer. This approach has been used for several years. The requirement is documented in the City design standards and specification guidelines. The UDO may need to be updated to reflect this requirement. It is estimated that 40 hours of staff time will be required for this task. To enforce these requirements, the City may consider instituting a periodic inspection program. Identify who is responsible for the overall management and implementation of the post-construction storm water program and, if different, who is responsible for each of the BMPs identified for this program. The overall management and implementation of the post-construction storm water program will be handled by the Engineering Department, with assistance from the Planning Department. The Engineering Department is also responsible for the BMPs selected for this program. Identify how the success of this minimum control measure will be evaluated, including how the measurable goals for each of the BMPs were selected. The success of this minimum control measure will be evaluated by completing the tasks shown in Table 4.3-7. The estimated cost for the development of the Post-Construction Storm Water Management MCM is $40,500 and 420 hours over 5 years. The cost, as show in Table 4.3-7, is mostly staff time and is about $2,000 annually. 4-26 Chapter 4: National Pollutant Discharge Elimination System Phase 2 Permit Compliance 4.3-7 Minimum Control Measure No. 5 – Post Construction Storm Water Management Year Total Measurable Goal Primary Responsible Entity Assistant Responsible Entity 1 2 3 4 5 Protection of Sensitive Hours 0 0 0 0 0 0 Areas: The Bozeman 2020 Community Plan will continue to be in effect annually and will be updated as necessary. COB --- Direct Cost* $0 $0 $0 $0 $0 $0 UDO, which will include Hours 40 40 40 40 40 200 post-construction runoff requirements, will be prepared for review and adoption by the City of Bozeman Commission in the year 2004 and thereafter effective annually. COB --- Direct Cost $0 $0 $0 $0 $0 $0 Unified Development Hours 4 4 4 4 4 20 Ordinance, which will include requirements to ensure long-term operation and maintenance of BMPs, will be prepared for review and adoption by the City of Bozeman Commission in the year 2004 and thereafter effective annually. COB --- Direct Cost $20,000 $0 $0 $0 $0 $20,000 BMP manual will be Hours 0 16 4 4 4 28 completed by December of 2006. COB --- Direct Cost $0 $10,000 $0 $0 $0 $10,000 Total Estimated Staff Hours for MCM No. 4 84 84 84 84 84 420 Total Estimated Staff Cost for MCM No. 4 $2,100 $2,100 $2,100 $2,100 $2,100 $10,500 Total Estimated Direct Cost for MCM No. 4 $20,000 $0 $0 $0 $0 $20,000 Total Estimated Cost for MCM No. 4 $22,100 $12,100 $2,100 $2,100 $2,100 $40,500 COB = City of Bozeman Bozeman Storm Water Facilities Plan 4-28 The storm water system is cleaned once per year and again as conditions dictate. 4.3.7 Minimum Control Measure 6 – Pollution Prevention and Good Housekeeping for Municipal Operation This control measure requires the City to develop and implement an operation and maintenance program with the goal of preventing pollutant runoff from its own municipal operations. The permittee shall document the decision process for the development of a pollution prevention/good housekeeping program for municipal operations. The rationale statement must address both the overall pollution prevention/good housekeeping program and the individual BMPs, measurable goals, and responsible persons/positions for the program. The rationale statement must include the following information, at a minimum: Identify the operation and maintenance program to prevent or reduce pollutant runoff from municipal operations. The program must specifically list the municipal operations which are impacted by this operation and maintenance program. The permittee shall also include a list of facilities or activities (excluding construction) which are owned or operated by the permittee that are subject to the Department’s other MPDES storm water discharge permits, and which discharge into the permitted small MS4. Include the Department’s MPDES permit number for each facility or activity. The City currently has several BMPs in place at its City Shop and fleet management, and employees are trained in proper wastewater disposal techniques. The catch from the wash bay basins are sent to the wastewater treatment plant, the shop complex lot is swept weekly, and oil absorbent floor dry is kept on hand in the vehicle maintenance shop for cleanup of spills. All fuel tanks are concrete encased vaults, and the waste oil tank is in a concrete enclosure. Shop parts washers use only hot water, not solvents, and for asphalt paving operation, only water based tack oil is used. Citrus based cleaners are used for the patching machine and tools. All equipment is also inspected for leaks and repaired if needed, before use. The City initially applied for permit coverage for its Wastewater Treatment Plant (WWTP). However, there are no outfalls for drainage from the WWTP site and the City issued a letter to MDEQ indicating its opinion that a permit should not be required. Identify any government employee training program which will be used to prevent and reduce storm water pollution from activities such as park and open space maintenance, vehicle fleet and building maintenance, new construction and land disturbances, and storm water system maintenance. Describe any existing, available materials which are planned to be used. Describe how this training program will be coordinated with the outreach programs developed for the public information minimum control measure and the illicit discharge minimum control measure. The program description must specifically address the following areas: Maintenance activities, maintenance schedules, and long-term inspection procedures for controls to reduce floatables and other pollutants to the permitted MS4. Controls for reducing or eliminating the discharge of pollutants from streets, roads, highways, municipal parking lots, maintenance and storage yards, waste transfer stations, vehicle fleet or Chapter 4: National Pollutant Discharge Elimination System Phase 2 Permit Compliance maintenance shops with outdoor storage areas, salt/sand storage locations, and snow disposal areas operated by the permittee. Procedures for the proper disposal of waste removed from the permitted small MS4 through the permittee’s municipal operations, including dredge spoil, accumulated sediments, floatables, and other debris. Procedures to ensure that new flood management projects are assessed for impacts on water quality and existing projects are assessed for incorporation of additional water quality protection devices or practices. The City shop may need to apply for industrial permit coverage under the new rules. The rule says “facilities classified as standard industrial classification...which have vehicle maintenance shops, equipment, cleaning operations, or airport deicing operations.” MDEQ has not clarified specific requirements. Street Sweeping: The City’s street sweeping program is its largest investment to reduce pollutants in drainage. The City conducts sweeping for aesthetic, safety and public health reasons. The City sweeps its arterial areas once a week and residential areas twice a year (once in the spring and once in the fall), currently spending about 1,500 hours per year on street sweeping. The City uses a combination of salt, sand, and magnesium chloride in the winter to improve road safety. The City has already reduced the sediment (sand) in runoff by adding salt and magnesium chloride to their program. A total of 200 tons of salt, 2,000 tons of sand and about 5,000 gallons of magnesium chloride are used in a typical year. If sediment, oil and grease concentrations continue to exceed bench mark values, more sweeping hours may be required. Another way to improve pollutant removal is to replace aging sweepers with new, more effective units. Newer models are capable of capturing finer particles and generate less wash water than old models. In the permit, the City has agreed to sweep 600 miles in the downtown area annually and 200 miles of residential areas. Catch Basin and Manhole Cleaning: Another major component of the City’s maintenance program is cleaning catch basins and manholes, as well as screens located in ditches, streams and canals. The City currently cleans out catch basins once before spring runoff and subsequently only if sediment, trash or other accumulation is repeated. Screens are also cleaned once per year before spring runoff. Material collected is disposed of at the landfill. The City could improve this approach by establishing and keeping a regular inspection/cleaning of all catch basins, inlets, and detention basins. The utilities maintenance department may decide on different inspection frequency for wet season and dry season. Establishing and maintaining a regular cleaning frequency for catch basins would be an additional bookkeeping burden on the utilities maintenance department. However, the task could be simplified by using the electronic system map (maintained in the City’s GIS or maintenance management system) with a laptop computer to log when the inspections have been done and to record staff observations. Maintaining inspection data would allow the utilities maintenance group to have better information to make decisions about what areas need more inspection and where best to spend City time and energy in additional inspections or cleaning. 4-29 Bozeman Storm Water Facilities Plan 4-30 Procedures to ensure the flood management projects are assessed for water quality are described under Minimum Control Measure No. 5, Post-Construction Runoff Control. Identify who is responsible for overall management and implementation of the pollution prevention/good housekeeping program and, if different, who is responsible for each of the BMPs identified for this program. The overall management of this measure will be shared between the City and MSU. The sweeping duties will be done by both entities. A household hazardous waste collection event will be put on every other year by the City, along with a conditionally exempt small quantity generator collection event. A hazardous wastetransfer station allows residents to drop off household hazardous waste every Saturday. The waste is disposed of by the City. Identify how the success of this minimum control measure will be evaluated, including how the measurable goals for each of the BMPs were selected. The success of this Minimum Control Measure will be measured by the completion of BMPs found in Table 4.3-6. Costs and Hours Minimum Control Measure 6 is expected to require about 2,000 hours over the next 5 years and cost about $50,000. Annual cost and hour estimates are shown in Table 4.3-8. Chapter 4: National Pollutant Discharge Elimination System Phase 2 Permit Compliance 4.3-8 Minimum Control Measure No. 6 – Pollution Prevention and Good Housekeeping for Municipal Operation Year Total Measurable Goal Primary Responsibl e Entity 1 2 3 4 5 Street Sweeping: Hours 100 100 100 100 100 500 Continue to sweep 600 miles in the downtown area and business district and continue to sweep 200 miles of residential area annually by December. COB & MSU Direct Cost* $0 $0 $0 $0 $0 $0 Catch Basin & Manhole Hours 120 120 120 120 120 600 Cleaning: Clean approximately 110 storm water manholes and 465 catch basins annually by December. COB & MSU Direct Cost $0 $0 $0 $0 $0 $0 Hours 0 0 Provide training to 40 40 40 120 employees on good housekeeping practices, by December of 2007. COB & MSU Direct Cost $0 $0 $0 $0 $0 $0 Total Estimated Staff Hours for MCM No. 6 376 400 400 400 400 1,920 Total Estimated Staff Cost of MCM No. 6 $9,40 0 $10,00 0 $10,00 0 $10,00 0 $10,00 0 $49,400 Total Estimated Direct Cost for MCM No. 6 $0 $0 $0 $0 $0 $0 Total Estimated Cost for MCM No. 6 $9,40 0 $10,00 0 $10,00 0 Bozeman Storm Water Facilities Plan 4-32 The report must be submitted to MDEQ by January 28th each year. It must also include any incidents of noncompliance, or certification of compliance with the permit. Any activities completed by co-permittees must be gathered and documented. A sample annual report is shown in Appendix F (NPDES Materials). It is estimated preparation of the annual report will take 80 hours per year. 4.4.1 Sampling The permit also requires grab sampling (from two locations approved by MDEQ) of storm water. This sampling must take place twice a year at two locations: once between January 1st and June 30th and once between July 1st and December 31st. One location shall represent one of the larger drainage areas from a commercial/industrial district. The other shall represent drainage from one of the larger residential areas. Samples must be collected within the first 30 minutes of discharge. Samples must be tested for the parameters listed in Table 4.4-1 and results will be compared against the median concentrations shown. The estimated flow rate at the time of discharge is also recorded. It is estimated 16 hours per year of staff time will be needed to collect samples, convey to labs, review and report results. Table 4.4-1 Testing Parameters and Median Concentrations Parameters, units Median Concentration Total Suspended Solids, mg/L 125 Chemical Oxygen Demand, mg/L 80 Total Phosphorus, mg/L 0.41 Total Nitrogen, mg/L 2.00 Total Copper, mg/L 0.040 Total Lead, mg/L 0.165 Total Zinc, mg/L 0.210 Oil and Grease, mg/L 10 pH 6-9 Source: General Permit for Storm Water Discharge Associated with Small MS4’s, Table 2. Median Concentrations. An analysis of storm water quality in four watersheds in Bozeman was conducted in the 1982 Storm Water Master Plan. Two watersheds were primarily residential, two were residential and commercial. The 1982 data collected were submitted to MDEQ along with the City permit application in March of 2003. In 1982, storm water quality for all parameters exceeded regulated parameters (with the exception of pH). In addition, fecal coliform (not regulated in the permit) was detected at elevated levels. In 2005, the City conducted storm water quality testing at six locations. The results are shown in Table 4.4-2 (2005 Storm Water Quality Testing). Chapter 4: National Pollutant Discharge Elimination System Phase 2 Permit Compliance Table 4.4-2 2005 Storm Water Quality Testing Total Suspended Solids (mg/L) Chemical Oxygen Demand (mg/L) Total Nitrogen (mg/L) Total Phosphorus (mg/L) Oil and Grease (mg/L) Median Concentration Required by MDEQ General Permit 125 80 2.00 0.41 10 Downtown 112 190 3.0 1.62 13 Tamarack 112 110 2.8 0.54 13 Villard 8th and 9th 110 270 3.4 2.15 12 Langhar and Westridge 48 180 2.0 1.09 7.2 Bozeman Creek North of Tamarack 22 29 1.0 0.14 3 Bozeman Creek South of Kagy ND1 14 0.5 0.03 7.1 Summary No samples exceeded median concentration 4 samples exceeded median concentration 3 samples exceeded median concentration 4 samples exceeded median concentration 3 samples exceeded median concentration Source: City of Bozeman Street Department. Samples tested by Energy Laboratories, Helena Mt. 1 ND – Not detected at the reporting limit More than half of the samples taken in November 2005 exceeded the median concentrations presented in the MDEQ General Permit. Additional semi-annual sampling conducted under Bozeman Storm Water Facilities Plan 4-34 4.5 Co-Permitting MDEQ has allowed Phase 2 entities listed for coverage to submit one permit and share responsibility. Application fees are reduced by submitting less than one contract. The total Application fee is $10,500. Written acceptance of the obligation as a co-permittee is required. If that obligation is not fulfilled, the City remains liable for that failure to implement. This written acceptance of obligation is documented in a Memorandum of Understanding. Both MSU and MDT (in the Bozeman area) were listed by MDEQ and required to get Phase 2 Permit coverage. The City decided to co-permit MSU and MDT. MSU and MDT both paid a portion of the application fee; however, the City bears the long term regulatory burden and the costs associated with the annual reporting for all three permittees in the current arrangement. In addition, although not obligated as a co-permittee, the Gallatin Local Water Quality Protection District (GLWQPD) agreed to perform some permit activities, given that many Water Quality Protection District (WQPD) residents are also City residents and many of their existing activities help meet the MDEQ requirements. 4.5.1 Montana State University MSU discharges storm water to the City network via several 18-inch connections along College Avenue. The City does not currently charge MSU for this service. The connections are described more completely in Chapter 1 (Existing System Inventory). The MSU permit activities are summarized in Table 4.5-1. The activities described are primarily those that MSU conducted as part of normal operation and maintenance of their system, and generally supplement activities the City is conducting. A draft Memorandum of Understanding (MOU) has been prepared for MSU. The MOU describes these activities and annual reporting both on the completion of these tasks and the costs associated with completing them. In addition, the agreement holds MSU responsible for a portion of the initial application fee and indicates an alternate fee structure is yet to be developed Chapter 4: National Pollutant Discharge Elimination System Phase 2 Permit Compliance 4-35 Table 4.5-1 MSU Phase 2 Permit Activities Year Measurable Goal 1 2 3 4 5 MSU will continue to conduct one campus cleanup per year using community volunteers. X X X X X Existing MSU storm sewer system maps will be reviewed in the year 2004 to ensure that the size and location of all outfalls and names and locations of all outfall receiving waters are shown. X MSU storm sewer system maps will continue to be updated annually, if necessary. X X X X X Visually inspect MSU storm sewer outfalls for non-storm water discharges in Year 2. X The need for an Illicit Discharge Detection and Elimination Plan will be evaluated, and prepared if necessary, in the year 2005. X Approximately 4 miles of roads on campus will continue to be swept annually. X X X X X All storm water manholes and catch basins will continue to be cleaned over a two year period. X X X X X MSU ground personnel will continue to be trained and certified in ground application maintenance annually. X X X X X 4.5.2 Montana Department of Transportation MDT maintains numerous thoroughfares in the City, including Interstate 90, Main Street, Rouse Avenue, Seventh Avenue, North 19th Avenue and Griffin Street. MDT was listed by MDEQ as required to get Phase 2 permit coverage in Bozeman. Drainage from some MDT facilities discharge to the City storm system and the City does not charge MDT for this service. MDT was not assigned tasks in the permit application, but MDT prepared a list of activities they would be willing to complete in support of the permit. In the interest of keeping the permit as simple as possible while meeting the minimum requirements specified, no MDT activities are included at this time. The MOU with MDT does not include completion of any specific tasks, but indicates they will reimburse the City for a portion of their cost in exchange for permit coverage. Bozeman Storm Water Facilities Plan 4-36 4.5.3 Gallatin Local Water Quality District The Gallatin Local Water Quality District (GLWQD) is not required by MDEQ to submit a Phase 2 permit application. The GLWQD, however, already provides a number of services that meet requirements of the minimum control measures in the Phase 2 permit application. The activities the GLWQD will contribute are summarized below. These are primarily activities the district performs annually as part of normal operations. The MOU for GLWQD is different for MSU and MDT. The agreement is purely voluntary. Essentially, GLWQD agrees to perform the activities shown in Table 4.5-2, as time and money allow them to do so. The City remains the responsible party for implementation. Chapter 4: National Pollutant Discharge Elimination System Phase 2 Permit Compliance Table 4.5-2 GLWQD Phase 2 Permit Activities Year Measurable Goal. Primary Responsible Entity Assistant Responsible Entity 1 2 3 4 5 An educational display booth containing storm water information will be set-up at the Gallatin County Fair annually, starting in Year 2. COB GLWQD X X X X A Storm Drain Decal Program Plan will be prepared in Year 3. COB GLWQD X A Storm Drain Decal Program will be conducted in Year 4. COB GLWQD X A Storm Drain Decal Program Brochure will be developed and utilized in Year 4. COB GLWQD X A Household Hazardous Waste Collection Event will be conducted in Years 1, 3 and 5. COB GLWQD X X X A Conditionally Exempt Small Quantity Generator Collection Event will be conducted in Years 1, 3 and 5. COB GLWQD X X X Approximately 500 copies of each of the brochures will be distributed in Years 1, 3 and 5. GLWQD COB X X X Three storm water presentations will be conducted at clubs/schools in Years 1, 3 and 5. COB GLWQD X X X 4.6 Summary Table 4.6-1 shows the estimated annual cost for completing the six Minimum Control Measures. The overall cost for five years of coverage under this permit is about $500,000. The average annual cost is close to $50,000 in years 2 through 5, and almost $300,000 in the first year. 4-37 Bozeman Storm Water Facilities Plan Table 4.6-1 Total Annual Cost for Permit Process Year Total Minimum Control Measure 1 2 3 4 5 Public Outreach and Hours 240 296 296 296 296 1424 Education Direct Cost* $8,000 $5,000 $5,000 $5,000 $5,000 $28,000 Public Involvement and Hours 20 20 100 140 20 300 Participation Direct Cost $0 $0 $0 $3,100 $0 $3,100 Illicit Discharge Detection and Hours 460 360 480 36 360 2,020 Elimination Direct Cost $201,500 $500 $500 $500 $500 $203,500 Construction Site Storm Water Hours 84 84 84 2164 2164 4580 Runoff Control Direct Cost $20,000 $0 $0 $50,000 $50,000 $120,000 Post-Construction Storm Hours 84 84 84 84 84 420 Water Management Direct Cost $20,000 $0 $0 $0 $0 $20,000 Pollution Prevention and Hours 376 400 400 400 400 1,976 Good Housekeeping for Municipal Operation Direct Cost $9,400 $10,000 $10,000 $10,000 $10,000 $49,400 End of Year Sampling Hours 16 16 16 16 16 80 Annual Report Hours 80 80 80 80 80 400 Total Estimated Staff Hours 1,360 1,340 1,540 3,624 3,504 11368 Total Estimated Staff Cost $34,000 $33,500 $38,500 $36,500 $33,500 $176,000 Total Estimated Direct Cost $258,900 $15,500 $15,500 $68,600 $65,500 $424,000 Total Estimated Cost $292,900 $49,000 $54,000 $105,100 $99,000 $600,000 *Direct costs are exclusive of hours, and include material costs such as printing, presentation material, production cost for stencils, etc. 4-38 Bozeman Storm Water Facilities Plan Chapter 5. Financial Management Evaluation Chapter 5: Financial Management Evaluation 5-i Table of Contents 5.1 Introduction ........................................................................................................................ 5-1 5.1.1 Current Storm Water Program Elements and Costs ................................................. 5-1 5.1.2 Summary of Current Costs............................................................................................ 5-3 5.1.3 Historic Funding Sources .............................................................................................. 5-5 5.2 Estimated Future Storm Water Costs ............................................................................. 5-5 5.3 Overview of Funding Options ......................................................................................... 5-6 5.4 Financial Program Recommendations .......................................................................... 5-11 5.4.1 Recommended Storm Water Charge Rate Methodology........................................ 5-12 5.4.2 Criteria for Rate Structure Selection........................................................................... 5-12 5.5 Government Accounting Standards Board Statement No. 34 (GASB 34) ............. 5-13 Table of Figures Figure 5-1-1. Storm Water Related Costs..................................................................................... 5-4 Table of Tables Table 5.1-1 Financial Summary for Storm Water Management................................................ 5-4 Table 5.2-1 Estimated Future Storm Costs.................................................................................. 5-6 Table 5.3-1 Comparison of Storm Water Funding Alternatives............................................. 5-10 Chapter 5: Financial Management Evaluation 5.1 Introduction The purpose of this chapter is to evaluate storm water needs and funding sources, and to evaluate alternatives and recommendations on possible future funding avenues for storm water activities. The City of Bozeman does not currently have a dedicated source of funding for its storm water management program. It has funded a majority of its storm water management operational programs and investment in capital facilities through street maintenance fees. However, as the cost for storm water infrastructure increases, along with the added cost of fulfilling the new NPDES Phase II requirements, a dedicated revenue stream may be needed. 5.1.1 Current Storm Water Program Elements and Costs The following is a description of the current City of Bozeman storm water program elements. Administration The storm water system program is administered by the Public Service Department, the Administration Office, the City Engineer and the Street Division Superintendent. Special Programs Complaints regarding deficiencies in capacity and matters related to construction projects are fielded by the Engineering Division staff. Street Maintenance Division generally handles complaints that are maintenance and repair oriented. There are currently no formal procedures in place for routing calls and addressing complaints. The Phase II NPDES program will require implementation of a more formal program for following up on complaints as discussed in Chapter 4. A GIS data management system has been initiated by the City of Bozeman and is managed and run by the GIS Division. This data is utilized to prepare and update maps of the storm water system. Street Sweeping and Snow Removal The City’s street sweeping program is its largest investment to reduce pollutants in drainage. The City conducts sweeping for aesthetic, water quality, safety and public health reasons. The City sweeps its arterial areas once a week and residential areas twice a year (once in the spring, and again in the fall), currently spending about 1,500 hours per year on street sweeping. Total annual costs of street sweeping are shown in Table 5.1-1, and totaled over $100,000 in 2005 which is over 50% of the total documented expenditures incurred for storm water related activities in 2005. The City uses a combination of salt, sand, and magnesium chloride in the winter to improve road safety. The City has reduced the sediment (sand) in runoff by adding salt and magnesium chloride to their program. A total of 200 tons of salt, 2,000 tons of sand and about 5,000 gallons of magnesium chloride are used in a typical year. 5-1 Bozeman Storm Water Facilities Plan Oil and Antifreeze Recycling In an effort to prevent the improper disposal of used oil and antifreeze, the City of Bozeman recycling program collects used oil and antifreeze at no added cost for city and Gallatin County residents. It is illegal to pour motor oil on the ground, in alleys and especially down city storm or sanitary sewers. Fall Leaf Clean Up From 2001 to 2005, the most expensive storm water activity was street sweeping at an average of $73,093 per year, and the second most costly was the fall leaf clean-up at about $21,411 per year. Engineering The Engineering Division provides support for storm water-related items. However, there are no programs or personnel 100% dedicated to storm water tasks at this time. Storm water tasks currently being accomplished include implementing technical ordinances and design criteria, design and inspection of capital improvements, and building and subdivision review. In addition the Phase II NPDES program reporting and monitoring requirements are completed by the Engineering Division. Operation and Maintenance The Bozeman Street Maintenance Division currently includes a crew of 10 full time employees who maintain over 228 miles of streets and alleys. The Street Maintenance Division is responsible for keeping the storm drain system functional. To some extent, all of the Street Maintenance Division employees work on the storm water system. Street Maintenance Division responsibilities include both routine and remedial maintenance activities. Routine maintenance covers activities that occur on a regular basis on a fully functional storm drainage system; this includes cleaning and clearing the storm system. Remedial maintenance covers repair activities that improve the systems performance without increasing its capacity; this includes repairing existing system elements and restoring them to their originally constructed condition. The Street Maintenance Division uses street sweepers, backhoes, and vacuum truck for storm water maintenance. The City of Bozeman’s current storm water activities are ancillary to its Street, Parks, Landfill, and Wastewater Division functions. The primary efforts are expended by the Street Division which is supported by Street Maintenance Fees. Maintenance of park lands that include storm water facilities through the Parks Division is supported by the General Fund. Much lesser efforts are expended in maintenance of storm water facilities serving the landfill and the wastewater treatment plant, funded by the Solid Waste and Wastewater Enterprise Funds, respectively. The Unified Development Ordinance allows for retention or detention facilities to be constructed within common open space, if designed to be conducive to the normal uses and maintenance of the open space. The City is responsible for the operation and maintenance of storm water facilities located on City-owned land, rights-of-way, and easements. Other facilities shall be maintained by the applicable property owners association. 5-2 Chapter 5: Financial Management Evaluation Regulation and Enforcement The Unified Development Ordinance (UDO) contains the standards and procedures for all subdivisions and land development within Bozeman. The UDO includes chapters relating to general land use development standards, stream setbacks, parkland use as storm water detention facilities, wetlands regulations, and floodplain regulations. By reference, the UDO incorporates the Engineering Division’s Design Standards and Specifications. These standards include the City’s current policy on storm water control. In summary, storm water control should limit runoff to pre-development rates, and treatment to remove solids, silt, oils, grease and other pollutants is required of all new development within the City of Bozeman. The City of Bozeman’s regulatory controls for storm water are administered through the Engineering Division. Regulations, policies, ordinances, design requirements and guidelines are enforced when plans are submitted for engineering review. Drainage Plan and Inspections The Engineering Division’s Design Standards and Specifications require the submittal of storm water drainage plans for review by the City for all new developments, including subdivisions, multi-family, business or commercial uses, and developments for which building permits are drawn. Drainage plans are to include hydrologic and hydraulic calculations that are consistent with the design standards set forth in the policy. Capital Improvements Major storm water capital improvement projects have not historically been included in annual budgets. Prohibitions and Enforcement It is unlawful to encroach upon, fill or dispose of materials in natural or manmade drainageways. It is also unlawful to dispose of any hazardous substance in a drainageway, and responsible parties are liable for the cost of cleanup resulting from deposit of materials or spills. Cross connections between sanitary sewers and storm drains are prohibited. The UDO requires compliance with the ordinance such that “no development shall commence unless it is in conformity with all of the regulations herein specified for the district in which it is located.” In addition, “Drainage systems shall not discharge into any sanitary sewer facility or agricultural water user facility.” However, the City does not have a clear enforcement mechanism, defined sanctions or fines for violations of the storm water provisions of the UDO. 5.1.2 Summary of Current Costs Since 2001, the City of Bozeman Streets Division has been tracking storm water-related costs; these are shown in Table 5.1-1. The list only includes activities performed by the Street Division. The City does not have a dedicated funding source and has typically only had the funding and manpower to service the system on a limited basis in addition to being able to address emergency events. Also, the table shows costs for five years, and costly 5-3 Bozeman Storm Water Facilities Plan storm water improvement projects, or emergency repairs may or may not have occurred during that period. Figure 5.1-1 provides a summary of storm water related costs from 2001 to 2005. Table 5.1-1 Financial Summary for Storm Water Management ACTIVITY 2001 2002 2003 2004 2005 Clean Storm Sewer Appurtenances and Ditches $26,767 $32,088 $29,219 $22,316 * $30,731 Repair Storm Sewer System $758 $3,743 $3,296 $3,284 $8,860 Leaf Cleanup (Fall Clean Up) $24,499 $28,084 $21,757 $31,587 $32,650 Street Sweeping and Cleaning $70,245 $79,316 $81,094 $41,368 $108,624 Miscellaneous Expenses $0 $0 $0 $0 $9,739 TOTAL $122,269 $143,231 $135,366 $98,555 $190,604 Note: These costs do not include overhead, administration, or other indirect costs. *Street cleaning costs were down due to extended cold weather conditions and a reduced staff. Storm Water Related Costs $0 $50,000 $100,000 $150,000 $200,000 $250,000 2001 2002 2003 2004 2005 Year Figure 5-1-1. Storm Water Related Costs. It is noted that indirect costs, administrative costs and support costs are not currently tracked or accounted for in the above information. For example the Engineering Division and Director of Public Service provide services that are storm water related that do not appear in the above information. 5-4 Chapter 5: Financial Management Evaluation 5.1.3 Historic Funding Sources The previous section provides an estimate for yearly storm water related costs associated only with the Streets Division; which on average have been about $138,000 per year and increasing, with the most recent year (2005) costs of almost $200,000. The City of Bozeman does not have a dedicated source of funding for storm water-related activities. As mentioned above, funding for storm water-related activities comes from the Street Maintenance Fund. The General Fund accounts for the financial operations of the City which are not accounted for in any other fund. Principal sources of revenue are property taxes, state and local shared revenues, licenses and permits, and charges for services provided to other funds. Principal expenditures in the general fund are made for police and fire protection, public works, and general government. The Street Maintenance Fund is funded through a special assessment on all improved properties in the City. Storm water maintenance activities are considered an extension of the street system maintenance activities. An indirect funding source is the Gallatin Local Water Quality District (GLWQD) which was created by the Gallatin County Commission and approved by the Montana Board of Environmental Review in 1997. The District covers the middle third of Gallatin County encompassing 815 square miles. This includes the cities of Bozeman and Belgrade. A fee of $6.00 for improved properties and mobile homes within the District is assessed on an annual basis. This generates approximately $125,000 per year. The District's programs and activities are focused on the following: Education: Providing effective education programs to increase public awareness and understanding of the importance of protecting and improving water resources within the District. The programs are a combination of GLWQD programs and cooperative involvement with programs conducted by other organizations. Monitoring: Maintaining a long-term, water quality and quantity monitoring network to establish baseline data, and conducting long-term water quality and quantity monitoring. Information Collection and Dissemination: Collecting, compiling and disseminating water resource data and information for the benefit of all citizens, organizations, groups, and governmental agencies interested in water resources within the District. The City of Bozeman storm water management program benefits from the activities of the GLWQD, although none of the money generated goes directly into storm water system improvements, infrastructure, or operation and maintenance. 5.2 Estimated Future Storm Water Costs Storm water-related costs will increase in the future for the City of Bozeman due to several factors including population growth, development, additional infrastructure to operate and maintain, NPDES Phase II regulations, increasing environmental regulations, inflation, and cost of construction and materials. Therefore, it is critical for the City to plan for these costs and identify funding needs and sources. For planning purposes, the storm water-related costs from 2005 of almost $200,000 are assumed to be a minimum yearly cost of operation 5-5 Bozeman Storm Water Facilities Plan and maintenance. In addition to this $200,000, the following costs should be included in future planning: Phase II Implementation: The requirements of the Phase II Storm Water NPDES Permitting program are expected to add approximately $100,000 per year in expenses for management and administration of the storm water program and implementation of non-structural best management practices (BMPs). Refer to Chapter 4. Capital Improvements: The City of Bozeman currently does not have a capital improvements program associated specifically with their storm water system. An initial annual budget of $200,000 per year is suggested to begin to address system problems. Refer to Chapter 6. Table 5.2-1 Estimated Future Storm Costs Direct Operational Costs (2005) $191,000 Phase II Implementation $100,000 Capital Improvements $200,000 Sub total $490,000 Indirect Costs (20% of total) $98,000 Total Costs per Year (2005 dollars) $589,000 Table 5.2-1 (Estimated Future Storm Water Costs) shows that storm water related expenses will likely increase by more than 182% in this permit cycle (5 years) to implement new regulations and begin to address needed capital improvements in the system. It is likely that as the permit program matures additional capital costs will be required (to improve discharge water quality) and a new full time staff person to handle the work will likely be needed. 5.3 Overview of Funding Options The following sections provide information on various funding options that are available to fund storm water programs. Additional detail on some of the funding mechanisms and example utility rates from other communities in Montana and the northwest is provided in Appendix H. Historic Funding The City of Bozeman has historically funded storm water activities through the Street Maintenance Fund. One alternative would include continuing to fund storm water activities through theses sources. However, as the required level of funding increases for the storm water system the impact on these funds will become greater. Enterprise Funds (Utility Funds) The most common funding system found in local governments after the general fund is the enterprise fund. Enterprise funds are usually designated for a specific set of services that are 5-6 Chapter 5: Financial Management Evaluation provided. Typical examples are those that fund municipal refuse collection systems, water service, sewer maintenance, or any other designated service. The expenses for this type of fund are dedicated to providing a service to the municipality, and revenues that fund that service are derived from fees that are charged to the users. Most enterprise funds consist of expenses for providing the service and also include direct expenses such as salaries, benefits, materials and supply, and capital outlay. The City of Bozeman uses enterprise funds to account for the financing, acquisition, operation and maintenance of water, sewer, and solid waste facilities, which are supported by user charges. Revenues are derived from fees that are established by the governing body. These fees are based on the delivery of a measurable service unit, whether it's the cost of picking up the trash at the location or the cost of processing the quantity of sewage or storm water estimated to be generated by the location. Although in some cases the fees are a mandatory charge resulting from health and safety needs—for example, weekly refuse collection—other portions of the fee may be based on the desired services that the location voluntarily elects to receive. Even in cases where charges are mandatory a flexible level of service can be provided at various funding levels, the City’s current solid waste fee is an example of a level of service charge. Storm water services are increasingly being considered for enterprise funds as well, but because the services are not always as apparent to residents and businesses, establishing a storm water enterprise fund or utility is often controversial. The challenge facing the storm water manager is in establishing an allocation approach that would be equitable for all users. Typical parameters involved in accessing fees for storm water utilities include the following: • Landowners and/or residents are classified as residential and non-residential customers of the utility. Residential customers are handled on a class-wide basis, and nonresidential customers are handled individually based on their specific storm water drainage characteristics. • The basis for calculating periodic fees usually consists of impervious area, gross area with runoff, or a combination of the two. This is typically obtained from tax assessment information, and direct measurement of affected properties. • The fees can be assessed on a monthly basis, in the same manner as water or wastewater bills, or on an annual or semi-annual basis as a part of property tax billings. • The periodic charge is based on established cost-of-service principles and is intended to recover annual operation and maintenance costs, with contribution to capital cost recovery. Special Districts Special districts or assessment districts are another type of funding structure that may be useful in providing funding for programs within a specific geographical area. These districts are usually well-defined and based on legally described physical boundaries. All property within a special district is assessed a fee for the services delivered and the cost of those services. Typically, there are two categories of special districts. Capital improvements for infrastructure projects are one type of special district projects, examples in the City of Bozeman include the Babcock Street SID and the Northwest Waterline SID that have funded specific projects for specific areas of the community. The second type of special 5-7 Bozeman Storm Water Facilities Plan district utilized in Bozeman is the Street and Tree Maintenance districts that provide funding for overall maintenance of streets and trees for the entire city. In many cases, special districts are formed at the time large parcels are subdivided and developed. In order to form a special district to provide maintenance, all the property owners in the proposed district have a right to protest the creation of such a district. Obviously, if a single owner controls the entire parcel; such a protest provision would be relatively straightforward. But in the event that a district is proposed for an existing tract of developed property, a majority of property owners must vote positively for the assessment district, with various limitations. Politically, the challenge in establishing a special district is that the elected official is asking each property owner to pay a fee for a service that directly benefits the affected property owners. Such fees are usually included on the tax bill as a separate assessment, and there is no ability for the property owner to opt out of the district once it is established. Impact Fees Unlike enterprise funds in which the user of the system pays on a repeating basis for the use of an ongoing service, impact fees are one-time charges, usually the result of some action on the part of a property owner as it relates to use of the property. For example, if someone owns a vacant lot and decides to erect a building, he might have to pay a building permit fee, a school district assessment fee, and any number of other fees to the local jurisdiction to cover the jurisdiction's costs of inspection of the construction, or to offset the impact that this change of use has on various public systems. The limitation on the use of development fees is that they represent a one-time payment and therefore cannot be used for ongoing system maintenance and expansion of the various programs and projects to meet increasingly stringent regulatory mandates. The difficulty in utilizing impact fees for a storm water system such as Bozeman, is that the system is not based on a regional philosophy and as such needed storm water improvements serve very isolated areas of the community. Impact fee rates are generally established based on infrastructure that serves the greater community such as an arterial street or treatment plant expansion projects. Inspection and Review Fees The City conducts site inspections of new development and reviews development plans as they relate to storm water. Currently, the City does not charge a fee for this service. As costs of inspections and reviews increase, the City may consider implementing a fee. Bond Financing Bond financing is identical to borrowing money, except that the payment for the bond comes from the collective pockets of the constituency of the jurisdiction. In many cases, bond financing can be used to fund major infrastructure projects needed to implement the extensive storm water pollution prevention programs currently mandated in various areas. Getting passage of a bond measure can be a challenge, because in essence the voters are voting to tax themselves. There are several keys to passing a successful bond including the formation of a broad-based coalition within the environmental activist community, the regulatory community, and the city in an effort to go out and speak with one voice as to the need for the funding. Successfully passing storm water bonds may require considerable public education. 5-8 Chapter 5: Financial Management Evaluation Grants Another source of funding for storm water programs comes from various grants that are available from different State and federal agencies. Nationwide, only six or seven states offer major grant programs that support storm water. While there is not currently an on-going grant program available, it may be a feasible funding mechanism in the future. NPDES Co-Permitee Fees The City is currently permitting under the NPDES Phase 2 rule with two co-permittees: the Montana Department of Transportation, and Montana State University. During the first funding cycle (2006), the City paid the entire permit fee. In the future, the City could consider cost sharing with the co-permittees. Credits for Developer Improvements One method used to encourage and promote storm water practices above and beyond the minimum requirements is the use of ‘credits’. Credits can be issued to developers for a variety of services that may benefit the city including the following; construction of storm water facilities that serve more than the individual developments, use of Low Impact Development Best Management Practices, enhancements to wetlands, streams, and riparian habitat, and advanced storm water treatment systems and water quality improvements. The City of Bozeman utilizes payback districts as a mechanism to provide credit for water and sewer improvements. The payback district mechanism could be expanded for storm water improvements if such improvements benefit multiple undeveloped parcels. 5-9 Bozeman Storm Water Facilities Plan Table 5.3-1 Comparison of Storm Water Funding Alternatives Approach Pros Cons General Fund and Street Maintenance District Fund: Fund storm water activities through current mechanism as part of the Street Division. • Requires no change in current funding process. • Does not provide for dedicated funding source. • Funding in competition with other general and street fund budget items. • Street Maintenance District funding can only be used for maintenance activities that are directly related to streets. • Street Maintenance District funding cannot be used for capital improvements. Utility Fund: Create a storm water utility to directly fund storm water activities. • Creates dedicated funding source. • Provides mechanism for equitably charging property owners for value provided. • Provides long term stable funding. • Initial cost to create utility. • Requires support of the community. New Special Districts: Creation of one or more specific special districts to fund projects. • Provides capital for specific projects that serve identified geographic areas. • Each district needs to be individually established for capital improvements. • Capital funded improvement districts do not provide for long term operation and maintenance costs. Impact Fees: The expansion of the City’s existing impact fee program to include storm water Chapter 5: Financial Management Evaluation 5-11 Table 5.3-1 Comparison of Storm Water Funding Alternatives Approach Pros Cons Inspection and Review Fees: Charge applicants for service provided at the permitting review stage and construction phase for new or expanded development projects. • Payment is made by those requesting service. • Only provides funding for a portion of storm water activities. Bond Financing: Fund capital improvements by obligating community to a bond. • Provides immediate capital for large projects. • Does not provide funding for operation and maintenance. • Requires community to vote to tax themselves. Grants: Fund storm water activities through available grant programs. • Potential to leverage local funds. • No current grant programs have been identified. NPDES Co-Permitee: Share permit fees with Montana State University and the Montana Department of Transportation. • Allows for equitable cost sharing. • Minimal funding opportunity. Credits for Developer Improvements: Allow for the creation of pay back districts for storm water facilities that provide regional benefit. • Encourages regional storm water solutions. • Pay back districts typically are slow to provide a return for the original developer and are difficult to administer. 5.4 Financial Program Recommendations Bozeman Storm Water Facilities Plan 5.4.1 Recommended Storm Water Charge Rate Methodology The recommended action is to establish a self-supporting fee structure for storm drainage management. This would bring together storm drainage activities into a single program. These activities include: routine maintenance and operations, planning, water quality monitoring and reporting, NPDES Phase II implementation, administration and a comprehensive capital improvements program. An initial step would be to establish a separate budget with line items for a Storm Water Fund. This could be completed even if a new funding source is not established. A separate budget will allow the City to track actual expenditures related to storm drainage. This not only serves as a record of costs, but also helps to justify a revenue source. Also, one part of a storm water management program will be in place. We suggest that the use of Street Maintenance and other funds for storm drainage be discontinued for two reasons: (1) clear separation of the two functions and (2) reserving street and other funds for other needs that still exceed funding. The proposed funding mechanism considers a number of criteria: balancing costs to benefits fairness to residents and businesses proportionate charges for storm water generated public understanding and acceptance simple and easy to administrate self supporting rate structure establishes a public storm drain program 5.4.2 Criteria for Rate Structure Selection There are numerous variations for imposing a rate structure. The purpose of this section is not to detail each of these rate structures, but to provide guidelines that may be applicable for the City of Bozeman. These include the following variations. Inspection and Review Fees The City does not currently conduct site inspections of new development storm water issues (i.e. erosion control). If MDEQ forces the City to conduct site inspection through the Phase 2 rule, the City shall implement a set of fees that require the direct beneficiary to pay for this service is fair and appropriate. It is recommended that the Engineering Division and Street Division implement a review fee similar to that developed by the Planning Office. Utility Fee Based Upon Impervious Surface Surveys show that the majority of rate methodologies use a single parameter, impervious coverage, to calculate charges. Impervious surfaces increase peak runoff rates, total volume of runoff and pollutant loadings. These impacts translate directly into the costs of providing services and facilities. The means of determining impervious surfaces on individual parcels can be made as simple or as detailed as desired. One of the easiest approaches is to base the charge on zoning or land use classifications. A more detailed method would utilize the actual amount of impervious surface on a parcel utilizing either an internal data base or the 5-12 Chapter 5: Financial Management Evaluation 5-13 State of Montana’s tax assessment data base. All parcels within the service area would be charged except for streets, roads, and public rights-of-way, vacant land, City parks, and agricultural land use. 5.5 Government Accounting Standards Board Statement No. 34 (GASB 34) Government Accounting Standards Board (GASB) Statement No. 34 (GASB 34) provides for Basic Financial Statements and Management's Discussion and Analysis for State and Local Governments. Bozeman is currently a participating City of the GASB 34. However, with regard to storm water infrastructure, the City of Bozeman will need to take additional steps to fulfill these requirements. One important aspect of the government-wide financial statements is the requirement for reporting of all capital assets, including infrastructure assets, in the government-wide statement of net assets and should generally report depreciation expense in the statement of activities. Infrastructure assets that are part of a network or subsystem of a network are not required to be depreciated as long as the government manages those assets using an asset management system that has certain characteristics and the government can document that the assets are being preserved approximately at (or above) a condition level established and disclosed by the government. Bozeman Storm Water Facilities Plan Chapter 6. Recommended Plan Chapter 6: Recommended Plan Table of Contents 6.1 Introduction ........................................................................................................................ 6-1 6.2 Regional versus Development Based Storm Water Management............................... 6-1 6.2.1 Development-Based Approach............................................................................... 6-1 6.2.2 Regional Approach.................................................................................................... 6-1 6.2.3 Recommended Approach ........................................................................................ 6-2 6.3 Storm Water Utility Implementation............................................................................... 6-2 6.4 Storm Water Design Policy............................................................................................... 6-3 6.5 Proposed Capital Facilities Solutions for Areas of Known Flooding ........................ 6-4 6.5.1 Farmer’s Canal ........................................................................................................... 6-4 6.5.2 20th Avenue................................................................................................................. 6-5 6.5.3 Wagon Wheel Ditch.................................................................................................. 6-5 6.5.4 Valley Unit Park......................................................................................................... 6-5 6.5.5 Willson - Cleveland and Willson - Garfield........................................................... 6-6 6.5.6 Resort Drive............................................................................................................... 6-6 6.5.7 North 11th Avenue..................................................................................................... 6-6 6.5.8 I-90/East Main Interchange .................................................................................... 6-6 6.5.9 Rouse Avenue ............................................................................................................ 6-6 6.5.10 Auction and Feedlot............................................................................................. 6-7 6.6 Other Problem Areas......................................................................................................... 6-7 6.6.1 General Rehabilitation and Replacement............................................................... 6-7 6.6.2 Rocky Creek ............................................................................................................... 6-7 6.6.3 Bozeman Creek Freezing ......................................................................................... 6-8 6.6.4 Bozeman Creek Water Quality................................................................................ 6-8 6.7 Recommended Plan for Operation and Maintenance .................................................. 6-9 6.7.1 Condition Assessment: Implementing a Rating System...................................... 6-9 6.7.2 Operation and Maintenance .................................................................................. 6-10 6.8 Other Recommendations ................................................................................................ 6-17 Tables Table 6.5-1 Summary of Recommendations................................................................................ 6-4 Table 6.7-1 Recommended Maintenance Frequency................................................................ 6-11 Table 6.7-2 Typical Maintenance Activities for Dry Ponds..................................................... 6-12 6-i Bozeman Storm Water Facilities Plan 6-ii Table 6.7-3 Operation and Maintenance Program Summary.................................................. 6-16 Chapter 6: Recommended Plan 6.1 Introduction The purpose of this chapter is to provide storm water recommendations to the City of Bozeman. Section 6.2.1 describes the advantages and disadvantages of both the “Development-Based” and “Regional” approaches towards storm water mitigation, and the recommendation that the City pursues the formation of a Storm Water Utility is detailed in Section 6.2.2. Section 6.2.3 presents recommendations for improving the City’s existing storm water management policies. Section 6.3 provides solutions for areas of known flooding. 6.2 Regional versus Development Based Storm Water Management 6.2.1 Development-Based Approach The City currently uses exclusively individual, on-site detention/retention ponds and underground detention systems for individual subdivisions or developments. Large residential subdivisions typically use storm water detention ponds. Commercial properties or properties with high property values occasionally opt to use underground storm water detention systems which are more expensive to construct, but may allow some beneficial uses such as parking or play areas on top. The owner or developer finances the design and construction of individual facilities, and either the property owner or the property owners association is responsible for all operation and maintenance. However, the City remains ultimately responsible for these activities if the owner fails to carry out the necessary operation and maintenance by virtue of the new Phase 2 Rule. 6-1 On-site facilities cost more per acre to construct and maintain. There are disadvantages to individual site facilities. On-site facilities cost more per acre of development to construct and to maintain than regional facilities. Small facilities are more easily neglected because they are often out of sight and therefore out of mind. If neglected, a facility is less likely to achieve pollutant removal goals (set by the Phase 2 program) and may become an eyesore. One major limitation to the individual site approach is that it is triggered only by new development and redevelopment. In other words, if a section of the City does not redevelop, that area will not be upgraded to meet current standards. As the City faces the need to address water quality on a regional scale, in the Phase 2 permit, there may be a need to find a way to accommodate the need to retrofit those areas. With the City’s responsibilities at the regional level, a regional component to storm water management may be needed in the future. 6.2.2 Regional Approach In newly developing areas, properties prime for redevelopment, or in portions of the City that need to be retrofitted with storm water facilities in the future, the City may choose to install strategically located regional facilities within the watershed. If a regional pond is selected, it is advisable to use on-site controls for any industrial development within the regional pond drainage area. Regional facilities are not appropriate as in-stream facilities, but Bozeman Storm Water Facilities Plan 6-2 are appropriate for areas that are served by constructed storm water conveyance systems (i.e. pipes and gutters). Regional facilities are more cost-effective overall than individual systems because it is easier and less expensive to build a single large facility than several small ones. However, the City currently does not have staff to maintain large facilities. Regional facilities are most cost effective because it is easier and less expensive to build a single larger facility than several smaller facilities. Through careful planning, combined with the City’s water quality monitoring program, regional facility construction could be prioritized in the future to focus efforts on the most important water quality goal. Construction of regional facilities affords an opportunity to retrofit larger portions of the City that do not have storm water controls meeting current standards. Locating and obtaining property for these large facilities is a challenge due to urban planning considerations and property costs. The main disadvantage to regional facilities is logistics. Locating and obtaining property for these large facilities is a challenge due to urban planning considerations and property costs. In most cases, the City would provide capital construction funds for a regional facility, including the costs of land acquisition. However, if a downstream developer is the first to build, that person would be required to construct the facility and later be compensated by upstream developers for the capital construction costs and annual maintenance expenditures. Conversely, an upstream developer may have to establish temporary control structures if the regional facility is not in place before construction. One good approach is for the City to establish a funding source and use developer contributions to help repay as new projects within the basin are developed. 6.2.3 Recommended Approach The Phase 2 rule will likely (at some point) require the City to improve the water quality in its storm water discharges. As the Phase 2 program matures, the City will be moving forward with forming a utility and will establish a funding mechanism to address these needs. It would be most cost-effective and implementable to address water quality improvements and fix problems in existing, developed areas with regional facilities. At this point, moving to an all-regional approach is not practical. The City does not have the financial resources to create regional facilities in advance of development. Once it does, it could charge development for use of that facility as an alternative to requiring on-site retention requirements for those landowners. Once a utility is created, a hybrid regional/development-based approach may become more practical. 6.3 Storm Water Utility Implementation It is recommended that the City perform an implementation study to investigate the best means of developing a storm water utility. The study would lay the groundwork for the implementation of a storm water utility by answering the questions outlined in Chapter 3. The feasibility study should address: • How to best fund the storm water utility; Chapter 6: Recommended Plan 6-3 • How to calculate percentage by area of impervious cover; • How to define impervious cover; • Exemptions; • Credits; • Organization of the storm water utility; • A financial model to determine a storm water utility fee; • An operations and maintenance budget for the City; and • How to incorporate the study’s recommendations into the capital improvement plan. The implementation phase includes the following steps and services: • Help the City’s customer billing department develop a customer database; • Develop the ordinances to establish the storm water utility; and • Update the City’s tax parcel and storm utility fee databases. 6.4 Storm Water Design Policy For ease of review, it is recommended that the City require engineers and developers to submit storm water reports in a standardized format described in Chapter 3. Additionally, if hydrologic and hydraulic software is to be used in the design, City staff has expressed a preference for standardization of the software. After review of several products, StormNET, distributed by BOSS International, Ltd., was selected. For the Rational Method, a standardized spreadsheet should be used. An example of an Excel spreadsheet that could be used is included in Chapter 3. ▪ Unit Hydrograph Method: StormNET, distributed by BOSS International, Ltd., utilizes the SCS TR-55 method and standard City of Bozeman unit hydrographs to be generated from the Unit Hyetographs described in Chapter 2 (System Analysis). ▪ Rational Method: For estimating peak runoff in drainage basins of less than 100 acres and for detention facility sizing in drainage basins of less than 40 acres, the Rational Method will be acceptable, although the Unit Hydrograph method is preferred for detention routing. ▪ Hydraulic Calculations: If hydraulic software is used to design and size conveyance structures, the above-described StormNET software should be used. Alternatively (for example, if the Rational Method was used to obtain peak flow estimates), Flowmaster and CulvertMaster, both by Bentley Systems, Inc., should be used. Bozeman Storm Water Facilities Plan 6.5 Proposed Capital Facilities Solutions for Areas of Known Flooding Table 6.5-1 Summary of Recommendations Project Cost Storm Water Utility Feasibility Study and Implementation $60K Farmer’s Canal (county) $50 - $100K Valley Unit Park $50 - $80K Willson-Cleveland & Willson-Garfield $50K The City of Bozeman has experienced rapid population growth and development in the past few years, which impacts storm water runoff. During the existing system evaluation, several deficiencies or problem areas were identified; many of these are historic flooding locations in the City of Bozeman. Proposed solutions are detailed below and summarized in Table 6.5-1. 6.5.1 Farmer’s Canal Description: Farmer’s Canal diverts 250 cfs from the Gallatin River and irrigates about 11,000 acres. It flows from the Gallatin River through historic farmland areas in a 6 foot to 15 foot wide channel. As Farmer’s Canal flows closer to Bozeman and developed areas, the channel is further confined to a 3 feet to 5 feet wide channel. Farmer’s Canal is adjacent to residential development for several miles. Farmer’s Canal has insufficient capacity, particularly through developed areas. Some adjacent residential units are built at lower elevations than the canal. Numerous drainages cross the canal, some of which provide additional flow. Large storm water drainage areas also contribute flow. Resort Drive $1-5K General Rehab and Replacement $200K/ year Rocky Creek $10-20K Bozeman Creek Freezing $45K Bozeman Creek Water Quality $50K Farmers Canal Flooding Area Potential Solutions: • Divert flow upstream of the residential development, either into a new channel or storm drain. • Build a detention pond on the south side of College Street between 20th Ave. and 19th Ave. • Construct a series of small retention ponds along Farmer’s Chapter 6: Recommended Plan • The Farmer’s Canal could be rerouted to drain down existing ditches to the north of Fowler Lane and Huffine Road. This would be part of a larger solution to reduce the amount of surface runoff entering the canal upstream of Fowler Lane. It is our understanding that the Canal Company may be open to this potential solution as they have indicated that they do not have irrigation users downstream of Fowler Lane. • Examine all cross drains to determine and address additional flow contributions. Cost: The cost to complete a detailed study of solutions is estimated to be $50,000. The likely long-term solution is to work in concert with the Farmer’s Canal to divert excess water into the series of drainages that the canal crosses through. A budget amount for implementation of a flow control diversion structure at each drainage crossing is $100,000. 6.5.2 20th Avenue Description: Irrigation and runoff flowing into the pipe south of Koch Street have backed up and flooded into Koch Street in the past. Potential Solutions: This problem may have been resolved when flows from the Farmer’s Canal were closed off (currently no water rights are being used). Monitor the area and re-assess the hydraulics of the pipe if the problem recurs. Cost: $0 6.5.3 Wagon Wheel Ditch 20th Avenue Flooding Area Description: This open ditch has insufficient capacity and unstable banks in some areas. This ditch is an overflow for the Farmer’s Canal and problems occur only during storm events that also impact the Farmer’s Canal. The irrigation district controls its operation. Potential Solutions: Either piping this ditch or increasing its capacity would allow for improved operation as an overflow to the Farmer’s Canal; however, it is recommended that any funds available for the project be utilized to solve the larger Farmer’s Canal issues. Cost: $0 6.5.4 Valley Unit Park Description: The homes along Meagher Avenue south of Durston Road and east of the park have experienced basement flooding. These homes are just east of a large detention pond that may elevate groundwater in the area. The existing pond outlet structure is a drop inlet and pipe from the pond bottom to the ditch along the west park boundary; it appears that the drop inlet quickly plugs during high runoff events. Potential Solutions: The City should replace the existing pond outlet structure with a new type and construct an emergency overflow pond outlet from the north end of the pond to the ditch along the west park boundary. 6-5 Bozeman Storm Water Facilities Plan Cost: $50,000 to $80,000 6.5.5 Willson - Cleveland and Willson - Garfield Description: The storm sewer system in this area apparently has insufficient capacity, which causes manhole lids to ‘pop’ open. This is likely due to undersized or clogged/damaged pipe. Potential Solutions: This drainage basin should be included in a detail study to determine the condition of the storm sewer system, the capacity of the existing pipe network, and the needed storm sewer capacity. Cost: $50,000 (Detailed study of basin) 6.5.6 Resort Drive Description: This is an area of newer development and the potential for an increased amount of impervious surfaces. There is high ground water in the area and an existing ditch that runs through the area. Potential Solutions: The City should require developers in the area to confirm that their development does not create drainage problems in the area. Cost: $1,000 - $5,000 (Review storm water plan and perform a site visit) 6.5.7 North 11th Avenue Description: Flooding problems are generally limited to the area near Durston Road. Durston Road improvements are currently under construction, which should alleviate the flooding that has been reported in the past. Potential Solutions: 2006 improvements should be monitored. Cost: $0 6.5.8 I-90/East Main Interchange Description: North of the eastbound on-ramp and across the frontage road from this area, flooding has occurred in the past due to poor drainage and/or inadequate infiltration. There has not been a problem recently, possibly due to interchange improvements made by the Montana Department of Transportation (MDT). Potential Solutions: Monitor the area and notify MDT if the problem recurs. 6-6 Cost: $0 6.5.9 Rouse Avenue Description: The storm water pipe along Rouse Avenue is about 90 years old (it was likely constructed in 1920). This pipe needs to be replaced and has failed in certain areas, forcing the City to perform emergency repairs. Potential Solutions: This pipe should be replaced with the Rouse Avenue reconstruction project. This project is currently under design and is an MDT project utilizing highway funds. Patching and emergency repairs will Storm Water Pipe Failure along Rouse Avenue. Chapter 6: Recommended Plan 6-7 continue to be conducted until the larger project moves forward. Cost: $0 6.5.10 Auction and Feedlot Description: Historically there has been beaver activity in the area, which has caused water to back up onto private property. This has been a concern in the past as the flooding came close to flooding a retention pond associated with a livestock auction yard. The auction yard has since vacated the property, which alleviates the critical water quality concern associated with this potential area of flooding. Potential Solutions: Upon annexation into the City or any proposed development project in the area, the City should require the applicant to investigate the problem in detail and provide a privately funded solution. Cost: $0 6.6 Other Problem Areas 6.6.1 General Rehabilitation and Replacement Description: The City’s storm water system condition is unknown; however, the age of the system and lack of routine maintenance or rehabilitation indicates that the system is in need of repairs. It is recommended that in the initial years of funding this portion of the storm water fund be utilized for condition assessment and study work. Potential Solutions: Implement rehabilitation and replacement program. Cost: $200,000 per year 6.6.2 Rocky Creek Description: Rocky Creek has been impaired from channel incisement, bank erosion, and sedimentation from development runoff and agricultural practices. Rocky Creek was 303(d) listed in 2002, and noxious weeds are becoming an increasing problem along the creek. Noxious weeds displace native plant communities (including endangered species), alter wildlife habitat, reduce forage for wildlife and livestock, and lower biodiversity. In some cases, noxious weeds increase soil surface runoff and sedimentation into streams, a process many scientists believe is the beginning of desertification. Potential Solutions: The City of Bozeman should team with the Gallatin County Weed Control District, the agricultural department of Montana State University, or other local groups to address the noxious weed problem along Rocky Creek. Rocky Creek is entirely outside the city limits. Mitigation of channel incisement should be addressed prior to city annexation of any areas within the Rocky Creek watershed. Cost: The cost for a noxious weed survey and one-time treatment will range from $10,000 to $20,000. Bozeman Storm Water Facilities Plan 6-8 6.6.3 Bozeman Creek Freezing Description: Bozeman Creek exhibits unusual characteristics every few years (the last event was the winter of 2006/2007) by freezing from the bottom of the creek bed upward as opposed to the more usual top-to-bottom freezing most creeks experience. It is believed that the speed at which Bozeman Creek flows prevents ice from forming except along the bottom of the creek bed where friction and turbulence allow the water to slow down long enough to freeze. Since the creek continues to flow atop this ice, the water level of the creek gradually rises as more ice accumulates on the bottom, causing flooding in some cases. The City installed eight wells to pump warmer groundwater into the creek during the coldest months. Potential Solution: It is not feasible to stop freezing along the entire length of the creek; therefore, the City’s solution should focus on the areas that pose the greatest safety hazard, such as bridges and culverts. In these specific areas, the City could attempt any of the following solutions: • Install additional wells for redundancy at Lamme and Rouse in Creekside Park. • Inject heated water into pre-drilled borings adjacent to stream. The existing system of injecting groundwater into the creek at specific locations could be expanded to incorporate a larger area. • Install an air-bubbler system. These have been used successfully at dams where ice forming on locks and gates can cause severe problems. The air-bubbler system consists of submerged diffuser pipes installed on the channel bed and side slopes. Typically, a 100- psi, 750-cfm compressor is used to supply air. • Mount high-density polyethylene sheets over the concrete surfaces at risk of icing over (bridge abutments, piers, concrete culverts). Laboratory tests have shown that ice will grow on these sheets just as it does on steel or concrete. However, it takes 30 times less force to knock ice off HDPE than concrete, and the ice tends to come off cleanly. HDPE sheets typically have dimensions of 4 feet by 8 feet by 0.5 inches and weigh 80 pounds each. Cost: Air bubbler - $15,000. HDPE - Approximately $30,000, assuming five locations totaling 20,000 square feet. Estimated cost for well construction $10,000 - $50,000 depending on DNRC requirements. 6.6.4 Bozeman Creek Water Quality Description: Bozeman Creek is classified as impaired by MDEQ due to decreasing fish habitat and populations, fish passage issues, channelization, and flooding problems. Bozeman Creek flows into the East Gallatin River, to the Gallatin River, and eventually to the Missouri River. The creek runs through downtown Bozeman, where it collects the majority of the downtown area runoff. Nutrients in Bozeman Creek come from a host of upstream sources, including septic systems, confined livestock, natural inputs from Forest Service land, and lawn fertilizers. However, no water quality data is available for Bozeman Creek reaches on County or U.S. Forest Service Land. Chapter 6: Recommended Plan Potential Solutions: It is recommended that a group of Bozeman Creek stakeholders conduct a study of Bozeman Creek to determine specific improvements that could be implemented. These improvements could include the following: • Revegetation; establish a riparian corridor. • Identify and enforce setbacks for future development. • Inspect all outfalls to Bozeman Creek and identify improvements including energy dissipaters, trash racks, etc. • Identify and address any fish passage issues. Cost: The cost for studying Bozeman Creek and performing preliminary design of identified solutions would likely range from $20,000 - $50,000, depending upon the scope of the project. This project could be funded by a Water Resources Development Act Program 595 (WRDA) funding, similar to the project to improve Grant Creek in the Missoula area. 6.7 Recommended Plan for Operation and Maintenance 6.7.1 Condition Assessment: Implementing a Rating System Integration of infrastructure condition information will enable the City to make decisions that are more informed. The condition of the existing storm water system is generally unknown. Pipes, catchments, drains, and other storm water infrastructure components are only inspected when problems are reported. A quantitative rating system would enable the City to better manage existing storm water infrastructure with regard to operation, maintenance and replacement. Because storm water systems and infrastructure are installed by both public and private entities (municipalities, homeowners associations, developers, agricultural producers, etc.), operation and maintenance (O&M) schedules and responsibilities often fall into a grey area. When that occurs, the City is forced into a reactionary position, responding to problems as opposed to performing regular maintenance using a tracking and rating system. Numerous tracking and rating systems are available; a detailed description of one system is presented in Appendix E (Infrastructure Rating System Alternatives). This system could be implemented by modifying the Excel spreadsheet that the collection system staff uses to create a numeric rather than qualitative record. The City currently performs video inspections of its sewer system. It is recommended that the storm drain system be incorporated into this video inspection program, and a maintenance schedule should be created which allows the City to inspect a portion of the storm drain system each year. The existing City crews are not adequate to take on this additional burden. Funds from the storm water utility should be allocated to provide staff and equipment. During these 6-9 Bozeman Storm Water Facilities Plan 6-10 inspections, physical storm water data should also be collected and incorporated into the storm water model. In summary, the advantages of a tracking and rating system to the City of Bozeman include: • Providing an improved inventory of the existing system; • Streamlining the prioritization and scheduling of maintenance and inspection; • Providing documentation for any legal action; • Relating the effectiveness of existing components to their long-term performance; • Providing a cost estimating mechanism; and • Identifying future projects for retrofitting. Whenever a noticeable defect in the pipe condition is identified during the TV inspection, a code should be assigned indicating the type and severity of the defect. For consistency in inspection and rating, specific storm water utility personnel should be assigned to develop, test and refine a rating system that can be carried through as staff turnover occurs. Appendix E (Infrastructure Rating System Alternatives) describes several alternative rating systems. 6.7.2 Operation and Maintenance Current Maintenance Program At this time, maintenance of the existing storm water system is highly dependent on staff work load. Maintenance of storm water infrastructure is a secondary priority for maintenance personnel. A formal storm water system maintenance plan and inventory has not been developed and minimal maintenance is performed. Maintenance Responsibility Storm water infrastructure located within street right-of-way and on City property is the responsibility of the City. Infrastructure located on private property is typically the responsibility of individual homeowners or homeowners associations. Inventory of Facilities The existing storm water system consists of a complex system of drainage basins, swales, roadside ditches, pipes, catch basins, manholes, detention basins and treatment systems. The City is experiencing significant growth, which is expected to result in expansion of storm water infrastructure. Storm water system maintenance is necessary to ensure the reliability and dependability of the system, alleviate flooding, and enhance water quality in receiving streams. To effectively develop an operation and maintenance program for storm water facilities, an inventory of existing facilities must be developed and updated on a regular basis as the system is expanded. The City should require that engineers or developers submit all new storm water infrastructure information to the City in GIS with coordinates, inverts, and elevations according to the City of Bozeman datum and state plane coordinates. The desired information is described in Chapter 1 (Existing System Inventory). Chapter 6: Recommended Plan 6-11 Inspection and Maintenance Frequency The condition of drainage facilities needs to be assessed on a regular basis. Inspection and required maintenance frequency is greatly dependent on land use, climate, street maintenance practices, etc., and will vary regionally and by community. Table 6.7-1 shows recommended maintenance frequency. Careful and consistent inspection and record keeping will provide the information the City needs to develop a maintenance schedule that ensures storm water infrastructure is properly maintained and in good working order. Creating a funding mechanism to fund staff positions to perform these activities will aid in implementation. Table 6.7-1 Recommended Maintenance Frequency Facility Recommended Maintenance Frequency Maintenance Requirements Pipelines Once per three years Inspect and jet rod sediment and debris from pipe Catch Basins Once per two years Vacuum pump sediment and debris from sump Manholes Once per three years Inspect and clean sediment and debris from invert Ditches Once per year Mow, clean and remove sediment as needed Ponds Once per year Mow, remove debris from inlet/outlet structures and remove sediment as needed Proprietary Treatment Systems As recommended by the manufacturer Replace filters Swales Once per three years Mow, clean and remove sediment as needed Recommended System Maintenance The following discussion provides general maintenance recommendations for typical storm water facilities. These recommendations apply to those facilities that might be constructed in the future and facilities that are currently in place in Bozeman. Detention and Retention Basins Maintenance of detention and retention basins is essential if the facilities are going to operate as originally designed. Ponds should be inspected on a regular basis, especially prior to and during times of predicted or known rainfall and snowmelt. Inlet and outlet structures should be cleared of debris whenever it is discovered through inspections. Attention should be given to sediment accumulation. If sediment accumulation exceeds 25% of the facility’s Bozeman Storm Water Facilities Plan 6-12 design depth, it should be removed. Grass should be mowed and vegetation trimmed where appropriate. Table 6.7-2 outlines typical maintenance practices recommended for pond facilities. Table 6.7-2 Typical Maintenance Activities for Dry Ponds Activity Schedule Note erosion of pond banks or bottom Semiannual inspection Inspect for damage to the embankment Monitor for sediment accumulation in the facility and forebay Examine to ensure that inlet and outlet devices are free of debris and operational Annual inspection Repair undercut or eroded areas Mow side slopes Manage pesticide and nutrients Remove litter and debris Standard maintenance Seed or sod to restore dead or damaged ground cover Annual maintenance (as needed) Remove sediment from the forebay 5- to 7-year maintenance Monitor sediment accumulations, and remove sediment when the pond volume has been reduced by 25% 25- to 50-year maintenance Buried Tanks or Vaults Buried tanks and vaults constructed for storm water detention should be inspected annually for accumulation of sediment and debris. Facilities should be designed for maintenance access and easy removal of sediment. Sediment should be removed when the tank or vault’s sediment storage volume has been reduced by 25%. Infiltration Basins and Drain Fields Several recent developments have requested use of underground infiltration basins in the City. An example design is included in the BMP manual. Routine maintenance of infiltration basins and drain fields is extremely important. The pretreatment grit chamber should be checked at least four times per year and after major storm events. Sediment should be cleaned out when the sediment depletes more than 10% of the available infiltration capacity. This can be done manually or by vacuum pump. Inlet and outlet pipes should also be inspected at this time. The infiltration drain field should contain an observation well that can provide information on how well the system is operating. It is recommended that the observation well be monitored daily after runoff-producing storm events. If the infiltration Chapter 6: Recommended Plan drain field does not drain after three days, it usually means that the drain field is clogged. Once the performance characteristics of the structure have been verified, the monitoring schedule can be reduced to a monthly or quarterly basis. Runoff Control Structures Runoff control structures must be kept clear of debris and obstructions in order to operate effectively. Control structures should be inspected after major storm events and in the spring prior to runoff from snow melt and spring rains. Debris should be removed from overflows, bypasses, and spillways anytime it is observed. Catch Basins Inlet grates should be kept clear of debris and sumps should be cleaned on a regular basis to prevent silt accumulation in downstream piping. Catch basins should be inspected in the spring prior to snow melt and spring rains. Sanding of streets will increase the amount silt and grit accumulation in catch basin sumps and may require more frequent cleaning on streets that are sanded on a regular basis (i.e. bus routes). Catch basins should also be inspected in the autumn after leaves have fallen from trees to ensure that inlet grates are not plugged. Bioretention Swales Bioretention swales utilize soils and plants to infiltrate and remove pollutants from storm water runoff. Recommended maintenance for a bioretention area includes inspection and repair or replacement of the treatment area components. Trees and shrubs should be inspected twice per year to evaluate their health and remove any dead or severely diseased vegetation. Diseased vegetation should be treated as necessary. Pruning, weeding, and periodic mulch replacement is recommended. Application of an alkaline product, such as limestone, is recommended once or twice per year to counteract soil acidity resulting form slightly acidic precipitation and runoff. Bioretention basins provide additional water quality treatment to reduce non-point source pollution from existing storm water runoff at the site. Oil/Water Separators Oil/water separators should be inspected after every major storm event. At a minimum, accumulated oil and sediment should be removed at the beginning of each wet season. The required maintenance frequency will be site specific due to variations in sediment and hydrocarbon loading. Maintenance should include clean out, disposal of the sediments, and removal of trash and debris. Since residuals may contain hydrocarbons, they may require disposal as hazardous waste. 6-13 Bozeman Storm Water Facilities Plan Conveyance Piping and culverts should be cleaned on a regular basis to prevent blockage and subsequent upstream flooding. Maintenance frequency will be dependent on variations in sediment and debris loading. The effectiveness of catch basins in removing sediment and debris prior to entering piped systems plays an important role in minimizing the frequency of cleaning pipes. A good catch basin maintenance program can greatly minimize the frequency of pipe cleaning. Piping should be inspected when catch basins are inspected to determine the need for cleaning. Pipes can be cleaned by jet rodding equipment and sediment removed at manholes and catch basins with a vactor truck. 6-14 Proprietary Treatment Systems Proprietary Treatment Systems Include: 9 Stormceptor™ 9 StormFilter™ 9 Vortechnics™ The City of Bozeman storm water system currently accepts the use of several proprietary and custom designed treatment systems, including Stormceptor™, StormFilter™ and Vortechnics™. These systems have proven effective in removing target contaminants prior to discharge to receiving water bodies provided proper maintenance is performed. Each manufacturer’s recommended operation and maintenance procedures are outlined below. Other manufacturers are available and have their own similar maintenance requirements. In all cases where proprietary storm water quality treatment systems are installed, the City or other responsible party should follow the manufacturer’s operation and maintenance recommendations to provide the most effective storm water treatment possible. Stormceptor™ - When sized correctly, Stormceptor® should be maintained annually, after a spill event, or if oil and sediment levels exceed recommended maintenance volumes. Maintenance should be performed once oil and sediment reach the recommended depths. The depths at which maintenance should be triggered can be found on the Stormceptor website http://www.stormceptor.com/frequency.php. The Stormceptor® treatment chamber is a confined space and should only be entered by properly trained, equipped and qualified staff as identified by local Occupational Safety and Health Regulations. Stormceptor® units should be inspected every six months and cleaned when the sediment level reaches 15% of total storage volume. If regular inspections are not conducted, Stormceptor® units should be cleaned once a year. Stormceptor® units should also be inspected following a spill event. All oil captured by the Stormceptor® should be removed. Maintenance is typically performed using a vacuum truck. StormFilter™ - Inspection and maintenance of the StormFilter™ treatment system is typically annual but is dependent on the pollutant load and rainfall characteristics at each site. Maintenance includes removing the cartridge hood and either manually or with a vactor truck removing accumulated trash, debris, and sediments from the vault then replacing the filter cartridge with a recharged cartridge. Vortechnics™ - The Vortechnics™ system should be inspected every six months but is dependent on the pollutant load and rainfall characteristics of each site. Accumulated sediment is evacuated through the manhole over the grit chamber with a vactor truck. If maintenance is not performed frequently enough, sediment may accumulate outside the grit chamber. If this is the case, it may be necessary to pump out all chambers. All chambers Chapter 6: Recommended Plan 6-15 should be inspected during each maintenance event to prevent sediment buildup in those areas. Annual Operation and Maintenance Program Table 6.7-3 summarizes the recommended operation and maintenance program and associated annual costs for the City’s storm water facilities. Implementation of this maintenance program will require a crew of three for approximately 112 days, a crew of two for 6 days and single person crew for an additional 27 days each year. It will also require the use of a vactor truck for approximately 112 days, a backhoe and dump truck for approximately 6 days and a mower for approximately 27 days per year. Additional staff time will also be needed for updating inventory and keeping maintenance records. Additional costs include replacement filters for treatment systems and costs associated with debris, sediment, and oil disposal. Filter cartridge replacement costs are approximately $3,300 per year for a single treatment unit. The Center for Watershed Protection is developing a set of web-based tools to help communities develop a state-of the art maintenance program. Once this program is developed, storm water practitioners will be able to download readily usable maintenance forms, updated maintenance cost data, ordinances, and other key elements of a good program. The City of Bozeman could benefit from this type of assistance rather than creating its own customized maintenance program. Record Keeping To adequately develop a maintenance program for the City of Bozeman storm water system, detailed records should be kept for inspection and maintenance activities performed. All facilities including pipe, manholes, culverts, catch basins, treatment systems, ditches, swales and detention facilities should be incorporated into the program. Bozeman Storm Water Facilities Plan 6-16 Table 6.7-3 Operation and Maintenance Program Summary Facility Units Frequency (times per year) Daily Production Crew Size Equipment Annual Man Days Annual Labor Cost1 Annual Equipment Cost2 Total Cost Detention Pond 1 1 1 3 Vactor Truck 1 $200 $500 $700 Vegetation Control 1 2 1 Mower 6.5 $1,300 $1,950 $3,250 Sediment Removal 0.2 1 2 Backhoe/dum p truck 5.2 $1,040 $3,640 $4,680 Catch Basins 500 0.5 15 3 Vactor Truck 50 $10,000 $25,000 $35,000 Manholes 300 0.5 15 3 Vactor Truck 30 $6,000 $15,000 $21,000 Roadside Ditches 5 miles Debris Removal 1 0.5 1 Dump Truck 10 $2,000 $3,500 $5,500 Mowing 1 0.5 1 Mower 10 $2,000 $3,000 $5,000 Pipe 57,620 lineal feet 0.33 2,500 3 Vactor Truck 22.8 $4,560 $11,400 $15,960 Treatment Systems Clean-out 5 1 2 3 Vactor Truck 7.5 $1,500 $3,750 $5,250 Filter Replacement 1 0.25 2 3 Vactor Truck 0.375 $75 $188 $263 Mowing 1 1 2 1 Mower 0.5 $100 $150 $250 Sediment Removal 1 0.2 1 2 Backhoe/dum p truck 0.4 $80 $280 $360 Video Inspection 1 NA NA 2 Video truck (use sewer Chapter 6: Recommended Plan 6-17 6.8 Other Recommendations Mapping Database Recommendations The following recommendations describe a phased approach to systematically developing and maintaining an accurate storm drain facilities map and GIS database. This approach seeks to complete the most beneficial tasks first. • Step 1: Develop Database Maintenance Procedures Develop and implement procedures to ensure that any new construction associated with the storm drain system is verified and added to the database and develop a standardized junction data sheet similar to Error! Reference source not found. for junction inspections. The new database maintenance procedures should require that database updates also include other new information, such as new data from drainage master plans or studies, outfall location surveys, and modification, abandonment or removal of existing storm drain facilities. • Step 2: Fully Incorporate the Grid Maps Use existing information, particularly the highlighted grid maps of this Facilities Plan, to bring the database to a level of completeness exceeding the existing grid maps, thus making the grid maps obsolete. • Step 3: Add Open Channels Use aerial photography to revise the alignment of open channels already in the database, and add to the database other open channels that are visible on the aerial photos. • Step 4: Update Poorly Mapped Areas of the Database Make document-based improvements to the map and database in areas where the mapping is substantially incomplete. These areas can be identified by comparing the new storm drain map to the 2004 aerial photos to locate recently developed areas. • Step 5: Incorporate Remaining Documentation-Based Data Complete the input of data from the City’s files for areas or subdivisions not completed in Step 4, and obtain topographic mapping based on the 2004 aerial photos. Phase 2 NPDES Recommendations It is recommended that the city continue on its current path with Phase 2 NPDES described in chapter 4. Critical next steps include: • Executing Memoranda of understanding with co-permittees • Consider adding a local storm water permit program • Move forward with the mapping task identified in MCM #3 Bozeman Storm Water Facilities Plan 6-18 • Begin drafting ordinances in 2009 (or create a single ordinance) to address requirements, as adoption of an ordinance can be time consuming. Bozeman Storm Water Facilities Plan Appendix A: Existing System Inventory Data Appendix A: Existing System Inventory Data A.1 Summary This storm drain system inventory is a compilation of existing data in the form of an Excel spreadsheet database convertible to the City’s GIS program, Arcview. The data is also presented graphically on a new Storm Drain Map of the study area. The study area encompasses the entire grid area covered by the index sheet of the City’s existing storm drain grid maps, referred to as “Grid Maps” throughout this document. Structures surveyed by the City using GPS equipment have been linked together in Arcview based primarily on the Grid Maps, but also using miscellaneous subdivision drawings, SID drawings and other sources that were provided by the City for this study. A product of this report that will be important to future mapping improvements is a highlighted set of Grid Maps. The maps have been highlighted to identify information that needs to be transferred to the new database before the Grid Maps can be retired as obsolete drawings. Once the point is reached where the Grid Maps have been fully replaced, many other types of improvements can be made to the new Storm Drain Map and database. A start would be to incorporate the many subdivision and SID drawings that were not provided for this study, and to locate existing culverts and open channels using aerial photography. Several options are presented describing these and other potential, incremental improvements to the map and database. Final recommendations are presented as a phased approach to improving the map and database. As a minimum, it would be desirable to bring the new Storm Drain Map and database to a point of completeness where the printed Grid Maps were no longer necessary. The steps required to meet this minimum goal are presented, as are the next logical steps that could be completed to further improve the database. As funding becomes available, additional efforts, including field investigations and surveying of some or all of the study area, will continue to improve the completeness and reliability of the database. The Excel spreadsheet database has been set up not only to accept data input, but to also track the level of accuracy associated with virtually any piece of data for any of the connecting structures (junctions) or conveyance structures (links). The junction spreadsheet includes formulas that make use of the most reliable data to calculate pipe inverts. The Excel spreadsheets can be searched or sorted by any column, as a tool to aid in prioritizing future data collection efforts. The formulas make decisions based on the data sources entered, and automatically use the best available data while keeping track of the data sources used and the resulting level of accuracy for each structure (junction or link). As data entry progresses, the improvements to accuracy and completeness will be evident for each junction. The new Storm Drain Map and GIS database will become an important tool for overall management of the City’s storm water system. A.1.1 Overview The City of Bozeman is served by a storm drainage system made up of piped storm drain networks connected by open channels. Currently, the single most complete source of locations and sizes of storm drainage facilities is the City’s set of storm drain grid maps, referred to as “Grid Maps” throughout this document. Storm drainage facilities also appear on plat maps, on a 1980 drainage inventory/mapping project, and on record drawings from subdivisions, Special Improvement Districts (SIDs) and other construction projects. A-1 Bozeman Storm Water Facilities Plan The City has recently set up a GIS-based system for compiling storm drainage data. Prior to this study, the GIS database contained approximate coordinates and grate/rim elevations of 2,387 drainage structures, primarily manholes and catch basins. The purpose of this storm drain inventory is to gather existing information on the City’s GIS-identified and other existing drainage structures, and organize it into a GIS-accessible format that simplifies future data input. The information gathered in this task will help determine priorities for future data collection efforts, and will become an important tool for overall management of the City’s storm water system. A.1.2 Study Area Description The study area, identified on Figure 1.1-1 Study Area, completely encompasses the City Limits and surrounding areas. Montana State University (MSU) property was excluded from the study area, and will be covered in a separate document. Connection points to the City’s storm drain system are assumed to occur at the MSU property line. The Bozeman area generally drains from south to north, with a major exception being the influence of agricultural irrigation ditches. During the growing season, the irrigation ditches draw water from natural drainages and convey flows across sub-basins, with high runoff typically overflowing into the historic/natural drainages at the control structures. The effect and management of the irrigation ditches is not covered in this study. A-2 Appendix A: Existing System Inventory Data A.1.3 Basis of System Inventory This storm drain system inventory compiles data from six existing sources: • The City’s existing set of storm drain grid maps; • Storm drain structures that have been located by City staff using GPS equipment; • Design drawings and record drawings from construction projects; • The City’s existing set of plat maps, showing hand-sketched storm drain structures; and • A 1980 storm drainage inventory/mapping project. • A 2005 survey effort by City staff At this time, the Grid Maps represent the City’s most complete and accurate picture of its storm drain system. Structures appearing on one of the other five data sources but not on the Grid Maps were hand-drawn in and highlighted on a clean set of Grid Maps. Structures on the Grid Maps whose locations are not currently in the City’s GIS database are also highlighted. A set of the highlighted Grid Maps has been included, under separate cover, to indicate the general locations of these facilities. A.1.4 Deliverables The deliverables for this study are listed below. The “junction spreadsheet” lists manholes, catch basins, curb inlets, detention basins, etc., and the “link spreadsheet” lists connecting conveyance structures such as pipes and ditches. • Junction spreadsheet (printed copy, Appendix A-1); • Link spreadsheet (printed copy, Appendix A-2); • Storm Drain Map (set of six full-size, 24” x 36” drawings, in map pockets); • Highlighted set of the City’s existing storm drain grid maps • Arcview files; • Excel file for the Junction and Link spreadsheets; and • AutoCAD file for the new Storm Drain Map. A.2 Existing GIS Database A.2.1 General The City provided a GIS database of the storm drain system in April 2004. The database was compiled using GPS equipment to locate 2,387 data points. Each data point represents a different storm drain point (connection) structure, referred to hereinafter as a “junction.” Each point in the database included a grate/rim elevation, northing/easting coordinates, and an indication whether the point was a manhole or a catch basin. In August 2004, the City created “unique ID numbers” for each data point as described in Section A.2.3 below and re-sent the GIS database to MMI. The drainage facilities represented by the database are spread throughout the City, primarily in the area bracketed by Ferguson Road, Oak Street, Kagy Boulevard and Highland Boulevard. A-3 Bozeman Storm Water Facilities Plan A.2.2 Accuracy Plan locations (coordinates) of the City’s database are accurate to within several feet. This level of accuracy should be adequate for general mapping purposes, but relative positions between some clustered curb inlets appears to be inconsistent with the locations and number of junctions shown on the Grid Maps. This makes it difficult to determine which GPS point goes to which junction shown on the Grid Maps, thus increasing the need for field investigation. The GPS-generated northings and eastings were converted to State Plane coordinates by the City, and are included on the junction spreadsheet (Appendix A-1). Elevations provided by GPS are to the height of the receiver prism, and do not account for the drop to ground elevation. City staff suggests that this drop was about 6 feet, but without documented instrument heights at the time of the work, the actual instrument heights and variation is unknown. In addition, cross-checks and day-to-day calibration to established vertical datum benchmarks was not documented. Therefore, the elevations provided by GPS (and included in the junction spreadsheet) should be considered raw data at the height of the prism, needing adjustment and/or field-verification. GPS elevations were obtained from the City in meters and were then converted to feet. City staff estimates the GPS elevations to be accurate to plus or minus a few feet. Ultimately, all elevations should correlate directly to City of Bozeman vertical datum. For hydraulic modeling purposes, an accuracy of ± 0.01 feet would be desirable, but ± 0.1 feet would also be acceptable. A.2.3 Unique ID Numbers After data entry for this Facilities Plan began in April 2004, it was discovered that the identifying point numbers attributed to each structure were not unique and would re-generate when running the Arcview GIS program. Therefore, it was decided to set up a “unique ID number” for each structure as a separate field, rather than using the Arcview-created point numbers. This was done in August 2004. The “unique ID number” is referred to as the “Junction Number” on the junction spreadsheet (Appendix A-1) and the “Link Number” on the link spreadsheet (Appendix A-2). The junction number” and “link number” will remain associated with a unique junction or link and will not change; they should not be confused with the identifying numbers assigned to the junction or link by Arcview. A.3 Existing Drawings A.3.1 Storm Drain Grid Maps The City’s current storm drain map is a set of quarter-section (160-acre) grid maps centered on the City limits and including outlying areas. These maps are currently the City’s best representation of the existing storm drain facilities. The maps were originally set up on a grid system going from sheet A-0 at the northeast corner to sheet N-11 at the southwest corner, for a total of 168 grid squares covering 42 square miles. Recently, east-west rows 50 and 51 were added north of row 0, so the current coverage area is 196 grid squares, or 49 square miles. A-4 Appendix A: Existing System Inventory Data A Grid Map Index (Figure 1.3-2) identifies the currently mapped areas. The storm drain mapping done to date by the City appears on 43 Grid Maps, or about 22 percent of the current grid coverage area. Additional grid maps may be created as the City grows. The Grid Maps show approximate, graphical locations of pipe networks and open channels. Text information on the Grid Maps includes some of the larger pipe sizes, shapes and materials, and some SID numbers without any indication of the limits of the SID. Detention ponds and other facilities such as grease traps may also be indicated by text on the Grid Maps. The text information is incomplete, and may not agree with record drawings or other data sources. A.3.2 Subdivision Drawings Table 1 lists the subdivision drawings that were provided by the City for this mapping project, and cross-references each subdivision to the Grid Map number(s) on which it is located. Drawings for 35 different subdivisions, or phases thereof, were provided. The drawings provided are partial copies of construction plan sets, and may not identify all storm drain facilities constructed with that project. Most of the drawings are marked “as-built” or “record drawing.” A subdivision map provided by the City (City of Bozeman Subdivisions, dated 11/13/03) lists 398 subdivisions, about 290 of which are within the 2003 City Limits shown on the map. Another list of subdivisions supplied by the City totals 326 subdivisions. In either case, the 35 subdivisions used for this mapping project and listed in Table 1 are only about 11 or 12 percent of the assumed total number of subdivisions within the City. The use of additional subdivision drawings could improve the completeness and/or accuracy of this storm drain system inventory. Table 1 Subdivision Drawings Used No. Grid Map No. Abbreviation Subdivision Name Year Built 1 C-5* KM Kamp Minor Subdivision 1998 2 D-1* H The Headlands 2002 3 D-5 ESC Ellis Street Crossing 1992 4 D-5 HB Highland Blvd./SID 647 1985 5 D-7 HBR Highland Blvd. Reconstruction 1996 6 E-0/1 BCS, Ph 1 Bridger Creek Subdivision, Phase 1 1995 7 F-0* BCS, Ph 2 Bridger Creek Subdivision, Phase 2 1996 8 E-0 BCS, Ph 3 Bridger Creek Subdivision, Phase 3 1998 9 F-9 WMS, Ph 1 West Meadow Subdivision, Phase 1 2002 10 G-2/3 EAI Eleventh Ave. Improvements 2002 11 G-9/10* WFS Westfield South, Phase 3 2001 12 H-3 BSD Blackmore Storm Drain 1994 13 I-0* GCS Gallatin Center Street & Storm Plans 1999 A-5 Bozeman Storm Water Facilities Plan A-6 Table 1 Subdivision Drawings Used No. Grid Map No. Abbreviation Subdivision Name Year Built 14 G-2 WAL Bozeman, Montana Wal-Mart 1993 15 I-1* LCC Lewis & Clark Commercial Subdivision 2003 16 I-3 AS, Ph 1 Annie Subdivision/SID 649 1985 17 I-3 BS, Ph 2 Brentwood Subdivision, Phase 2 1995 18 I-3 CA, Ph 2 Castlebar Apartments, Phase 2 2003 19 I-6 YC, Ph 2 Yellowstone Center, Phase 2 2000 20 J-0 CCS, Ph 1 Cattail Creek Subdivision, Phase 1 2002 21 J-3 HCS, Ph 1 Harvest Creek Subdivision, Phase 1 1999 22 J-3 HCS, Ph 2 Harvest Creek Subdivision, Phase 2 2000 23 J-3 HCS, Ph 4 Harvest Creek Subdivision, Phase 4 2001 24 J-4 WS Willow Subdivision 1996 25 J-5 BMS Babcock Meadows Subdivision 1995 26 J-5 BIH, Ph 2 Bozeman Interfaith Housing, Phase 2 1997 27 K-4 BPE Bridger Peaks Estates Subdivision 1990 28 K-4 CS Cascade Subdivision 1992 29 K-5 MU Master Utility (Fallon St. & Private Dr.) 1994 30 K-5 NP Nelson Property 1996 31 K-5 VCBP Valley Commons Business Park 1996 32 K-5 VCS Valley Creek Subdivision 1995 33 L-1* BME Baxter Meadows Estate Homes 2004 34 L-4 VWS Valley West Subdivision 2002 35 L-5* SCV The Spring Creek Village Resort 2001 * indicates Grid Maps that do not exist in the City’s files A.3.3 Special Improvement District (SID) Drawings Drawings for 49 different SIDs were provided for this mapping project. The drawings provided were taped-together, 11-inch by 17-inch photocopies of construction plan sets that may not identify all storm drain facilities constructed with that SID. Some of the drawings were marked “as-built” or “record drawing,” but most were not. Some of the pertinent information such as junction inverts, pipe lengths and slopes, etc., was not shown on the drawings and may need to be field verified. Assuming the SIDs are numbered consecutively, Table 2 indicates that there would be a minimum of 649 SIDs. The 49 SIDs used for this mapping project and listed in Table 2 (SID Drawings Used), and include less than 8 percent of the assumed minimum total Appendix A: Existing System Inventory Data number of SIDs. The use of additional SID drawings could improve the completeness and/or accuracy of this storm drain system inventory. Table 2 SID Drawings Used No. Grid Map No. SID No. Year Built No. Grid Map No. SID No. Year Built 1 D-5 647 26 G-4 427 2 E-3 115 1916 27 G-4 433 3 E-4 585 28 G-4/5 98 1915 4 E-4 613 29 G-4/5 208 1920 5 E-4/5 488 30 G-4/5 353 6 E-4/5 190 1920 31 G-5 145 1916 7 E-7 605 32 G-5 146 1917 8 F/G-4 408 33 G-5 180 1919 9 F-4 466 34 G-5 305 1937 10 F-4/5 75 1914 35 G-5/6 85 1915 11 F-4/5 104 36 G-6 239 12 F-4/5/6 55 1912 37 G-6 293 1935 13 F-5/6, G-5/6 99 38 G-6/7 487 14 F-6 320 1938 39 G-7 537 15 F-6 428 40 G/H-7 538 16 F-6 449 41 G-8 553 17 F-6 455 42 G-8 594 18 F/G-6 227 1921 43 H-3/4 444 19 F/G-6 228 44 H-3/4 547 20 F-7 434 45 H-4 469 1966 21 F-7 463 1966 46 I-3 649 1985 22 F-7 512 47 I-4 520 23 F/G-7 447 48 I-5 562 24 F-8 531 1973 49 K-4/5 625 25 G-3 535, 536 A-7 Bozeman Storm Water Facilities Plan A.3.4 Plat Maps Table 3 lists the 56 plat maps that were provided by the City for this mapping project, and cross-references each plat map to the Grid Map number(s) on which it is located. Overall plat map coverage area is shown on Figure 1.3-2 Grid Map Index. The plat maps identify some storm drain facilities and associated information. The storm drain information shown on the plat maps was hand-sketched in as supplemental information, and is likely to be incomplete. However, it is possible that some of this information was obtained in the field after construction; therefore it has some value in identifying facilities that may exist but may not show up on the Grid Maps. The plat maps are on a grid system that suggests there may be additional plat maps. Overall plat map coverage area is shown on Figure 1.3-1 (Grid Index Map). The use of additional plat maps could improve the completeness and/or accuracy of the storm drain inventory that is provided in this Facilities Plan. Table 3 Plat Maps Used No. Grid Map No. Plat Map No. No. Grid Map No. Plat Map No. 1 E-3 J-9 29 F-4 P-14 2 E-3 K-8 30 F-4, F-5 P-15 3 E-3 K-9 31 F-5 M-16 4 E-3, F-3 L-8 32 F-5 M-19 5 E-3, F-3 L-9 33 F-5 N-17 6 E-3, E-4 J-12 34 F-5 O-16 7 E-3, E-4 K-12 35 F-5 O-19 8 E-4 H-15, I-15 36 F-5, G-5 P-17 9 E-4 I-12 37 F-5, G-5 P-19 10 E-4 I-14 38 F-5, F-6 N-19 11 E-4 K-14 39 F-6 O-21 12 E-4 K-15 40 F-6 P-23 13 E-4, F-4 L-12 41 F-6, G-6 Q-21 14 E-5 I-16 42 F-6, G-6 Q-23 15 E-5 K-16 43 G-4 R-14 16 E-5 L-17 44 G-4 T-14 17 E-5 L-19 45 G-4 T-15 18 F-3 N-8 46 G-5 R-15 19 F-3 N-10 47 G-5 R-16 20 F-3 O-8 48 G-5 R-19 21 F-3 O-10 49 G-5 S-17 22 F-3 P-8 50 G-5 S-19 A-8 Appendix A: Existing System Inventory Data A-9 Table 3 Plat Maps Used No. Grid Map No. Plat Map No. No. Grid Map No. Plat Map No. 23 F-3 P-10 51 G-5 T-17 24 F-4 N-12 52 G-5 T-19 25 F-4 N-14 53 G-6 R-21 26 F-4 N-15 54 G-6 R-23 27 F-4 O-12 55 G-6 R-23 28 F-4 P-12 56 G-6 T-21 A.3.5 Photo-Based Drainage Maps The City’s records include a set of aerial photo-based maps to which drainage information was added. The maps were prepared in 1980 by Thomas, Dean & Hoskins. Aerial photography supplied by Professional Consultants, Inc. was used as a base layer for the mapping. The map set is a total of 30 drawings at a scale of 1 inch = 200 feet, covering most of the Facilities Plan study area. Total coverage area is shown on Figure 1.3-1 Grid Map Index. The photo-based drainage maps indicate pipe sizes, but not pipe materials. It is not clear from the drawings what level of detail went into the preparation of the maps. Most of the larger pipes are shown, but small catch basins such as curb inlets are seldom shown. The value in this set of drawings is the indication of several storm drain pipes, mostly culverts, which do not appear on the other existing drawings. A.4 Supplemental Data A.4.1 NPDES Permit The City of Bozeman submitted an NPDES Phase II storm water permit to the Montana Department of Environmental Quality on March 5, 2003. The application included a program to visually inspect the City’s storm sewer outfalls for non-storm water discharges. This inspection has not been completed, and the permit application does not identify outfall locations. This storm water system inventory can be updated after the visual inspection of outfalls is completed. The NPDES permit defines four receiving waters for the City of Bozeman: Spring Creek, Bozeman Creek, Bridger Creek, and the East Gallatin River. The first three receiving waters are tributaries to the East Gallatin River. A.4.2 Aerial Photos Aerial photos can be useful in identifying elements of the storm drain system, open channels in particular, that do not appear on other drawings. Many of the existing open channels are missing from the Grid Maps. Aerial photos could be used to identify the connecting links between isolated, disconnected pipe networks. Miscellaneous aerial photos are available that Bozeman Storm Water Facilities Plan cover different parts of the Bozeman area. There are three sets of aerial photos that cover a large area: • 1980 Aerials: These photos are the base map for the photo-based drainage maps. • 2000 Aerials: The 2000 aerials cover rectangular areas bounded by Patterson Road to the south and Cottonwood Road to the west, to 1,000 feet north of the North 19th Avenue/I-90 interchange and to 1,000 feet east of the East Main Street/I-90 interchange. • 2004 Aerials: The 2004 aerials were flown in April 2004 by Merrick & Company of Aurora, Colorado, and cover about 39 square miles. Production of these photos was funded in part by the Federal Emergency Management Agency (FEMA) for updates to the Bozeman Creek and East Gallatin River floodplain studies. The City coordinated with FEMA to get full photo coverage of the Bozeman 2020 Community Plan study area. The photos have been ortho-rectified, but topographic contour maps have been made only for the FEMA floodplain study areas. For the purposes of this study, the 2004 aerials and the 1980 aerials will be the most useful. The 1980 aerials show many features that have been modified or that no longer exist. This information could help to resolve map discrepancies. The approximate area covered by the 2004 and 1980 aerials is identified on Figure 1.1-1 (Study Area). Both of these photo sets are black & white and are in the City’s files. A.4.3 Topographic Mapping The City of Bozeman does not have an overall topographic map of the study area. An accurate topographic map may be useful in estimating grate/rim and ditch flowline elevations where actual surveyed elevations are not available. The grate/rim elevations could be used in conjunction with the “drop to invert” distances calculated from record drawings to estimate pipe invert elevations. The “drop to invert” distances appear in a column on the junction spreadsheet (Appendix A-1). City-wide topographic mapping is currently available in two forms: USGS quad maps having a contour interval of 40 feet, and the photo-based drainage maps having a contour interval of 5 feet. The accuracy of a topographic map can generally be assumed to be plus or minus about half the contour interval. The photo-based drainage maps would therefore be accurate to ± 2.5 feet, which is close enough to generalize overall pipe slopes under a street, but may not be adequate for hydraulic modeling purposes. In the absence of more current topography, the photo-based drainage maps would be useful in estimating drainage basin and sub-basin boundaries. The contours could be digitized and added to the new Storm Drain Map, then used in combination with the highlighted Grid Maps to delineate basin divides. The 2004 aerial photos are ortho-rectified and were flown to allow area-wide topographic mapping to a 2-foot contour interval for an accuracy of about ± 1 foot in elevation. Topographic mapping has been completed to cover the floodplain study areas for FEMA, but the remaining areas have not been mapped. The map producers have estimated that it would take a minimum of about 6 weeks to produce a topographic map for the entire 39 square mile study area, at a cost of about $1,200 per square mile, or about $46,800 total. A-10 Appendix A: Existing System Inventory Data A.4.4 2004 City Inventory for Pilot Hydraulic Basin As part of an ongoing survey and inventory of the storm drain system, in 2004, City staff focused their efforts on completing the area draining to the 39-inch RCP outfall north of the Rouse Avenue/Beall Street intersection. This pipe outfall is identified as Junction 2488 on the Storm Drain Map. The area discharging at Junction 2488 was selected as a “pilot basin” to receive an increased level of detail with regard to this report’s hydrologic and hydraulic analyses (see Chapter 2 System Analysis). The level of detail used in the pilot basin can be expanded as field investigations are completed in other areas. The data compiled by City staff was fully incorporated into the junction spreadsheet (Appendix A-1) and the link spreadsheet (Appendix A-2). A.5 Compilation of Existing Data A.5.1 General The existing data described in Sections A.2 through A.4 was compiled into two Excel spreadsheets for input into the City’s GIS software, Arcview. The “junction spreadsheet” includes data on the 2,727 junctions, and the “link spreadsheet” includes data on 1,922 conveyance structures. The spreadsheets are two tabs in the same Excel file so they may be linked using formulas. The files are set up for easy conversion into an Access (*.dbf) file that can then be converted into an Arcview file. This process can be reversed to bring Arcview data revisions back into the Excel spreadsheet, although the Excel formulas will be lost. The formulas can be copied back into the Excel file if necessary. The Access file is required because Arcview will not accept the Excel file directly. The Excel spreadsheets contain formulas. These formulas must be converted to numeric or alpha-numeric values in Excel before converting the Excel file to an access file. The Excel spreadsheets are supplemented by a new Storm Drain Map that was converted from Arcview to AutoCAD 2004 format, and by a set of Grid Maps highlighted to show where additional data points and conveyance structures may exist. A.5.2 Junction Spreadsheet The junction spreadsheet, included as Appendix A-1, contains entries for 2,727 data points (junctions). “Unique ID numbers,” described in Section A.2.3, have been assigned to 2,544 of the junctions. The junctions with unique ID numbers include 157 data points that were created in Arcview. These points were located visually on the computer screen, using approximate positions relative to street intersections and other (GPS-located) junctions. Northing/easting coordinates are not given for these points. The remaining 183 junctions, identified on the spreadsheet as those lacking junction numbers, are listed with their general locations noted in the “Comments” column of the spreadsheet. When they are field-located, they can be added to the GIS database. The bottom header row on the junction spreadsheet is a name with a maximum of 8 characters that can be copied into Arcview as the header row for the “junction” database. A-11 Bozeman Storm Water Facilities Plan Above the 8-character name is a more descriptive name that is allowed in Excel but not in Arcview. The columns on the junction spreadsheet are described below in detail. The term “existing drawings” refers to the existing drawings described in Section A.3. • Old GIS/MMI Number: These numbers were assigned only to the junctions identified in the initial stages of data collection, before the “unique ID numbers” were created. The four-digit numbers are from the City’s original (April 2004) GIS database, and the alpha-numeric numbers were created by MMI. This column is retained for future use in cross-checking or resolving discrepancies in the data. • Junction Number: These numbers are the “unique ID numbers”. • 1/4 Section Grid Map Number: These numbers are the sheet numbers from the Grid Maps. The Grid Maps are the common identifier (cross-reference) used to find the general locations of the various data sources. • Subdivision or SID Name: These are the names of the subdivision or SID from which the data was obtained. Subdivision names are coded and are listed alphabetically at the top of the spreadsheet. Missing data indicates junctions that did not appear on the existing drawings. • Estimated Year Built/Source: The estimated year built is listed, along with a coded abbreviation indicating how the estimate was made. The sources of the estimated year built are listed alphabetically at the top of the spreadsheet. The dates on record drawings are assumed to be the most accurate estimate of year built, followed by design drawing dates. Missing data indicates junctions that did not appear on the existing drawings, or that appeared on existing drawings with no date indicated. The estimated year built was used in the Asset Management/GASB 34 Compliance section of this report. • Junction Type: Junction types are coded and are listed alphabetically at the top of the spreadsheet. The codes for points in the City-provided GIS database (point numbers 1001 through 3388) were initially entered as either “CB” or “MH” based on the GIS shape file that they appeared on. Subsequently, some of these junction codes were revised based on review of the existing drawings. Missing data indicates junctions that did not appear on the existing drawings, or where the junction type could not be determined. The junction types indicated should be field-verified at some point; more detailed information on junction type may be necessary for hydraulic modeling or for other purposes. For example, the difference between a “catch basin” and a “manhole” is minor and subject to interpretation. Both are vertical structures of varying inside A-12 Appendix A: Existing System Inventory Data dimensions, shapes and hydraulic properties. For the purposes of this Facilities Plan, the initial determination assumed “catch basins” to be defined as constructed junctions with an open grate that can intercept runoff, and “manholes” to be defined as constructed junctions with solid covers. • Location: These columns list northing and easting coordinates. At this time, entries exist only for junctions in the City-provided GIS database (junction numbers 1001 through 3388). City staff converted the coordinates to the State Plane coordinate system. Northing and easting coordinates for MMI-created Arcview points were not generated; this will be done by City staff. • Grate/Rim Elevation: These columns list grate/rim elevations indicating approximate ground elevations at the top of the junction. The elevations were determined “from Plans” (from the existing drawings), “from GPS” (from the City’s GPS survey) or “from Survey” (from accurate ground survey on City of Bozeman datum). Where curb inlets on the existing drawings indicated top of curb elevations, grate/rim elevations were estimated by subtracting 0.5 feet from the top of curb elevations. The “Source Used for G/R Elev.” column uses a formula to prioritize the three grate/rim elevation sources, and indicates which source will be used in subsequent spreadsheet calculations. The “from Survey” elevations were assumed to be the most accurate, and the “from GPS” elevations were assumed to be the least accurate for the reasons given in Section A.2.2. The spreadsheet will automatically use the most accurate available grate or rim elevations to calculate invert out elevations. • Invert Out Elevation: These columns are dependent on the data entered in previous “Grate/Rim Elevation” columns. If an invert out elevation was indicated on the existing drawings for a particular junction, this elevation was entered in the “From Plans/Invert Out” column. If an elevation had also been entered in the “Grate/Rim Elevation, from Plans” column for that junction, an equation in the “From Plans/Drop” column would calculate and enter a drop distance in feet; otherwise, the “From Plans/Drop” column would remain blank. The “From Survey/Drop” column is for direct entry of measured drop distances from the top of the grate or rim to the invert of the outlet pipe. Alternately, the “From Survey/Drop” information may be entered in the link spreadsheet. The “Source Used for Drop” column uses a formula to prioritize the two drop distance sources, and indicates which source will be used in subsequent spreadsheet calculations. The “From Survey/Drop” column is assumed to be the most accurate source and therefore always takes precedence over the “From Plans/Drop” column. Lastly, the “Calculated Invert Out” column uses an equation to calculate the invert out elevation based on the best available data. The “Calculated Invert Out” values may be used to build a hydraulic model based on the assumption that “invert in” = “invert out.” Alternately, if the drops to all pipes at a junction are measured, the “From Survey/Drop” information can be entered A-13 Bozeman Storm Water Facilities Plan in the link spreadsheet, resulting in a more accurate model that accounts for sudden elevation drops at the junctions. • Comments: The “Comments” column is for miscellaneous notes. There are few entries at this time. Most of the entries are for junctions that are not in the GIS database but have been identified on the existing drawings; these entries typically identify nearby junctions that are in the GIS database. The junction spreadsheet is set up to allow much flexibility in the phasing of additional data input. The formulas make decisions based on the data sources entered, and automatically use the best available data while keeping track of the data sources used and the resulting level of accuracy for each junction. As data entry progresses, the improvements to accuracy and completeness will be evident for each junction. Using Excel software, the data in the junction spreadsheet can be sorted or searched by any column to aid in prioritizing future data collection efforts. For example, if hydraulic modeling is required for a sub-basin located on Grid Map F-6, sorting by this column can be used to quickly view the junctions located within grid map F-6. The sorted junction list can be used along with a similarly sorted link spreadsheet and the highlighted storm drain grid map for F-6, to assess the current level of accuracy and/or completeness within the sub-basin. A.5.3 Link Spreadsheet The link spreadsheet, included as Appendix A-2, contains entries for 1,922 links (conveyance structures). 1,723 of the links have been entered into Arcview as connections between junctions having junction numbers (“unique ID numbers,” as described in Section A.2.3). The remaining 199 links, defined only by an “Old GIS/MMI Number” in the first column of the links spreadsheet, cannot be entered in Arcview because one or both of their endpoint junctions do not exist in Arcview. Data entered for these links was tabulated during the initial stages of data entry, and is being retained for future inclusion in the GIS database once both of the end point junctions are defined in Arcview. The locations of these links are indicated by an upstream or downstream junction number, if one of these exists in Arcview. The general locations of the remaining “non-Arcview” junctions are noted in the “Comments” column of the spreadsheet. The link spreadsheet includes a “Link Number” column for entering a unique alpha-numeric link number defined as the upstream junction number followed by an underscore and the downstream junction number. Because it is rare for a single junction to have multiple outlet conveyance structures, most links could be identified simply by using the upstream junction number as the link number. However, in the case of ponds, diversions and irrigation ditches, two or more separate outlets are possible. Therefore, the upstream and downstream junctions are both used to define the link numbers. The bottom header row on the link spreadsheet is a name with a maximum of 8 characters that can be copied into Arcview as the header in the “link” database. Above the 8-character name is a more descriptive name that is allowed in Excel but not in Arcview. The columns on the link spreadsheet are described below in detail. The term “existing drawings” refers to the existing drawings described in Section A.3. A-14 Appendix A: Existing System Inventory Data • Old GIS/MMI Number: These alpha-numeric numbers were assigned only to the links identified in the initial stages of data collection, before the “unique ID numbers” were created. The numbers were created by MMI. This column is retained for future use in cross-checking or resolving discrepancies in the data, and to allow inclusion of these links in the GIS database once the end point junctions are defined in Arcview. • Link Number: The link number is a unique alpha-numeric number defined as the link’s upstream junction number followed by an underscore and the downstream junction number. • ¼ Section Grid Map Number: These numbers are the sheet numbers of the Grid Maps. The Grid Maps are the common identifier (cross-reference) used to find the general location for the various data sources. • Upstream Junction and Downstream Junction: The upstream and downstream junction numbers are the same numbers used to define the link under the “link number” column. They are duplicated here in separate columns to allow searches (in Excel) to find the links upstream or downstream of a particular junction. Survey data entered in the “From Survey, Grate/Rim” and “From Survey/Drop” columns will be used to calculate invert elevations in the “Calculated Invert Out” columns, which can be used to build a hydraulic model. Although the invert elevations in the junction spreadsheet’s “Calculated Invert Out” column may also be used to build a hydraulic model, the link data is preferred because it more accurately accounts for sudden elevation drops at the junctions. • Subdivision or SID Name: These are the names of the subdivision or SID from which the data was obtained. Subdivision names are coded and are listed alphabetically at the top of the spreadsheet. Missing data indicates links that did not appear on the existing drawings. Some pipes on the Grid Maps were labeled “SID#__” without showing plan limits of the SID work. Only the links directly adjacent to the reference were labeled as being part of that SID. • Estimated Year Built/Source: The estimated year built is listed, along with a coded abbreviation indicating how the estimate was made. The sources of the estimated year built are listed alphabetically at the top of the spreadsheet. The dates on record drawings are assumed to be the most accurate estimate of year built, followed by design drawing dates. Missing data indicates junctions that did not appear on the existing drawings, or that appeared on existing drawings with no date indicated. The estimated year built was used in the Asset Management/GASB 34 Compliance section of this report. A-15 Bozeman Storm Water Facilities Plan • Link Description: These columns describe the link type, shape and material using coded abbreviations that are listed alphabetically at the top of the spreadsheet. Trapezoidal (flat-bottom) and V-ditch shapes are partially defined in the “Link Size” category described below, because the bottom width of a trapezoidal channel is considered a “size” attribute. • Link Size: These columns indicate the link size or dimensions in inches. The “Depth or Dia.” column indicates the height (inside dimension in the vertical direction) of a closed conduit, or ditch depth to the estimated minimum freeboard elevation in the case of an open ditch. The “Width” column is the maximum horizontal width (inside dimension) for closed conduits, or the bottom width in the case of an open trapezoidal ditch. Width is entered as zero for a V-ditch. • Length: These columns indicate the plan view length of the link, in feet. The “From Plans” column indicates the length shown on the existing drawings. The “Calc. From GPS Points” column was included for future entry of plan view lengths as calculated by Arcview. These values could also be calculated using equations in Excel that are linked to the northing and easting coordinates on the junctions spreadsheet; however, this method would require a separate equation for each link. The “Calc. From GPS Points” column was left blank at this time, except where this data was provided by the City as part of their 2004 Inventory for the pilot hydraulic basin (See Section 2.3.5). • Slope: This column indicates the longitudinal slope (slope in the flow direction) for each link. The “From Plans” column indicates the slope shown on the existing drawings. The “Source Used for Length” column uses a formula to prioritize the three length sources, and indicates which source will be used in subsequent spreadsheet calculations. The “from Survey” lengths were assumed to be the most accurate, and the “from GPS” lengths were assumed to be the least accurate for the reasons given in Section A.2.2. The “Calculated Slope” column uses an equation to calculate the invert out elevation based on the best available data. • Comments: The “Comments” column is for miscellaneous notes. There are few entries at this time. This column could be used to elaborate on descriptions given in other columns; for example, to note that an irregular ditch was approximated as a trapezoidal ditch. The link spreadsheet is set up to allow direct input of link data that is pertinent to hydraulic modeling. As data entry progresses, the improvements to accuracy and completeness will be evident for each link. Similar to the junctions spreadsheet, the data in the link spreadsheet can be sorted or searched by any column to aid in prioritizing future data collection efforts. A-16 Appendix A: Existing System Inventory Data A.6 Revised GIS Database A.6.1 General The revised GIS database is included as the junction spreadsheet (Appendix A-1) and the link spreadsheet (Appendix A-2). The Excel file was also submitted to the City. Data points have been created in Arcview for all junctions having “Junction Number” entries in the junction spreadsheet, and for all links between the Arcview-defined junctions. The data contained in the junction and link spreadsheets has not been assigned to the Arcview files, but can be converted and input to Arcview by City staff as described in Section A.5.1. The revised GIS database incorporates data from the existing drawings, described in Section A.3, including a “first cut” attempt at resolving discrepancies, errors and omissions that were found during the drawing review and data entry. This Facilities Plan does not include any field verification of the storm drain map. Because of the large amount of data and the number of data sources covering a given area, discrepancies, errors and omissions can be expected. For example, discrepancies between two data sources can occur due to errors on a drawing, or because older pipes were removed or modified at some point in time. In the older parts of town, the storm drain system has expanded incrementally over time to solve localized drainage problems. It should be noted that these expansions generally do not appear to have included any pipe size or capacity increases in the main (trunk line) branches of the system. Recommendations on future improvements to the GIS database are provided in Section A.9. A.6.2 Data Gaps The Excel spreadsheets include data on 2,727 junctions and 1,922 links. Of these, 2,544 junctions and 1,723 links were entered into Arcview. The remaining 183 junctions can be included once they are surveyed or otherwise added to the Arcview shape files. Of the 173 links not defined in Arcview, those with both end points defined may be added to the Arcview files along with the additional junctions. The largest gaps in the existing data will be in areas where record drawings (for subdivisions, SIDs, etc.) were not provided for review. Another large omission in the GIS database is where open channels exist. The City’s GPS effort was concentrated on and around paved areas, and a pattern of not picking up open pipe ends (pipe inlets & outlets), culverts, roadside ditches and other open channels was evident. A few open channels appearing on the highlighted Grid Maps are highlighted as conveyance structures to be surveyed and added to the database. Many of the remaining open channels can be added to the Grid Maps or the new storm drain map in their approximate locations using aerial photography. A.7 Revised Mapping A.7.1 Map Description A new Storm Drain Map of the study area is included as nine full-size drawings in Appendix I. A-17 Bozeman Storm Water Facilities Plan The Storm Drain Map shows all storm drain elements (junctions and links) that were entered into Arcview. The grid lines from the Grid Maps are used as break lines between the nine sheets. If the area covered by the Storm Drain Map needs to expand beyond the area covered, match lines and inserts could be created and plotted vacant areas of the drawings, or a new drawing could be added. The Storm Drain Map includes a legend to identify different types of junctions and links by color or symbol. Junction numbers are shown for the manholes. However, for clarity, junction numbers for the more numerous catch basins were left off the maps. Link numbers are not shown. Table 4 lists the shape files that were created in Arcview, and the corresponding junction or link type from the applicable Excel spreadsheet. Table 4 Shape Files Junctions Links Type Shape File Name Type Shape File Name CB cb CUL, SD pipes CO cleanouts D ditches D ditch_nodes DP detention_ponds MH mh PB bend PI pipe_in PO pipe_out PO outfalls V vault Because the Storm Drain Map was created in Arcview, there will be many options for text and symbol changes once the spreadsheet data is entered into Arcview by the City. If the drawings are plotted at a larger scale (for example, 1” = 200’ to match the Grid Maps), all junction numbers could be plotted legibly. Plotting junction numbers for links would be redundant if all junction numbers were plotted, but other link data such as pipe diameter could be plotted instead. A.7.2 Outfalls The City’s NPDES permit application identified four receiving waters: Spring Creek, Bozeman Creek, Bridger Creek, and the East Gallatin River. Based on this storm drain system inventory, 108 outfalls discharging to the four permitted receiving waters and their tributaries have been identified and are grouped in Table 5. The table lists all streams and tributaries identified on the FEMA flood insurance rate maps for Bozeman, Montana. The location and existence of the outfalls listed in Table 5 has not been field-verified. There are likely to be many additional outfalls, in areas where construction from new subdivisions is not reflected on the mapping, or in more established areas where existing vegetation may hide the outfalls. A field investigation along each of the receiving waters and their tributaries A-18 Appendix A: Existing System Inventory Data would be necessary to identify all of the outfalls that discharge into the permitted receiving waters. Table 5. Storm Drain Outfalls Permitted Receiving Water Tributary Outfall Sub-totals Outfall Totals Nash-Spring Creek 2 Bozeman Creek 32 Nash-Spring Creek (see above) Mathew-Bird Creek 16 Figgins Creek 10 Bozeman Creek Total: 58 Bridger Creek 4 East Gallatin River 38 Mill Ditch 6 East Gallatin River Total: 44 Total Number of Outfalls Found in Study Area: 108 A.7.3 Map Use and Accuracy The new Storm Drain Map cannot completely replace the existing Grid Maps until all of the data on the Grid Maps is transferred into Arcview. This transfer could be done by visually locating and setting new junction points to define all junctions and links on the Grid Maps that do not already exist on the new Storm Drain Map. However, the work required to do this would be an interim effort subject to change when actual field-verified junction locations become available. In many areas on the maps, junction locations are offset from where you would expect to see them in relation to the street intersections. The shift is a combination of errors in the GPS coordinates and errors in the base street map with respect to State Plane coordinates. The junction/link points were shifted as a whole to a visual “best fit” over the entire study area. For better accuracy, the points could be shifted separately for each of the six drawings, or for an even smaller area per plot. The accuracy of the base map that was provided by the City is unknown, and could possibly be improved upon. A.7.4 Map Discrepancies and Omissions As was true for the source data, the new Storm Drain Map includes assumed junction and link locations representing sometimes contradictory data, defined herein as “discrepancies.” Discrepancies could occur for various reasons, including: A-19 Bozeman Storm Water Facilities Plan • GPS data points show a cluster of junctions in an area that does not match the number of junctions shown on the Grid Maps. • GPS data points in an area show the same number of junctions as the Grid Maps, but the junction locations relative to each other do not correlate. • Pipe connections between junctions may have been assumed rather than field-verified. • Junctions may have been paved over. Cross-checks between different data sources at the same location have identified numerous discrepancies. Many of these discrepancies are minor, such as the exact locations and number of curb inlets at a street intersection. The discrepancies were not resolved as part of this effort, due to the lack of accurate, field-verified documentation of actual (surveyed) locations, pipe materials, and other information. For the purpose of setting up a GIS database, the inconsistencies will not be a problem and can be addressed in the future as necessary, and as funding for field investigation becomes available. Without accurate, well-documented field information, attempts at resolving discrepancies are mostly conjecture. The “data gaps” in the source data (described in Section A.6.2) are apparent in the mapping. The bulk of the omissions on the new Storm Drain Map can be filled in by completing the mapping process that was begun with this Facilities Plan. Additional omissions may exist, but will be difficult to identify without a comprehensive field investigation. A.8 Options for Map and Database Improvements A.8.1 General Improvement of the Storm Drain Map and GIS database will involve filling in missing data, including the “data gaps,” described in Section A.6.2, and improving on the accuracy of the current data. Based on the experience gained in comparing the different data sources of this study, it seems likely that there are errors on the Grid Maps and other data sources. Considerable improvement can be made to the new Storm Drain Map by creating GIS points for each junction shown on the highlighted Grid Maps that is not already in Arcview. The mapping can be further improved by adding culverts and open ditches to Arcview using aerial photography. Continued efforts to improve the mapping using existing data sources will provide some benefit, and will help to streamline future field investigations. A complete review of all existing data sources, including those not used in this mapping effort, would be an efficient way to produce a reasonably complete and accurate storm drain map that can be used for planning purposes. However, significant drawing errors may remain. An effective way to reveal erroneous data and to resolve discrepancies is to perform a thorough field investigation. Options for map and database improvements are categorized in this section as those using existing documentation only, and those using field investigation and surveying. A-20 Appendix A: Existing System Inventory Data A.8.2 Improvements Using Existing Information As described in Chapter 1, one approach to upgrading the new Storm Drain Map and GIS database is to fill in data gaps using existing information that was not used for this Facilities Plan. Mapping improvements based on existing information should generally provide a fairly accurate map, but with the potential for significant errors as described below. Additional information can be incorporated into the Storm Drain Map and database by taking the following steps. The term “visually set GIS data points” means to locate new junctions visually on the computer screen in their approximate positions relative to street intersections and junctions previously located using GPS, and create new data points for these junctions in Arcview. 1. Visually set GIS data points for all junctions identified on the Excel spreadsheets as having no GPS data, and define as many new links as possible using the newly defined junctions. This will allow inclusion of GIS data collected by this study for junctions and links that were not defined by the City’s GPS survey. 2. Visually set GIS data points for all junctions shown on the highlighted Grid Maps, including junctions printed but not highlighted. Define as many new links as possible, including open channels, using the newly defined junctions. This will bring the new Storm Drain Map and GIS database to a point where they can fully replace the Grid Maps. This step includes entry of all data shown on the Grid Maps. 3. Obtain and review complete copies of the partial copies of subdivision and SID drawings used in this study, and enter additional data that was missed on the partial copies. This step will complete the review of the construction drawings used in this study. 4. Develop and implement database maintenance procedures to ensure that construction of new storm drain facilities, and modification, abandonment or removal of existing facilities, is verified and documented on the new Storm Drain Map and GIS database. This will ensure that the new database does not become obsolete over time. 5. Obtain and review complete copies of all available subdivision and SID drawings, and all other construction drawings and record drawings in the study area, that were not used in this study. Visually set GIS data points for all junctions shown on the drawings, and define as many new links as possible using the newly defined junctions. Enter all available data for the new junctions and links. This will complete the review of existing construction drawings for locations of constructed storm drain facilities. 6. Overlay the 2004 ortho-rectified aerial photography on the Storm Drain Map, and use other aerial photos as required to extend the overlay to cover the entire study area. Visually set GIS data points as necessary to: a) revise the alignment of open channels already shown on the map; and b) add all other open channels visible on the photos. This will connect isolated culverts and storm drain networks together, and may identify additional culverts or other storm drain facilities that were missed. 7. Review all existing record drawings to determine which drawings are based on the City of Bozeman vertical datum, and note this with a new code (e.g., “RD+” rather than “RD”) under the “Estimated Year Built/Source” column on the junction A-21 Bozeman Storm Water Facilities Plan spreadsheet and the link spreadsheet. This will identify junctions and links that have fairly accurate elevations and could therefore be considered a lower priority for future field verification of grate/rim or invert elevations. 8. Use the FEMA aerial photos to produce area-wide topographic mapping to a 2-foot contour interval (elevation accuracy of about ± 1 foot), and overlay the contours on the Storm Drain Map. The new topography can be used to estimate drainage patterns and basin divides for overland flow. The new topography could also be used to estimate open channel slopes and elevations, grate/rim elevations, and pipe inverts where “drop to invert” distances are known. Previous experience with field verification of documentation-based storm drain mapping efforts similar to the one described above indicates that drawing errors are not uncommon. For example, a single pipe linked to the wrong upstream junction would create an erroneous assumption of the upstream sub-basin for that pipe, and would make any hydrologic and hydraulic calculations inaccurate for that pipe and downstream areas. Some possible drawing errors are: • Pipe connections between junctions are sometimes assumed and added to drawings without verification. • Links (pipes and open channels) or junctions may have been replaced, abandoned or modified without updating the existing mapping. • Pipes may have been installed and connected to City storm drain without the City’s knowledge. • Pipe sizes and/or materials are sometimes estimated and added to drawings after looking down a manhole or through a catch basin grate in poor lighting conditions, or making other inaccurate estimates. • Existing junctions may be overlooked because they have been paved over, are inaccessible, or are not visible due to vegetation. Drawing errors can be especially common in older pipe systems. Revealing erroneous data requires a thorough inspection of all junctions, including pipe sizes, materials and condition. Despite the potential for errors, the documentation-based effort described in the above steps will result in a fairly complete storm drain map and database. This map would be very useful in planning and performing future field investigations. A.8.3 Map Improvements using Field Investigation The most thorough and accurate way to upgrade the Storm Drain Map and GIS database would be to complete a detailed field inspection and survey of the entire storm drain system. An investigation of this magnitude could be done in phases using existing, documentation-based mapping as a guide in determining priority areas. The database of this Facilities Plan provides a format to identify data from field-investigated areas and differentiate it from other, less reliable data. A detailed field investigation would include two parts: an inspection of all junctions and visible storm drain facilities, and an accurate survey. Of these two, the inspection will provide the most dramatic improvement to the existing database. A-22 Appendix A: Existing System Inventory Data The inspection should include the type, dimensions, orientation and condition of each structure’s cover, chamber, pipes and other features. The presence and amount of sediment, contaminants or groundwater in the chamber bottom should be noted, and whether it has a formed invert or a sump bottom. Pipe data should include drop distance from rim to invert, pipe size, shape, material, condition and approximate orientation with respect to grid or magnetic north. Pipe orientation should be estimated with care, because it can be critical in verifying that the junctions and links shown on the existing documentation-based mapping are accurate and complete. When looking inside of two nearby junctions, pipes that “almost” run toward each other may not in fact connect. Pipes oriented such that they run away from all known junctions will help to locate missing junctions or unauthorized connections to the City’s storm drain system. If the upstream end of a pipe cannot be located by direct observation, there are two effective ways to find or verify the upstream end’s location: dye-testing from potential upstream sources, or smoke-testing from the known outlet if no potential sources are observed. If these methods are inconclusive, the pipe may be an abandoned pipe. A standard procedure should be developed to document field inspections. The use of a standard data sheet to document the field inspections will provide continuity as numerous small field investigations are completed over time by different people. Figure 1.3-1 Storm Drain Systems – Field Notes is an example of a standard data sheet that has been used successfully in previous studies. A useful trick is to clip a compass to the data sheet to orient it to grid north before sketching in pipe directions. Accurate pipe orientation, size, depth and material are critical to identifying and/or resolving discrepancies. A second part to the field investigation would be to complete an accurate survey to locate all junctions, open channels and other visible storm drain facilities with respect to the State Plane coordinate system and the City of Bozeman vertical datum. Horizontal coordinates should be accurate to within ± 1 foot. Elevations should be at the center of the grate or manhole cover and accurate to within ± 0.1 feet or better. A single survey point in the center of a junction grate or cover would be sufficient. Open channels should be in the form of representative cross-sections as needed to represent changes in channel geometry and freeboard (overflow) depth. While surveying open channels, observed pipe outfalls, including all culverts, should be located and documented similarly to pipe ends in the junction inspections. Depending on the accuracy of the existing, documentation-based mapping, the survey phase may be performed before or after the inspection phase. Accurately mapped areas will identify almost all structures to be surveyed; any additional structures found during the inspection could be surveyed later. In poorly mapped areas, the inspection should be completed first to add un-mapped junctions to the map as a guide for the survey crew. It may be feasible to conduct the inspection and surveying phases concurrently. A-23 Bozeman Storm Water Facilities Plan A.9 Recommendations The mapping and database provided in this Appendix A is a compilation of the information made available for this Facilities Plan. Other information exists, including current aerial photography and additional subdivision and SID record drawings. Improvements can be made to the GIS database and Storm Drain Map using the existing drawings and other documentation, by performing field investigations, or both. The following recommendations describe a phased approach to systematically developing and maintaining an accurate storm drain facilities map and GIS database (refer to itemized list in Section A.8.2 for additional discussion). This approach seeks to complete the most beneficial tasks first. • Step 1: Develop Database Maintenance Procedures Develop and implement procedures to ensure that any new construction associated with the storm drain system is verified and added to the database, and develop a standardized junction data sheet similar to Figure 1.3-1 Storm Drain Systems – Field Notes for junction inspections. The new database maintenance procedures should require that database updates also include other new information, such as new data from drainage master plans or studies, outfall location surveys, and modification, abandonment or removal of existing storm drain facilities. If available, the locations of storm drain facilities, with respect to the State Plane coordinate system and the City of Bozeman vertical datum, should be provided to the City. Additional effort will be required to continually transfer new information into the database, but without maintenance procedures in place, the storm drain database would become obsolete as the City continues to grow. • Step 2: Fully Incorporate the Grid Maps Use existing information, particularly the highlighted Grid Maps of this Facilities Plan, to bring the database to a level of completeness exceeding the existing Grid Maps, thus making the Grid Maps obsolete. • Step 3: Add Open Channels Use aerial photography to revise the alignment of open channels already in the database, and add to the database other open channels that are visible on the aerial photos. • Step 4: Update Poorly Mapped Areas of the Database: Make document-based improvements to the map and database in areas where the mapping is substantially incomplete. These areas can be identified by comparing the new Storm Drain Map to the 2004 aerial photos to locate recently developed areas. • Step 5: Incorporate Remaining Documentation-Based Data: Complete the input of data from the City’s files for areas or subdivisions not completed in Step 4, and obtain topographic mapping based on the 2004 aerial photos. A-24 Appendix A: Existing System Inventory Data A-25 The step-by-step recommendations listed above are documentation-based improvements not requiring field investigation. At any time, the need for localized field investigations may arise due to other factors. For example, if a detailed study of a drainage outfall or sub-basin is performed, or a flooding problem needs to be resolved, field investigation and survey for those areas could be completed as part of the project and incorporated into the storm drain database. Another possibility is that NPDES permitting may create a need for a field investigation of outfalls. The database is set up to easily incorporate data from miscellaneous, small field investigations. A standardized junction data sheet similar to Figure 1.3-1 (Storm Drain Systems – Field Notes) should be made available for all field investigations. Over time, a City-wide field investigation could eventually become a matter of filling in the gaps. Bozeman Storm Water Facilities Plan Appendix A-1: Junction Spreadsheet CITY OF BOZEMAN STORM DRAIN SYSTEM DOCUMENTED STORM DRAIN DATA - JUNCTIONS File: P:\Water\11206 Bozeman\10944 Stormwater Facilties Plan\Task 200 Existing System Inventory\Data\EXCEL SPREAD SHEET\[Storm Drain Data.xls]Links 1/4 Section Subdivision/SID: Map No. Symbol Name (number/filing as noted in table I-3 AS Annie Subdivision/SID 649 Est. Year Built - Source J-5 BMS Babcock Meadows Subdivision L-1* BME Baxter Meadows Estate Homes D Design Drawing (some partial copies, may be RD but copies are not marked) H-3 BSD Blackmore Storm Drain EST Rough Estimate (see comments) J-5 BIH Bozeman Interfaith Housing RD Record Drawing I-3 BS Brentwood Subdivision E-0/1, F-0 BCS Bridger Creek Subdivision K-4 BPE Bridger Peaks Estates Subdivision K-4 CS Cascade Subdivision Junction Type I-3 CA Castlebar Apartments J-0 CCS Cattail Creek Subdivision CB Catch Basin (any grated inlet) F-8 C&SC Circle Drive and Spring Creek Drive/SID 531 CC Curb Cut (to surface drainage trough or ditch) G-2/3 EAI Eleventh Ave. Improvements CO Cleanout (solid cover) D-5 ESC Ellis Street Crossing D Ditch I-0* GCS Gallatin Center Street & Storm Plans DP Detention Pond D-1* H The Headlands MH Manhole (solid cover) J-3 HCS Harvest Creek Subdivision PB Pipe Bend D-5 HB Highland Boulevard/SID 647 PI Pipe Inlet D-7 HBR Highland Boulevard Reconstruction PL Plug (at pipe end) C-5* KM Kamp Minor Sibdivision PO Pipe Outfall I-1* LCC Lewis & Clark Commercial Subdivision V Vault K-5 MU Master Utility (Fallon St. & Private Dr.) K-5 NP Nelson Property L-5* SCV The Spring Creek Village Resort SID (#) Special Improvement District (SID # as noted in table) Grate/Rim Elev. - Source K-5 VCBP Valley Commons Business Park K-5 VCS Valley Creek Subdivision D Design Drawing (some partial copies, may be RD but copies are not marked) L-4 VWS Valley West Subdivision GPS Global Positioning System (GPS) Survey G-2 WAL Bozeman, Montana Wal-Mart RD Record Drawing G-9/10* WFS Westfield South F-9 WMS West Meadow Subdivision J-4 WS Willow Subdivision I-6 YC Yellowstone Center * indicates 1/4 section grid maps that do not exist Column Input Source Notes GPS Data compiled by City Staff 1. Location (Northings and Eastings) are on the State Plane coordinate system 2. Grate/Rim elevations may be on different vertical datums, and may have varying degrees of accuracy. Thes Survey Data elevations should be verified and converted to City of Bozeman datum before using in hydraulic calculation 3. Grate/Rim elevations from GPS were obtained from the City of Bozeman in meters, then converted to fee Logged from City's Drawings by MMI 4. "Calculated Invert Out" Elevations were calculated using identified sources for "G/R Elev." and "Drop. Where no source is indicated for "Drop," "Calculated Invert" equals invert from Plans Excel Formula - DO NOT ENTER DATA Grate/Rim Elevation (see Notes 2 & 3) Invert Out Elevation (see Note 4 Old GIS/MMI Junction 1/4 Section Subdivision Estimated Year Built Junction Location (see Note 1) Elevation Source Used from Plans from Survey Source Used Calculated Number Number Map No. or SID Name Year Source Type Northing Easting from Plans from GPS from Survey for G/R Elev. Invert Out Drop (ft) Drop (ft) for Drop Invert Out Comments JUNC_NO MAP_NO SUB_SID YBLT YBLT_SRC TYPE NORTHING EASTING GREL_PL GREL_GPS GREL_SRV GREL_SRC IEO_PL DROP_IEO DROP_SRV DROP_SRC IEO_CALC COMMENTS 1001 G-9 CB 512490.3524 1573557.7719 4957.43 GPS 1002 G-10 CB 509379.1432 1573138.6947 4996.53 GPS 1003 G-10 CB 509348.5130 1573110.2133 4996.84 GPS 1004 G-10 CB 509518.9615 1573377.4511 4993.65 GPS 1005 G-10 CB 509521.4384 1573419.4427 4993.04 GPS 1006 G-10 CB 509583.1361 1573624.8079 4985.23 GPS 1007 G-9 WDS, Ph 3 2001 RD CB 511841.0619 1573532.6111 4967.34 GPS possible duplicate of 2670 1008 G-9 WDS, Ph 3 2001 RD CB 511792.4164 1573587.9801 4967.68 GPS possible duplicate of 2672 1009 G-9 CB 512149.1378 1573553.5909 4963.72 GPS Grate/Rim Elevation (see Notes 2 & 3) Invert Out Elevation (see Note 4 Old GIS/MMI Junction 1/4 Section Subdivision Estimated Year Built Junction Location (see Note 1) Elevation Source Used from Plans from Survey Source Used Calculated Number Number Map No. or SID Name Year Source Type Northing Easting from Plans from GPS from Survey for G/R Elev. Invert Out Drop (ft) Drop (ft) for Drop Invert Out Comments JUNC_NO MAP_NO SUB_SID YBLT YBLT_SRC TYPE NORTHING EASTING GREL_PL GREL_GPS GREL_SRV GREL_SRC IEO_PL DROP_IEO DROP_SRV DROP_SRC IEO_CALC COMMENTS 1113 E-4 CB 524952.4813 1579806.4170 4791.26 GPS 1114 E-4 CB 524990.8184 1579518.2653 4788.01 GPS 1115 E-4 CB 524899.1137 1579508.8169 4784.85 GPS 1116 E-4 CB 524898.2605 1579210.7873 4787.57 GPS 1117 E-4 CB 524905.6562 1579167.3448 4787.11 GPS 1118 E-4 CB 524920.5001 1578906.4317 4773.96 GPS 1119 E-4 CB 524917.7952 1578876.3324 4770.61 GPS 1120 E-4 CB 524997.5565 1578738.3912 4765.38 GPS 1121 E-4 CB 524936.8981 1578735.6908 4766.94 GPS 1122 E-4 CB 525003.6556 1578591.3474 4766.76 GPS 1123 E-4 CB 525008.8628 1578405.2145 4768.05 GPS 1124 E-4 CB 524948.9095 1578365.7116 4768.42 GPS 1125 E-4 CB 524933.4106 1577975.7208 4770.29 GPS 1126 E-4 CB 524948.9347 1577936.2284 4770.68 GPS 1127 E-4 CB 525021.1159 1577936.9962 4771.95 GPS 1128 E-4 CB 525155.6056 1577939.9833 4771.27 GPS 1129 E-4 CB 525151.6161 1577976.9278 4772.52 GPS 1130 E-4 CB 525021.5872 1577484.2425 4771.59 GPS 1131 E-4 CB 524952.7021 1577482.7173 4770.84 GPS 1132 E-4 CB 524934.5655 1577487.2922 4771.70 GPS 1133 E-4 CB 524937.1937 1577521.3896 4772.39 GPS 1134 E-4,F-4 CB 524873.4847 1577164.1116 4777.96 GPS 1135 E-4,F-4 CB 524868.0081 1577193.0286 4777.67 GPS 1136 F-4 CB 524936.7243 1577032.1097 4778.16 GPS 1137 E-4 CB 525188.5924 1577246.0374 4769.08 GPS 1138 F-4 CB 524939.2701 1577070.5125 4776.83 GPS 1139 F-4 CB 524909.7226 1577071.1769 4775.04 GPS 1140 F-4 CB 525022.9702 1576898.2923 4775.35 GPS 1141 F-4 CB 524958.9940 1576897.4766 4775.22 GPS 1142 F-4 SID 104 CB 524942.1934 1576489.8219 4778.98 GPS 1143 F-4 SID 104 CB 524942.8927 1576453.3272 4793.40 4775.16 Plans 4788.74 4.66 Plans 4788.74 1144 F-4 CB 524962.1514 1576133.3268 4776.14 GPS 1145 F-4 CB 525050.3343 1575042.2329 4776.73 GPS 1146 F-4 CB 525051.3205 1574990.7712 4777.91 GPS 1147 F-4 CB 524982.7517 1574972.7413 4776.01 GPS 1148 F-4 CB 524980.2058 1575019.9685 4774.09 GPS 1149 F-4 CB 524961.3759 1574975.1005 4774.04 GPS 1150 F-4 CB 524973.4988 1575369.9493 4776.03 GPS 1151 F-4 CB 524956.5801 1575310.9658 4779.30 GPS 1152 F-4 CB 524950.7335 1575701.6758 4780.94 GPS 1153 F-4 CB 524951.6409 1575739.9447 4779.19 GPS 1154 F-4 CB 525031.9441 1576087.4907 4775.59 GPS 1155 F-4 CB 524962.9942 1576089.3486 4776.07 GPS 1156 F-4 CB 524944.9302 1576090.1305 4771.44 GPS 1157 F-4 CB 525029.4316 1576132.9753 4803.95 GPS 1158 G-0 CB 535362.2172 1574131.2871 4646.90 GPS 1159 G-0 CB 535384.0839 1574103.3000 4647.17 GPS 1976 1160 G-0 CB 535412.0913 1574611.0484 4642.82 GPS 1977 1161 G-0 CB 535446.5433 1574611.2984 4643.18 GPS 1162 G-1 CB 534731.6297 1574672.1511 4655.39 GPS 1163 G-1 CB 534697.1718 1574672.2086 4655.48 GPS 1164 G-1 CB 534330.2866 1573953.1728 4687.84 GPS 1165 G-1 CB 534419.2974 1573931.9075 4683.61 GPS 1166 G-1 CB 533247.1249 1574564.6350 4677.61 GPS 1167 G-1 CB 533246.4274 1574601.0269 4677.73 GPS 1168 G-1 CB 533546.0234 1574207.9513 4697.90 GPS Grate/Rim Elevation (see Notes 2 & 3) Invert Out Elevation (see Note 4 Old GIS/MMI Junction 1/4 Section Subdivision Estimated Year Built Junction Location (see Note 1) Elevation Source Used from Plans from Survey Source Used Calculated Number Number Map No. or SID Name Year Source Type Northing Easting from Plans from GPS from Survey for G/R Elev. Invert Out Drop (ft) Drop (ft) for Drop Invert Out Comments JUNC_NO MAP_NO SUB_SID YBLT YBLT_SRC TYPE NORTHING EASTING GREL_PL GREL_GPS GREL_SRV GREL_SRC IEO_PL DROP_IEO DROP_SRV DROP_SRC IEO_CALC COMMENTS 1292 G-4 CB 525433.6795 1572419.8644 4768.26 GPS 1293 G-4 CB 525413.0053 1572728.0440 4766.12 GPS 1294 G-4 CB 525426.7808 1572779.7887 4766.65 GPS 2111 1295 F/G-4 SID 408 D CB 525433.1121 1574675.3599 4775.61 GPS 2112 1296 F/G-4 SID 408 D CB 525377.6179 1574660.0418 4774.01 GPS 1297 G-6 CB 519418.8422 1573511.1995 4884.02 GPS 1298 G-6 CB 519449.3274 1573376.0054 4889.74 GPS 1299 G-6 CB 519553.8566 1573658.0775 4879.55 GPS 1300 G-6 CB 519609.6301 1573658.8387 4878.91 GPS 1301 G-6 CB 519741.4158 1573631.7270 4877.60 GPS 1302 G-6 CB 519718.4530 1573545.6564 4883.85 GPS 2119 1303 G-7 SID 447 RD CB 518589.0498 1574428.6193 4875.63 GPS 2120 1304 G-7 SID 447 RD CB 518608.0233 1574466.0042 4874.56 GPS 2121 1305 G-7 SID 447 RD CB 518244.3666 1574434.3197 4874.27 GPS 2122 1306 F-8 C&SC 1974 RD CB 515597.7128 1574433.9497 4932.65 4912.84 Plans 2123 1307 F-8 C&SC 1974 RD CB 515635.4401 1574434.5703 4932.08 4912.87 Plans 1308 H-7 CB 519506.3290 1569460.6499 4865.81 GPS 1309 H-7 CB 518916.0934 1569265.3569 4876.01 GPS 1310 H-4 CB 525418.5250 1569358.5293 4777.52 GPS 1311 H-4 CB 525855.6403 1569409.7753 4769.93 GPS 1312 H-4 CB 526150.9728 1569410.5145 4769.59 GPS 1313 H-4 CB 526762.0956 1569457.5074 4761.75 GPS 1314 H-4 CB 527404.5254 1569497.6144 4756.57 GPS 1315 H-4 CB 527407.9186 1569406.2041 4756.16 GPS 1316 H-4 CB 526765.4456 1569368.3524 4761.08 GPS 1317 H-4 CB 526153.9239 1569342.1696 4770.25 GPS 1318 H-4 CB 525421.4780 1569290.0818 4775.03 GPS 1319 H-4 CB 525089.5142 1569317.1495 4783.02 GPS 1320 H-4 CB 525066.5532 1569316.6068 4782.35 GPS 1321 I-5 CB 524371.6002 1569191.7085 4797.37 GPS 1322 I-5 CB 523635.2574 1569171.6443 4812.36 GPS 1323 H-7 SID 538 D CB 519525.0287 1571053.0204 4861.57 GPS 1324 H-7 CB 519093.0223 1571163.0841 4867.07 GPS 1325 H-7 CB 518610.0266 1571365.1849 4883.34 GPS 1326 H-7 CB 518678.9180 1571366.4029 4876.02 GPS 1327 H-7 CB 518738.7718 1571325.5040 4883.30 GPS 1328 H-7 CB 518738.7128 1571328.5794 4881.80 GPS 1329 H-7 CB 519206.8361 1571474.3565 4875.50 GPS 1330 H-7 CB 519313.1146 1571493.9301 4872.60 GPS 1331 H-7 SID 538 D CB 519469.2450 1571395.1916 4862.43 GPS 1332 H-7 CB 519467.7221 1571474.6398 4866.63 GPS 1333 H-7 SID 538 D CB 519522.2818 1571453.1243 4865.23 GPS 1334 H-7 SID 538 D CB 519488.9163 1571053.7639 4862.57 GPS 1335 H-7 CB 519426.1975 1571843.3376 4870.35 GPS 1336 H-7 SID 538 D CB 519463.1176 1571800.4608 4868.43 GPS 1337 H-7 CB 519536.1535 1571842.2661 4867.17 GPS 1338 G-5 CB 522075.9632 1571851.9792 4820.17 GPS 1339 G-5 CB 522073.3189 1571904.3322 4820.40 GPS 1340 G-5 CB 522523.9252 1571936.6586 4809.38 GPS 1341 G-5 CB 522530.0995 1571871.3492 4813.74 GPS 1342 G-5 CB 522889.1108 1571888.4859 4810.32 GPS 1343 G-5 CB 522887.8748 1571952.9670 4811.90 GPS 1344 G-5 CB 523234.0590 1571954.4749 4806.31 GPS 1345 G-5 CB 523246.4896 1571905.1809 4804.91 GPS 1346 G-5 CB 523605.5045 1571922.1124 4801.88 GPS 1347 G-5 CB 523591.4435 1571970.8624 4799.36 GPS Grate/Rim Elevation (see Notes 2 & 3) Invert Out Elevation (see Note 4 Old GIS/MMI Junction 1/4 Section Subdivision Estimated Year Built Junction Location (see Note 1) Elevation Source Used from Plans from Survey Source Used Calculated Number Number Map No. or SID Name Year Source Type Northing Easting from Plans from GPS from Survey for G/R Elev. Invert Out Drop (ft) Drop (ft) for Drop Invert Out Comments JUNC_NO MAP_NO SUB_SID YBLT YBLT_SRC TYPE NORTHING EASTING GREL_PL GREL_GPS GREL_SRV GREL_SRC IEO_PL DROP_IEO DROP_SRV DROP_SRC IEO_CALC COMMENTS 1471 G-5 CB 522514.1828 1572872.9706 4825.35 GPS 1472 G-5 CB 522512.1713 1572892.3142 4825.84 GPS 1473 G-5 CB 522494.0503 1572896.0690 4832.54 GPS 1474 G-5 CB 522496.8198 1572922.7854 4826.06 GPS 1475 G-5 CB 522511.0100 1572952.8998 4825.38 GPS 1476 G-5 CB 522491.3530 1572951.1898 4825.65 GPS 1477 G-5 CB 522512.2868 1572971.8963 4825.00 GPS 1478 G-5 CB 522543.4490 1572972.5961 4824.70 GPS 1479 G-5 CB 522545.4350 1572954.5851 4824.10 GPS 1480 G-4 CB 527311.9058 1572959.9017 4749.08 GPS 1481 G-4 CB 527336.4777 1572191.5494 4748.48 GPS 1482 G-4 CB 527338.9726 1572146.9877 4747.98 GPS 1483 G-4 CB 527414.2183 1570875.0570 4750.60 GPS 1484 H-4 SID 547 D CB 527415.4032 1570813.2416 4751.17 GPS 1485 H-4 SID 547 D CB 527416.6334 1570749.0684 4750.08 GPS 1486 H-4 SID 547 D CB 527425.3787 1570464.0424 4751.60 GPS 1487 H-4 SID 547 D CB 527428.2373 1570400.5157 4750.98 GPS 1488 H-4 SID 547 D CB 527429.2611 1570090.3192 4751.36 GPS 1489 H-4 SID 547 D CB 527431.6186 1570052.9334 4751.57 GPS 2306 1490 H-3/4 SID 444 RD CB 527456.0529 1569805.4341 4753.62 GPS 2307 1491 H-3/4 SID 444 RD CB 527458.8958 1569742.7275 4753.50 GPS 1492 I-2 CB 527476.6092 1569161.0914 4749.49 GPS 1493 I-2 CB 527474.2682 1569112.0274 4749.36 GPS 1494 I-2 CB 527464.3546 1568858.8445 4754.23 GPS 1495 I-2 CB 527458.5072 1568821.5065 4755.12 GPS 1496 I-2 CB 527463.4263 1568564.9162 4754.68 GPS 1497 I-2 CB 527464.1417 1568527.6015 4756.22 GPS 1498 I-2 CB 527455.9491 1568270.2470 4755.63 GPS 1499 I-2 CB 527456.6488 1568233.7524 4756.44 GPS 1500 J-5 CB 522379.1872 1565706.7619 4823.66 GPS 1501 J-5 CB 522327.9024 1565557.4893 4822.56 GPS 1502 J-5 CB 522423.1785 1565551.8300 4820.37 GPS 1503 J-5 CB 522487.4593 1565707.9150 4821.87 GPS 1504 J-5 CB 522818.8398 1566224.7694 4818.74 GPS 1505 J-5 CB 522992.5828 1566405.5144 4816.89 GPS 1506 J-5 CB 523179.4751 1566585.0759 4813.65 GPS 1507 J-5 CB 523125.8756 1566642.0922 4814.22 GPS 1508 I-5 CB 523459.3467 1566964.3438 4811.27 GPS 1509 I-5 CB 523512.9382 1566907.7375 4812.49 GPS 1510 I-5 CB 524097.3467 1567577.9362 4799.08 GPS 1511 I-5 CB 524150.9578 1567520.3047 4799.11 GPS 1512 I-5 CB 524667.5170 1568134.9522 4791.55 GPS 1513 I-5 CB 524649.0697 1568155.7241 4790.98 GPS 1514 I-5 CB 524770.6216 1568234.4550 4788.88 GPS 1515 I-4 CB 525094.8813 1569037.1855 4785.34 GPS 1516 H-6 CB 522106.7982 1570072.1758 4821.21 GPS 1517 H-6 CB 522096.5566 1570264.0583 4818.80 GPS 1518 H-6 CB 522067.1560 1571113.0303 4825.98 GPS 1519 H-6 CB 522069.8470 1571143.8472 4826.44 GPS 2338 1520 G-5/6 SID 85 1915 D CB 522075.9516 1572879.8513 4833.65 GPS 2337 1521 G-5/6 SID 85 1915 D CB 522080.2926 1572910.1872 4832.24 GPS 2336 1522 G-5/6 SID 85 1915 D CB 522076.4660 1572938.6231 4831.75 GPS 2339 1523 G-5 SID 180 1919 D CB 522080.7945 1573568.8842 4823.22 GPS 2340 1524 G-5 SID 180 1919 D CB 522125.0391 1573571.8858 4830.04 GPS 2341 1525 G-5 SID 180 1919 D CB 522122.6464 1573611.1171 4822.52 GPS 2342 1526 G-5 SID 180 1919 D CB 522081.6566 1573609.5110 4820.54 GPS Grate/Rim Elevation (see Notes 2 & 3) Invert Out Elevation (see Note 4 Old GIS/MMI Junction 1/4 Section Subdivision Estimated Year Built Junction Location (see Note 1) Elevation Source Used from Plans from Survey Source Used Calculated Number Number Map No. or SID Name Year Source Type Northing Easting from Plans from GPS from Survey for G/R Elev. Invert Out Drop (ft) Drop (ft) for Drop Invert Out Comments JUNC_NO MAP_NO SUB_SID YBLT YBLT_SRC TYPE NORTHING EASTING GREL_PL GREL_GPS GREL_SRV GREL_SRC IEO_PL DROP_IEO DROP_SRV DROP_SRC IEO_CALC COMMENTS 1650 C-5 CB 523379.8502 1582927.7878 4767.89 GPS 1651 C-5 CB 523374.8462 1583103.3622 4767.77 GPS 1652 C-5 CB 522013.8520 1582800.0954 4798.08 GPS 1653 C-5 CB 522040.0877 1582801.0083 4798.32 GPS 1654 C-5 CB 522283.8986 1582407.7795 4789.38 GPS 1655 C-5 CB 522227.5445 1582522.9932 4786.64 GPS 1656 C-5 CB 522189.6447 1582531.3942 4786.77 GPS 1657 E-5 CB 524537.2903 1579552.8525 4796.44 GPS 1658 E-5 CB 524571.7211 1579554.2300 4796.09 GPS 1659 D-6 CB 521013.9073 1580351.9067 4892.28 GPS 1660 D-6 CB 521042.9619 1580376.9731 4892.12 GPS 1661 D-6 CB 520948.1433 1580358.7483 4893.38 GPS 1662 D-6 CB 520911.6106 1580381.4302 4893.68 GPS 1663 D-6 CB 521069.3328 1580285.1821 4894.23 GPS 1664 D-6 CB 521166.9053 1580245.3130 4892.19 GPS 1665 D-6 CB 521189.2202 1580279.5825 4892.12 GPS 1666 D-6 CB 521258.7456 1580162.0574 4893.98 GPS 1667 D-6 CB 520253.3291 1579541.2275 4935.66 GPS 1668 D-6 CB 520286.2063 1579538.0631 4935.40 GPS 1669 D-6 CB 521037.2000 1579478.7170 4892.49 GPS 1670 D-6 CB 521105.5256 1579509.4584 4892.37 GPS 1671 D-6 CB 521077.6204 1580280.8286 4894.31 GPS 1672 D-6 CB 519446.5652 1579599.6076 4964.15 GPS 1673 D-6 CB 519447.0699 1579573.2616 4964.74 GPS 1674 H-2 CB 531445.0453 1569453.3449 4708.81 GPS 1675 H-2 CB 531412.9720 1569671.3673 4710.75 GPS 1676 H-2 CB 531400.7941 1570049.8523 4710.19 GPS 1677 H-2 CB 531210.5601 1570044.6673 4716.73 GPS 1678 H-2 CB 530926.8462 1570037.0750 4717.74 GPS 1679 H-2 CB 530882.4664 1570041.1466 4715.10 GPS 1680 H-2 CB 530773.8173 1570145.3061 4712.30 GPS 1681 H-2 CB 530648.4596 1570265.1432 4711.68 GPS 1682 H-2 CB 530474.1742 1570455.1098 4713.50 GPS 1683 H-2 CB 530387.8001 1570338.8026 4709.92 GPS 1684 H-2 CB 530408.8995 1570008.4819 4719.08 GPS 1685 H-2 CB 530816.0750 1569738.3759 4711.40 GPS 1686 H-2 CB 530775.0837 1569736.8722 4711.24 GPS 1687 H-2 CB 531070.2515 1569746.1198 4710.72 GPS 1688 H-2 CB 531280.1314 1569668.0004 4711.93 GPS 1689 H-2 CB 531416.0925 1569765.3633 4709.67 GPS 1690 H-3 CB 530201.3819 1569449.8085 4722.90 GPS 1691 H-3 CB 530083.8237 1569419.5586 4727.27 GPS 1692 H-3 CB 530119.3933 1569447.1086 4726.51 GPS 1693 H-3 CB 530082.0506 1569340.8684 4727.25 GPS 1694 H-3 CB 530084.5874 1569465.3107 4722.79 GPS 1695 H-3 CB 529035.5605 1569494.0146 4735.52 GPS 1696 H-3 CB 528999.4484 1569494.7580 4736.65 GPS 2513 1697 H-3 BSD 1994 RD CB 528461.0888 1569760.6064 4738.12 GPS 2514 1698 H-3 BSD 1994 RD CB 528461.7589 1569725.6494 4738.76 GPS 2515 1699 H-3/4 SID 444 RD CB 528007.8077 1569782.3745 4741.60 GPS 1700 H-4 CB 525692.6522 1570636.6471 4767.13 GPS 1701 H-4 CB 525395.6377 1571237.2350 4777.40 GPS 1702 H-4 CB 525554.5321 1571251.0486 4776.13 GPS 1703 H-4 SID 469 1966 D CB 526145.3560 1570730.6473 4767.66 GPS 1704 H-4 SID 469 1966 D CB 526123.4464 1570675.2600 4767.78 GPS 1705 H-4 SID 469 1966 D CB 526173.8921 1570697.1474 4768.05 GPS Grate/Rim Elevation (see Notes 2 & 3) Invert Out Elevation (see Note 4 Old GIS/MMI Junction 1/4 Section Subdivision Estimated Year Built Junction Location (see Note 1) Elevation Source Used from Plans from Survey Source Used Calculated Number Number Map No. or SID Name Year Source Type Northing Easting from Plans from GPS from Survey for G/R Elev. Invert Out Drop (ft) Drop (ft) for Drop Invert Out Comments JUNC_NO MAP_NO SUB_SID YBLT YBLT_SRC TYPE NORTHING EASTING GREL_PL GREL_GPS GREL_SRV GREL_SRC IEO_PL DROP_IEO DROP_SRV DROP_SRC IEO_CALC COMMENTS 2645 1829 G-6 SID 239 D CB 519875.8811 1573550.4170 4879.75 GPS 2646 1830 G-6 SID 239 D CB 519874.7792 1573522.2967 4878.76 GPS 14S239 1831 G-6 SID 239 D CB 519929.3919 1573498.0132 4879.80 GPS 2648 1832 G-6 SID 239 D CB 520233.9350 1573531.9491 4875.62 GPS 2649 1833 G-6 SID 239 D CB 520288.0683 1573532.6791 4874.88 GPS 1834 G-6 SID 372 CB 520231.3660 1573922.8266 4872.57 GPS 1835 G-6 SID 372 CB 520230.4115 1573887.0177 4875.32 GPS 1836 G-6 SID 372 CB 520250.3437 1573874.3757 4874.92 GPS 1837 G-6 SID 372 CB 520286.4306 1573874.9648 4874.67 GPS 1838 G-6 SID 372 CB 520590.5394 1573931.5562 4874.23 GPS 1839 G-6 SID 372 CB 520614.5556 1573877.0489 4869.35 GPS 1840 G-6 SID 372 CB 520645.7178 1573877.7487 4868.94 GPS 1841 G-6 CB 520565.2717 1573537.6842 4875.45 GPS 2660 1842 G-6 SID 239 D CB 520587.0701 1573513.2846 4877.13 GPS 2661 1843 G-6 SID 239 D CB 520611.7068 1573512.0133 4875.94 GPS 2664 1844 G-6 SID 239 D CB 520655.9889 1573513.0671 4873.44 GPS 1845 G-6 SID 239 D CB 520678.9422 1573514.0198 4873.25 GPS 2657 1846 G-6 SID 239 D CB 520648.2963 1573571.9894 4876.61 GPS 2658 1847 G-6 SID 239 D CB 520617.1694 1573569.4444 4876.82 GPS 2659 1848 G-6 SID 239 D CB 520592.5720 1573568.6653 4874.76 GPS 3S239 1849 G-6 SID 239 D CB 520860.4311 1573547.5459 4870.98 GPS 2666 1850 G-6 SID 239 D CB 521008.0569 1573550.0676 4868.58 GPS 2667 1851 G-6 SID 239 D CB 520976.3053 1573580.1219 4869.92 GPS 2668 1852 F/G-6 SID 227 1921 D CB 520948.7247 1573906.2199 4867.50 GPS 2669 1853 F/G-6 SID 227 1921 D CB 520946.4754 1573937.9677 4864.52 GPS 1854 G-6 CB 521663.6393 1574359.5594 4846.10 GPS 1855 G-6 CB 521662.5925 1574328.5689 4846.12 GPS 1856 G-6 CB 521682.6052 1574311.7238 4844.82 GPS 1857 G-6 CB 521715.4096 1574312.3525 4843.36 GPS 2674 1858 G-6 SID 293 1935 D CB 521684.8629 1573594.6251 4852.36 GPS 2675 1859 G-6 SID 293 1935 D CB 521678.8915 1573563.7452 4848.23 GPS 2676 1860 G-6 SID 293 1935 D CB 521700.5837 1573544.8813 4850.09 GPS 2677 1861 G-6 SID 293 1935 D CB 521733.3685 1573546.5352 4840.70 GPS 2678 1862 G-6 SID 293 1935 D CB 521728.7441 1573616.5916 4842.75 GPS 2679 1863 G-6 SID 293 1935 D CB 521681.2991 1573266.9049 4849.66 GPS 2680 1864 G-6 SID 293 1935 D CB 521678.6572 1573233.5252 4852.11 GPS 2681 1865 G-6 SID 293 1935 D CB 521701.9818 1573215.1027 4846.74 GPS 2682 1866 G-6 SID 293 1935 D CB 521733.1499 1573215.4950 4846.29 GPS 2685 1867 G-6 SID 85 1915 D CB 521707.0727 1572949.4896 4839.97 GPS 2686 1868 G-6 SID 85 1915 D CB 521686.1212 1572929.7058 4841.08 GPS 12S85 1869 G-6 SID 85 1915 D CB 521675.7753 1572870.2328 4842.13 GPS 2684 1870 G-6 SID 85 1915 D CB 521736.6026 1572949.7479 4842.51 GPS 2683 1871 G-5/6 SID 85 1915 D CB 521738.5788 1572932.2495 4842.06 GPS 2694 1872 F-5 SID 99 D CB 522474.1272 1574534.8675 4832.66 GPS 2693 1873 F-5 SID 99 D CB 522457.7408 1574533.7330 4825.62 GPS 2692 1874 F-5 SID 99 D CB 522453.8297 1574566.5770 4820.04 GPS 2691 1875 F-5 SID 99 D CB 522480.0908 1574566.1574 4815.58 GPS 2690 1876 F-5 SID 99 D CB 522478.1284 1574582.9382 4817.85 GPS 18S99 1877 F-5 SID 99 D CB 522505.8844 1574590.1360 4833.83 GPS 2688 1878 F-5 SID 99 D CB 522517.7884 1574568.3156 4817.75 GPS 2696 1879 F-5 SID 99 D CB 522518.5232 1574529.9754 4818.56 GPS 2695 1880 F-5 SID 99 D CB 522522.1946 1574509.6380 4824.34 GPS 1881 G-5 CB 522831.3339 1574389.3221 4809.06 GPS 1882 G-5 CB 522831.8879 1574360.4132 4810.93 GPS 1883 G-5 CB 522845.8778 1574400.9840 4812.00 GPS 1884 G-5 CB 522880.3106 1574402.2592 4809.47 GPS Grate/Rim Elevation (see Notes 2 & 3) Invert Out Elevation (see Note 4 Old GIS/MMI Junction 1/4 Section Subdivision Estimated Year Built Junction Location (see Note 1) Elevation Source Used from Plans from Survey Source Used Calculated Number Number Map No. or SID Name Year Source Type Northing Easting from Plans from GPS from Survey for G/R Elev. Invert Out Drop (ft) Drop (ft) for Drop Invert Out Comments JUNC_NO MAP_NO SUB_SID YBLT YBLT_SRC TYPE NORTHING EASTING GREL_PL GREL_GPS GREL_SRV GREL_SRC IEO_PL DROP_IEO DROP_SRV DROP_SRC IEO_CALC COMMENTS 2008 G-5 CB 523952.4955 1572651.9543 4791.08 GPS 2009 G-5 CB 523593.3314 1572642.8140 4798.07 GPS 2010 G-5 CB 523579.5322 1572592.2995 4798.88 GPS 2011 G-5 CB 522517.8044 1572255.9888 4819.13 GPS 2012 G-5 CB 522866.4739 1572213.4472 4811.34 GPS 2013 G-5 CB 522878.6269 1572264.2379 4810.58 GPS 2014 G-5 CB 523239.4178 1572274.1273 4803.96 GPS 2015 G-5 CB 523238.9919 1572210.7425 4801.27 GPS 2016 G-5 CB 523596.9202 1572284.3639 4797.73 GPS 2017 G-5 CB 523598.1345 1572221.0104 4797.15 GPS 2018 G-5 CB 523957.2928 1572230.4584 4797.19 GPS 2019 G-5 CB 523957.6971 1572294.9708 4794.62 GPS 2020 G-5 CB 524319.6959 1572241.8143 4792.11 GPS 2021 F-6 CB 519385.4928 1574823.2218 4867.49 GPS 2022 F-6 SID 389 CB 519856.1781 1574835.3188 4866.35 GPS 2023 F-6 SID 389 CB 520218.6674 1574842.2657 4859.10 GPS 2024 F-6 SID 389 CB 520279.3832 1574841.9936 4861.97 GPS 2025 F-6 SID 389 CB 520589.5699 1574838.2983 4856.00 GPS 2026 F-6 SID 389 CB 520622.5001 1574832.3661 4855.27 GPS 2843 2027 F/G-6 SID 227 1921 D CB 520920.5234 1574864.0232 4865.70 GPS 2844 2028 F/G-6 SID 227 1921 D CB 520941.9111 1574861.0488 4856.60 GPS 2029 F-6 CB 521290.1784 1575610.0931 4840.45 GPS 2030 F-6 CB 521329.6007 1575607.8747 4840.01 GPS 2847 2031 F-6 SID 455 RD CB 521012.7197 1575618.4154 4829.48 GPS 2848 2032 F-6 SID 455 RD CB 521013.6822 1575653.8141 4828.64 GPS 2849 2033 F-6 SID 449 RD CB 521166.7499 1576571.0963 4822.61 GPS 2850 2034 F-6 SID 449 RD CB 521132.7669 1576546.3455 4823.06 GPS 2035 F-6 CB 521113.6715 1576600.9471 4823.43 GPS 2852 2036 F-6 SID 449 RD CB 521162.1571 1576810.7736 4822.84 GPS 2853 2037 F-6 SID 449 RD CB 521126.0545 1576811.0047 4821.81 GPS 2854 2038 F-6 SID 449 RD CB 521111.9800 1576860.4725 4823.16 GPS 2855 2039 F-6 SID 449 RD CB 520545.7696 1576867.0564 4832.40 GPS 2856 2040 F-6 SID 449 RD CB 520533.6143 1576816.3681 4832.64 GPS 2857 2041 F-6 SID 449 RD CB 520553.6252 1576542.7339 4831.45 GPS 2858 2042 F-6 SID 449 RD CB 520552.3994 1576606.7025 4831.70 GPS 2043 F-6 CB 520924.1035 1576304.0173 4825.90 GPS 2860 2044 F-6 SID 449 RD CB 520594.6703 1576284.5778 4829.22 GPS 2861 2045 F-6 SID 449 RD CB 520557.3694 1576347.3424 4830.67 GPS 2862 2046 F-6 SID 449 RD CB 520560.2355 1576283.4052 4830.21 GPS 2047 F-6 CB 520566.8655 1576023.0513 4833.00 GPS 2048 F-6 CB 520565.6416 1576086.9175 4834.02 GPS 2869 2049 F-5 SID 75 1914 D CB 522449.0573 1574901.2131 4813.93 GPS 2870 2050 F-5 SID 75 1914 D CB 522468.7576 1574900.6677 4814.27 GPS 2872 2051 F-5 CB 522450.0276 1574936.2017 4814.53 GPS 2868 2052 F-5 SID 75 1914 D CB 522469.6788 1574938.2191 4813.94 GPS 2867 2053 F-5 SID 75 1914 D CB 522469.3428 1574955.7490 4814.66 GPS 2866 2054 F-5 SID 75 1914 D CB 522500.5208 1574955.6286 4821.26 GPS 2865 2055 F-5 SID 75 1914 D CB 522499.2243 1574937.6573 4821.30 GPS 2871 2056 F-5 SID 75 1914 D CB 522504.7501 1574906.1773 4814.95 GPS 2875 2057 F-5 SID 75 1914 D CB 522802.6333 1574945.1128 4806.51 GPS 2874 2058 F-5 SID 75 1914 D CB 522822.3002 1574946.3101 4805.26 GPS 2873 2059 F-5 SID 75 1914 D CB 522825.1936 1574966.5681 4805.31 GPS 2876 2060 F-5 SID 75 1914 D CB 522808.1650 1574913.3253 4805.13 GPS 2877 2061 F-5 SID 75 1914 D CB 522822.9309 1574913.4031 4802.80 GPS 2878 2062 F-5 SID 75 1914 D CB 522826.5865 1574893.8859 4803.70 GPS 2879 2063 F-5 SID 75 1914 D CB 522862.7204 1574892.0147 4786.37 GPS Grate/Rim Elevation (see Notes 2 & 3) Invert Out Elevation (see Note 4 Old GIS/MMI Junction 1/4 Section Subdivision Estimated Year Built Junction Location (see Note 1) Elevation Source Used from Plans from Survey Source Used Calculated Number Number Map No. or SID Name Year Source Type Northing Easting from Plans from GPS from Survey for G/R Elev. Invert Out Drop (ft) Drop (ft) for Drop Invert Out Comments JUNC_NO MAP_NO SUB_SID YBLT YBLT_SRC TYPE NORTHING EASTING GREL_PL GREL_GPS GREL_SRV GREL_SRC IEO_PL DROP_IEO DROP_SRV DROP_SRC IEO_CALC COMMENTS 2187 E-4 CB 526102.9397 1577995.1561 4757.96 GPS 2188 E-4 CB 526103.5329 1577964.1971 4759.01 GPS 2189 E-4 CB 526121.6008 1577963.2102 4757.81 GPS 3006 2190 E-4 CB 526121.9288 1577946.0905 4758.09 GPS 3007 2191 E-4 CB 526153.0889 1577946.8926 4757.42 GPS 2192 E-4 CB 526154.3716 1577965.5815 4757.24 GPS 2193 E-4 CB 526543.8994 1578017.0396 4755.85 GPS 2194 E-4 CB 526541.2141 1577985.9153 4751.58 GPS 2195 E-4 CB 526559.2780 1577985.1332 4748.87 GPS 2196 E-4 CB 526566.2278 1577964.9614 4754.52 GPS 2197 E-4 CB 526597.3722 1577966.5837 4753.23 GPS 2198 E-4 CB 526597.0127 1577985.3436 4753.37 GPS 2199 E-4 CB 526597.9949 1578019.7169 4753.57 GPS 2200 E-4 CB 526563.5642 1578018.3393 4755.23 GPS 2201 E-4 CB 525779.2579 1577932.5511 4764.41 GPS 2202 E-4 CB 525743.1674 1577932.1672 4764.15 GPS 2203 E-4 CB 525740.3957 1577991.1835 4763.44 GPS 2204 F-4 CB 525765.8894 1576146.9855 4762.60 GPS 1389 2205 F-4 CB 525767.0917 1576084.2474 4761.91 GPS 3022 2206 F-4 SID 408 D CB 525785.2894 1575049.0366 4769.68 GPS 3023 2207 F/G-4 SID 408 D CB 525763.6699 1575064.1075 4769.44 GPS 3024 2208 F/G-4 SID 408 D CB 525789.3379 1575009.0168 4763.44 GPS 3025 2209 F/G-4 SID 408 D CB 525727.0786 1575004.2343 4780.24 GPS 2210 F-4 CB 525715.4439 1575012.0103 4764.87 GPS 3028 2211 F/G-4 SID 408 D CB 525713.1809 1575044.4757 4763.85 GPS 2212 F-4 CB 525735.7745 1575064.1882 4766.68 GPS 3029 2213 F-4 SID 408 D CB 525984.7668 1575000.0457 4758.48 GPS 3030 2214 F/G-4 SID 408 D CB 525977.2198 1575051.3817 4761.19 GPS 2215 F-4 CB 526334.8037 1575057.3116 4757.06 GPS 2216 F-4 SID 424 CB 526909.9848 1575353.0155 4746.04 GPS 2217 F-4 SID 424 CB 526907.1207 1575416.8499 4748.12 GPS 3034 2218 F-4 SID 466 D CB 526028.9673 1575347.8225 4759.45 GPS 3035 2219 F-4 SID 466 D CB 525965.0501 1575343.9314 4761.09 GPS 3036 2220 F-4 SID 466 D CB 525957.7957 1575379.9928 4762.70 GPS 3037 2221 F-4 CB 525972.6689 1575716.9525 4763.80 GPS 3038 2222 F-4 CB 526016.9939 1575715.7510 4762.29 GPS 3039 2223 F-4 CB 525973.1579 1575777.0568 4763.88 GPS 2224 F-4 CB 526334.1676 1575775.4632 4763.23 GPS 2225 F-4 CB 526335.2187 1575720.6186 4761.37 GPS 2226 F-4 CB 526904.6372 1575717.6863 4749.11 GPS 2227 F-4 CB 526906.6780 1575782.4350 4753.73 GPS 2228 F-4 CB 526904.2044 1576082.7589 4752.68 GPS 2229 F-4 CB 526678.1636 1576147.9568 4753.05 GPS 2230 F-4 CB 526318.3091 1576089.2727 4758.65 GPS 2231 F-4 CB 526313.8245 1576152.0505 4757.20 GPS 2232 F-4 CB 526662.2502 1576464.6365 4756.83 GPS 2233 F-4 CB 526666.2161 1576514.5522 4755.12 GPS 2234 F-4 CB 525943.9793 1576100.9687 4763.69 GPS 2235 F-4 CB 525952.8580 1576151.3888 4763.57 GPS 2236 F-4 CB 525931.1515 1576770.3804 4767.40 GPS 2237 F-4 CB 525965.5980 1576770.9380 4765.07 GPS 2238 F-4 CB 525199.2160 1576434.7548 4773.58 GPS 2239 F-4 MH 525183.5247 1575369.8721 4772.71 GPS 2240 F-4 MH 525189.1369 1575333.8817 4776.57 GPS 2241 F-4 MH 525325.2746 1575336.4906 4778.22 GPS 2242 F-4 CB 525208.5468 1575177.2481 4772.33 GPS Grate/Rim Elevation (see Notes 2 & 3) Invert Out Elevation (see Note 4 Old GIS/MMI Junction 1/4 Section Subdivision Estimated Year Built Junction Location (see Note 1) Elevation Source Used from Plans from Survey Source Used Calculated Number Number Map No. or SID Name Year Source Type Northing Easting from Plans from GPS from Survey for G/R Elev. Invert Out Drop (ft) Drop (ft) for Drop Invert Out Comments JUNC_NO MAP_NO SUB_SID YBLT YBLT_SRC TYPE NORTHING EASTING GREL_PL GREL_GPS GREL_SRV GREL_SRC IEO_PL DROP_IEO DROP_SRV DROP_SRC IEO_CALC COMMENTS 3182 2366 K-4 BPE 1990 RD CB 527544.0147 1563249.5121 4750.32 GPS 2367 K-4 SID 625 D CB 527557.9525 1562693.8517 4760.16 4747.67 Plans 4757.66 2.50 Plans 4757.66 2368 K-4 SID 625 D CB 527557.2663 1562729.6287 4760.16 4747.46 Plans 4757.66 2.50 Plans 4757.66 2369 K-4 SID 625 D CB 526820.7729 1562717.5555 4771.08 4755.64 Plans 4767.86 3.22 Plans 4767.86 2370 K-4 SID 625 D CB 526821.9801 1562654.6124 4770.84 4755.14 Plans 4767.61 3.23 Plans 4767.61 2371 K-4 SID 625 D CB 526069.7431 1562693.4101 4778.98 4763.01 Plans 4775.75 3.23 Plans 4775.75 2372 K-4 SID 625 D CB 526070.9719 1562629.3393 4778.80 4762.78 Plans 4775.57 3.23 Plans 4775.57 3189 2373 K-4 BPE 1990 RD CB 526047.1791 1562928.8444 4765.10 GPS 3190 2374 K-4 BPE 1990 RD CB 526051.1535 1562892.7202 4765.33 GPS 2375 K-4 SID 625 D CB 525351.5209 1562669.6886 4788.58 4773.84 Plans 4785.35 3.23 Plans 4785.35 2376 K-4 SID 625 D CB 525351.1213 1562604.9713 4788.42 4773.45 Plans 4785.19 3.23 Plans 4785.19 2377 K-4 SID 625 D CB 525360.6522 1562364.6720 4787.32 4771.55 Plans 4784.10 3.22 Plans 4784.10 2378 K-4 SID 625 D CB 526079.5035 1562355.5894 4777.78 4762.19 Plans 4774.65 3.13 Plans 4774.65 2379 K-4 SID 625 D CB 526078.2806 1562419.3527 4777.76 4761.65 Plans 4774.52 3.24 Plans 4774.52 2380 K-4 SID 625 D CB 526828.8695 1562380.9338 4769.95 4754.72 Plans 4767.85 2.10 Plans 4767.85 2381 K-4 SID 625 D CB 526826.0044 1562444.7680 4769.95 4755.25 Plans 4767.70 2.25 Plans 4767.70 2382 K-4 SID 625 D CB 527564.8163 1562421.5059 4761.74 4741.42 Plans 4759.24 2.50 Plans 4759.24 2383 K-4 SID 625 D CB 527564.1498 1562456.2579 4761.74 4741.43 Plans 4759.24 2.50 Plans 4759.24 2384 K-4 SID 625 D CB 527571.8414 1562140.7541 4744.43 GPS 2385 K-4 SID 625 D CB 527572.8014 1562176.2552 4760.81 4744.72 Plans 4758.31 2.50 Plans 4758.31 2386 K-4 SID 625 D CB 524916.9903 1562654.7920 4794.36 4778.66 Plans 4791.13 3.23 Plans 4791.13 2387 K-4 SID 625 D CB 524971.3611 1562643.1184 4794.17 4778.97 Plans 4791.30 2.87 Plans 4791.30 2388 J-5 CB 524867.2862 1563963.2107 4785.39 GPS 2389 J-5 CB 524864.9835 1563997.7263 4785.80 GPS 3206 2390 K-5 NP 1996 RD CB 522972.6820 1563678.2946 4826.17 4812.88 Plans 4821.40 4.77 Plans 4821.40 3207 2391 K-5 NP 1996 RD CB 522936.6110 1563676.8850 4826.17 4813.07 Plans 4822.14 4.03 Plans 4822.14 3208 2392 K-5 NP 1996 RD CB 522984.8483 1563214.9961 4824.08 4810.33 Plans 4820.74 3.34 Plans 4820.74 3209 2393 K-5 NP 1996 RD CB 522947.1449 1563213.1450 4824.54 4810.44 Plans 4821.46 3.08 Plans 4821.46 3210 2394 K-5 NP 1996 RD CB 522957.5186 1562843.3389 4824.08 4810.42 Plans 4820.13 3.95 Plans 4820.13 3211 2395 K-5 NP 1996 RD CB 523165.6354 1562857.2777 4817.84 4804.44 Plans 4814.26 3.58 Plans 4814.26 3212 2396 K-5 NP 1996 RD CB 523299.1516 1562825.4836 4816.55 4802.63 Plans 4813.51 3.04 Plans 4813.51 3213 2397 K-5 NP 1996 RD CB 523370.1769 1562886.5304 4816.07 4801.01 Plans 4813.45 2.62 Plans 4813.45 3214 2398 K-5 NP 1996 RD CB 523334.1236 1562884.1982 4816.07 4800.84 Plans 4813.09 2.98 Plans 4813.09 1PA 2399 K-5 NP 1996 RD CB 523321.4060 1563290.6725 4818.30 4802.72 Plans 4815.72 2.58 Plans 4815.72 3216 2400 K-5 VCS 1995 RD CB 524070.4755 1563074.9128 4807.36 4792.06 Plans 4804.16 3.20 Plans 4804.16 3217 2401 K-5 VCS 1995 RD CB 524093.9739 1563132.9972 4806.93 4791.99 Plans 4803.73 3.20 Plans 4803.73 3218 2402 K-5 VCS 1995 RD CB 524092.6036 1563204.4491 4807.18 4792.69 Plans 4803.98 3.20 Plans 4803.98 3219 2403 K-5 VCS 1995 RD CB 524128.4603 1563217.0326 4807.22 4792.58 Plans 4804.02 3.20 Plans 4804.02 3220 2404 K-5 VCS 1995 RD CB 524075.1905 1562914.6132 4806.18 4791.20 Plans 4802.98 3.20 Plans 4802.98 3221 2405 K-5 VCS 1995 RD CB 524109.7766 1562907.8928 4806.18 4791.19 Plans 4802.98 3.20 Plans 4802.98 3222 2406 K-5 VCS 1995 RD CB 524043.6641 1562847.3503 4806.74 4792.32 Plans 4803.54 3.20 Plans 4803.54 2407 K-5 SID 625 D CB 524064.3127 1562626.2359 4807.98 4794.33 Plans 4804.75 3.23 Plans 4804.75 2408 K-5 SID 625 D CB 524100.3896 1562627.3379 4807.98 4795.20 Plans 4804.75 3.23 Plans 4804.75 2409 K-5 SID 625 D CB 524065.5297 1562562.7800 4807.92 4794.00 Plans 4804.69 3.23 Plans 4804.69 2410 K4/5 SID 625 D CB 524926.1962 1562345.8797 4793.26 4776.67 Plans 4790.60 2.66 Plans 4790.60 2411 K4/5 SID 625 D CB 524967.5967 1562326.0610 4793.20 4775.02 Plans 4790.50 2.70 Plans 4790.50 2412 K4/5 SID 625 D CB 524929.0377 1562283.2755 4793.30 4774.12 Plans 4790.70 2.60 Plans 4790.70 2413 K-5 SID 625 D CB 524073.4912 1562318.7585 4806.72 4786.32 Plans 4803.49 3.23 Plans 4803.49 2414 K-5 SID 625 D CB 524074.7082 1562255.3026 4806.56 4786.22 Plans 4803.33 3.23 Plans 4803.33 2415 K-5 SID 625 D CB 524081.1141 1562006.8415 4805.36 4788.96 Plans 4802.13 3.23 Plans 4802.13 2416 K-5 SID 625 D CB 524083.9635 1561943.8272 4805.20 4789.60 Plans 4802.10 3.10 Plans 4802.10 2417 K4/5 SID 625 D CB 524933.7837 1562035.8083 4794.78 4779.01 Plans 4791.55 3.23 Plans 4791.55 2418 K4/5 SID 625 D CB 524941.3595 1561726.3520 4792.14 4777.97 Plans 4788.91 3.23 Plans 4788.91 2419 K4/5 SID 625 D CB 524951.7514 1561355.6241 4790.36 4773.21 Plans 4787.14 3.22 Plans 4787.14 2420 K4/5 SID 625 D CB 524991.1244 1561355.9691 4790.28 4772.52 Plans 4787.05 3.23 Plans 4787.05 2421 K-5 SID 625 D PL 524136.7045 1561332.7109 4783.60 GPS 4798.50 -14.90 Plans 4798.50 Grate/Rim Elevation (see Notes 2 & 3) Invert Out Elevation (see Note 4 Old GIS/MMI Junction 1/4 Section Subdivision Estimated Year Built Junction Location (see Note 1) Elevation Source Used from Plans from Survey Source Used Calculated Number Number Map No. or SID Name Year Source Type Northing Easting from Plans from GPS from Survey for G/R Elev. Invert Out Drop (ft) Drop (ft) for Drop Invert Out Comments JUNC_NO MAP_NO SUB_SID YBLT YBLT_SRC TYPE NORTHING EASTING GREL_PL GREL_GPS GREL_SRV GREL_SRC IEO_PL DROP_IEO DROP_SRV DROP_SRC IEO_CALC COMMENTS 2546 J-4 CB 527461.1750 1565772.6208 4752.25 GPS 2547 J-4 CB 527483.0824 1565828.1106 4751.06 GPS 2548 J-4 CB 527472.4567 1566039.9818 4749.57 GPS 2549 J-4 CB 527471.7668 1566075.9639 4749.79 GPS 2550 J-4 CB 527094.2529 1566596.0417 4756.79 GPS 2551 J-4 CB 527091.6585 1566560.2017 4756.53 GPS 2552 J-4 CB 525520.8862 1567186.0005 4779.04 GPS 2553 J-4 CB 525521.5801 1567149.8133 4779.22 GPS 2554 J-4 CB 525304.1876 1567534.1085 4780.19 GPS 2555 J-4 CB 525295.0126 1567499.1678 4780.44 GPS 2556 J-4 CB 525292.3542 1567381.0806 4781.59 GPS 2557 J-4 CB 526120.9093 1567555.2023 4769.21 GPS 2558 J-4 CB 526118.5831 1567590.9479 4769.29 GPS 2559 J-4 CB 526191.6871 1567629.1653 4767.84 GPS 2560 J-4 CB 526227.7678 1567630.0621 4767.72 GPS 2561 J-4 CB 527478.5888 1567431.7132 4750.47 GPS 2562 J-4 CB 526188.7248 1568810.7001 4767.16 GPS 2563 J-4 CB 526240.0666 1568785.8415 4765.36 GPS 2564 J-4 CB 526240.7623 1568749.5518 4766.52 GPS 2565 J-4 CB 526181.3271 1569025.4024 4768.33 GPS 2566 J-4 CB 526178.3839 1569093.3372 4768.82 GPS 2567 F-6 CB 519385.5085 1574822.4017 4864.59 GPS 2568 F-7 CB 518357.8528 1575961.4397 4858.15 GPS 2569 F-7 CB 518323.4925 1575956.3716 4857.65 GPS 2570 F-7 CB 518244.6982 1576386.2971 4858.20 GPS 2571 F-7 CB 518271.8863 1576765.6443 4859.83 GPS 2572 F-7 CB 518280.7612 1576816.2699 4859.58 GPS 2573 F-7 CB 518278.9620 1576567.6500 4859.89 GPS 2574 F-7 CB 518315.0627 1576567.5213 4860.30 GPS 2575 F-7 CB 518581.9087 1576770.5597 4855.16 GPS 2576 F-7 CB 518619.6417 1576770.8725 4855.10 GPS 2577 F-7 CB 518900.8255 1576825.0752 4851.60 GPS 2578 F-7 CB 518893.5849 1576774.7887 4853.04 GPS 2579 F-7 CB 519310.6420 1576845.4396 4850.44 GPS 2580 F-7 CB 519318.1419 1576796.5636 4847.72 GPS 2581 F-7 CB 518901.5036 1576361.5545 4850.42 GPS 2582 F-7 CB 518937.5925 1576362.0409 4850.52 GPS 2583 F-7 CB 519133.4577 1575816.6300 4847.35 GPS 2584 F-7 CB 519097.3335 1575817.9887 4847.32 GPS 2585 F-7 CB 519103.0580 1575604.8934 4846.98 GPS 2586 F-7 CB 519140.4688 1575622.0185 4844.37 GPS 3403 2587 F-7 SID 434 D CB 517890.7781 1575418.3991 4869.99 GPS 3404 2588 F-7 SID 434 D CB 517890.9547 1575494.8036 4869.45 GPS 3405 2589 F-7 SID 434 D CB 517854.0035 1575453.6901 4868.54 GPS 2590 F-7 SID 463 1966 D CB 517759.0104 1575187.6960 4871.03 GPS 2591 F-7 SID 463 1966 D CB 517777.8054 1575148.7789 4871.29 GPS 2592 F-7 SID 463 1966 D CB 517413.4523 1574639.7023 4874.78 GPS 2593 F-7 SID 463 1966 D CB 517419.0665 1574603.6090 4876.11 GPS 2594 F-7 SID 463 1966 D CB 517256.7881 1574595.0637 4880.00 GPS 2595 F-7 SID 463 1966 D CB 517495.9471 1575300.9995 4881.08 GPS 2596 F-7 SID 463 1966 D CB 517534.6584 1575335.8912 4880.69 GPS 2597 F-8 CB 516207.0138 1575346.9568 4904.65 GPS 2598 F-8 CB 514847.6413 1574530.5361 4929.60 GPS 2599 F-8 CB 514759.1139 1574526.4808 4929.71 GPS 2600 F-8 CB 514255.4478 1575464.6160 4911.04 GPS 2601 F-8 CB 514296.4615 1575464.9918 4910.65 GPS Grate/Rim Elevation (see Notes 2 & 3) Invert Out Elevation (see Note 4 Old GIS/MMI Junction 1/4 Section Subdivision Estimated Year Built Junction Location (see Note 1) Elevation Source Used from Plans from Survey Source Used Calculated Number Number Map No. or SID Name Year Source Type Northing Easting from Plans from GPS from Survey for G/R Elev. Invert Out Drop (ft) Drop (ft) for Drop Invert Out Comments JUNC_NO MAP_NO SUB_SID YBLT YBLT_SRC TYPE NORTHING EASTING GREL_PL GREL_GPS GREL_SRV GREL_SRC IEO_PL DROP_IEO DROP_SRV DROP_SRC IEO_CALC COMMENTS 2725 M-4 CB 528880.6240 1556268.8872 2726 M-4 CB 528876.7733 1556213.0258 2727 M-4 CB 529574.7851 1555665.0554 2728 M-4 CB 529575.8195 1555696.6608 2729 M-4 CB 529102.6469 1554873.7415 2730 M-4 CB 529058.3869 1554871.5592 2731 M-4 CB 529005.6475 1555995.5271 2732 M-4 CB 528961.3698 1555994.2675 2733 M-4 CB 528277.9791 1554924.8848 2734 M-4 CB 528246.8171 1554924.1844 2735 H-1 CB 533479.8507 1569955.9817 2736 H-1 CB 533507.3410 1569977.0187 2737 M-4 CB 527779.7374 1555066.4851 2738 L-5 SC 2001 RD CB 523689.0156 1559865.1288 2739 L-5 SC 2001 RD CB 523723.4523 1559866.1995 2740 L-5 SC 2001 RD CB 523752.6881 1558940.8257 2741 L-5 SC 2001 RD CB 523718.2612 1558939.2423 2742 L-5 SC 2001 RD CB 524561.7194 1559705.0700 2743 L-5 SC 2001 RD CB 524562.3801 1559670.6255 356 2744 L-4 VWS, Ph 1 2002 RD CB 524981.5511 1559716.4045 355 2745 L-4 VWS, Ph 1 2002 RD CB 524983.8599 1559681.5814 2746 D-5 CB 522068.9750 1582063.9098 2747 D-5 CB 522212.2864 1581949.0287 2748 D-5 CB 522253.9997 1582084.1700 2749 D-5 CB 522261.0902 1582313.6107 2750 D-5 CB 522298.9095 1582309.4127 2751 D-5 CB 522161.2966 1581184.6598 2752 D-5 CB 522124.0112 1581075.3436 2753 D-5 CB 522103.4640 1581034.4422 2754 D-5 CB 522111.0544 1581066.4811 2755 D-5 CB 522058.1069 1581346.4574 2756 D-5 CB 522124.7424 1581208.4693 2757 D-5 CB 522095.7966 1581349.0254 2758 D-5 CB 522103.7746 1581532.1298 2759 D-5 CB 522206.5947 1581732.2288 2760 D-5 CB 522029.4939 1582069.2040 2761 G-10 MH 509407.6384 1573107.3470 4996.66 GPS 2762 E-4 MH 527270.5324 1578029.9371 4753.99 GPS 2763 E-4 MH 527298.9265 1577575.6685 4750.34 GPS 2764 E-3 MH 527650.9039 1578045.4294 4742.80 GPS 2765 E-3 MH 528008.3674 1578057.6115 4736.94 GPS 2766 E-3 MH 528369.0876 1578071.0865 4734.02 GPS 2767 E-3 MH 528366.6835 1578367.8220 4728.31 GPS 636 2768 F-5/6 SID 55 1912 D MH 524648.8738 1575356.5495 4788.67 GPS 637 2769 F-5/6 SID 55 1912 D MH 524279.9413 1575343.4288 4788.33 GPS 4796.10 -7.77 Plans 4796.10 21S55 2770 F-5/6 SID 55 1912 D 524240.4131 1575351.1831 4788.40 GPS 22S55 2771 F-5/6 SID 55 1912 D 524241.2362 1575308.2299 4789.04 GPS 23S55 2772 F-5/6 SID 55 1912 D 524257.6482 1575308.0317 4788.57 GPS 24S55 2773 F-5/6 SID 55 1912 D 524259.7167 1575285.7152 4788.15 GPS 642 2774 F-5/6 SID 55 1912 D MH 523927.4030 1575331.0325 4796.65 GPS 4800.45 -3.80 Plans 4800.45 643 2775 F-5/6 SID 55 1912 D MH 523553.5515 1575317.7149 4802.27 GPS 4803.00 -0.73 Plans 4803.00 644 2776 F-5/6 SID 55 1912 D MH 523194.4048 1575307.6532 4802.82 GPS 4809.00 -6.18 Plans 4809.00 645 2777 F-5/6 SID 55 1912 D MH 522833.6276 1575297.0475 4814.65 GPS 4818.20 -3.55 Plans 4818.20 646 2778 F-5/6 SID 55 1912 D MH 522477.8083 1575284.5882 4825.36 GPS 4834.00 -8.64 Plans 4834.00 647 2779 F-5/6 SID 55 1912 D MH 522071.1872 1575268.7967 4830.12 GPS 4839.00 -8.88 Plans 4839.00 648 2780 F-5/6 SID 55 1912 D MH 521682.4964 1575259.1942 4836.38 GPS 4844.65 -8.27 Plans 4844.65 Grate/Rim Elevation (see Notes 2 & 3) Invert Out Elevation (see Note 4 Old GIS/MMI Junction 1/4 Section Subdivision Estimated Year Built Junction Location (see Note 1) Elevation Source Used from Plans from Survey Source Used Calculated Number Number Map No. or SID Name Year Source Type Northing Easting from Plans from GPS from Survey for G/R Elev. Invert Out Drop (ft) Drop (ft) for Drop Invert Out Comments JUNC_NO MAP_NO SUB_SID YBLT YBLT_SRC TYPE NORTHING EASTING GREL_PL GREL_GPS GREL_SRV GREL_SRC IEO_PL DROP_IEO DROP_SRV DROP_SRC IEO_CALC COMMENTS 2904 H-7 MH 517654.2422 1571322.4567 4904.84 GPS 2905 H-7 MH 517496.7784 1571319.5409 4905.86 GPS 2906 H-7 MH 517753.7512 1571438.4018 4902.48 GPS 2907 H-7 MH 518112.9904 1571443.7495 4895.18 GPS 2908 H-7 MH 518107.0875 1571751.7020 4899.12 GPS 2909 G-7,H-7 MH 518106.1443 1571800.9088 4900.06 GPS 2910 G-7 MH 518134.0497 1572142.7362 4907.47 GPS 2911 G-7 SID 447 RD MH 518083.6833 1574428.1637 4876.62 GPS 2912 F-7 MH 518082.0265 1574685.8447 4871.66 GPS 2913 F-7 MH 518066.3022 1575335.1066 4867.92 GPS 782 2914 F-7 SID 434 D MH 518065.7244 1575450.8765 84.90 4867.93 Plans 2915 F-7 MH 518120.4433 1575421.0570 4867.27 GPS 2916 E-7 MH 516862.7538 1577861.0732 4882.21 GPS 2917 E-7 MH 516732.5267 1578920.0932 4939.16 GPS 2918 E-7 MH 516618.1950 1579492.0912 4974.35 GPS 2919 E-7 MH 516865.7243 1578391.1186 4894.19 GPS 2920 E-7 MH 516871.6350 1578339.5457 4895.52 GPS 789 2921 G-4, 5 SID 98 1915 D MH 524323.4399 1572988.1507 4791.70 GPS 4801.60 -9.90 Plans 4801.60 790 2922 G-4, 5 SID 98 1915 D MH 523965.9201 1572978.8369 4795.72 GPS 4804.30 -8.58 Plans 4804.30 791 2923 G-4, 5 SID 98 1915 D MH 523606.7815 1572968.3642 4798.71 GPS 4809.50 -10.79 Plans 4809.50 792 2924 G-5, 6 SID 85 1915 D MH 523247.6428 1572957.8915 4806.34 GPS 4815.70 -9.36 Plans 4815.70 793 2925 G-5, 6 SID 85 1915 D MH 522890.1441 1572947.4501 4814.26 GPS 4825.50 -11.24 Plans 4825.50 2926 G-5 MH 522529.3413 1572938.1761 4825.86 GPS 2927 G-4 MH 527387.1773 1572114.5826 4749.70 GPS 2928 G-4 MH 527306.0304 1571896.7477 4752.98 GPS 2929 H-4 MH 527423.4707 1570820.3697 4752.39 GPS 2930 H-4 MH 527419.3007 1570781.1154 4751.25 GPS 2931 H-4 MH 527446.0386 1570071.0537 4751.66 GPS 800 2932 H-3/4 SID 444 RD MH 527487.6767 1569782.0434 4753.21 GPS 2933 I-4 MH 527474.3370 1569108.4394 4750.92 GPS 2934 I-4 MH 527468.1771 1569087.4009 4751.59 GPS 2935 I-4 MH 527468.0022 1569096.5245 4751.81 GPS 2936 I-4 MH 527474.3629 1568850.3196 4755.13 GPS 2937 I-4 MH 527479.9719 1568557.7472 4755.29 GPS 2938 I-4 MH 527479.3464 1568248.0319 4756.37 GPS 2939 J-5 MH 522386.8225 1565565.2849 4822.30 GPS 2940 J-5 MH 522452.6334 1565727.1422 4822.06 GPS 2941 J-5 MH 522793.5800 1566258.5372 4820.02 GPS 2942 J-5 MH 522965.7929 1566433.5101 4817.56 GPS 2943 J-5 MH 523154.3470 1566611.9753 4815.05 GPS 2944 I-5 MH 523484.5769 1566932.1137 4812.45 GPS 2945 I-5 MH 523528.3449 1567045.5541 4809.73 GPS 2946 I-5 MH 523602.6391 1567107.2786 4808.34 GPS 2947 I-5 MH 523752.2398 1567177.9332 4806.95 GPS 2948 I-5 MH 524122.5572 1567546.7312 4800.33 GPS 2949 I-5 MH 524156.3453 1567581.6311 4799.38 GPS 2950 I-4 MH 524847.9318 1568224.4515 4790.23 GPS 2951 I-4 MH 525043.4272 1568468.7842 4789.71 GPS 2952 I-4 MH 525068.5319 1568614.2726 4788.08 GPS 2953 H-6 MH 522100.9696 1570376.2315 4828.28 GPS 822 2954 G-5/6 SID 85 1915 D MH 522111.1699 1572925.7515 4831.28 GPS 4845.00 -13.72 Plans 4845.00 823 2955 G-5 SID 180 1919 D MH 522103.2467 1573595.9779 4840.00 4823.53 Plans 4834.06 5.94 Plans 4834.06 824 2956 G-5 SID 305 1937 D MH 522101.2004 1573959.5859 4821.56 GPS 4837.50 -15.94 Plans 4837.50 825 2957 F-5 SID 99 D MH 522086.8626 1574536.4701 4823.44 GPS 4840.68 -17.24 Plans 4840.68 826 2958 F-5 SID 75 1914 D MH 522078.3423 1574895.4417 4835.93 GPS 4838.81 -2.88 Plans 4838.81 2959 F-5 MH 524616.6998 1577035.5145 4777.60 GPS Grate/Rim Elevation (see Notes 2 & 3) Invert Out Elevation (see Note 4 Old GIS/MMI Junction 1/4 Section Subdivision Estimated Year Built Junction Location (see Note 1) Elevation Source Used from Plans from Survey Source Used Calculated Number Number Map No. or SID Name Year Source Type Northing Easting from Plans from GPS from Survey for G/R Elev. Invert Out Drop (ft) Drop (ft) for Drop Invert Out Comments JUNC_NO MAP_NO SUB_SID YBLT YBLT_SRC TYPE NORTHING EASTING GREL_PL GREL_GPS GREL_SRV GREL_SRC IEO_PL DROP_IEO DROP_SRV DROP_SRC IEO_CALC COMMENTS 3083 G-5 MH 523608.4293 1572625.5672 4798.74 GPS 3084 G-5 MH 522551.7995 1572194.4943 4819.72 GPS 3085 G-5 MH 522889.3878 1572216.4502 4811.38 GPS 3086 G-5 MH 523248.0158 1572253.5768 4802.14 GPS 3087 G-5 MH 523602.2869 1572261.1876 4798.79 GPS 3088 G-5 MH 523964.7079 1572271.6209 4795.91 GPS 3089 G-5 MH 524327.0875 1572284.2071 4792.44 GPS 3090 F-6 SID 389 MH 519434.2182 1574849.2807 4868.26 GPS 3091 F-6 SID 389 MH 519898.3623 1574860.2268 4867.46 GPS 3092 F-6 SID 389 MH 520267.4124 1574867.2995 4863.41 GPS 3093 F-6 SID 389 MH 520600.3363 1574875.8334 4856.01 GPS 962 3094 F/G-6 SID 227 1921 D MH 520959.5587 1574881.9998 4854.73 GPS 4853.66 1.07 Plans 4853.66 3095 F-6 MH 521314.3986 1575630.5549 4841.02 GPS 964 3096 F-6 SID 449 RD MH 521118.0188 1576374.0841 4825.30 GPS 965 3097 F-6 SID 449 RD MH 521140.8560 1576552.3459 4823.29 GPS 966 3098 F-6 SID 449 RD MH 521133.4777 1576851.7574 4824.74 GPS 967 3099 F-6 SID 449 RD MH 520554.3930 1576845.1731 4832.88 GPS 968 3100 F-6 SID 449 RD MH 520559.3532 1576586.3254 4832.53 GPS 969 3101 F-6 SID 449 RD MH 520967.8610 1576332.4421 4825.88 GPS 970 3102 F-6 SID 449 RD MH 520564.3605 1576325.0176 4830.44 GPS 3103 F-6 MH 520563.5870 1576022.8860 4834.52 GPS 972 3104 F-5 SID 75 1914 D MH 522484.9358 1574912.6686 4816.95 GPS 4828.60 -11.65 Plans 4828.60 973 3105 F-5 SID 75 1914 D MH 522844.0435 1574924.7808 4804.38 GPS 4815.62 -11.24 Plans 4815.62 974 3106 F-5 SID 75 1914 D MH 523208.1640 1574932.1691 4808.53 GPS 4810.72 -2.19 Plans 4810.72 975 3107 F-5 SID 75 1914 D MH 523563.8966 1574949.1391 4800.35 GPS 4806.80 -6.45 Plans 4806.80 976 3108 F-5 SID 75 1914 D MH 523923.0352 1574959.6110 4793.83 GPS 4802.87 -9.04 Plans 4802.87 977 3109 F-5 SID 75 1914 D MH 524283.7982 1574970.9345 4791.56 GPS 4798.50 -6.94 Plans 4798.50 3110 F-5 MH 524265.8837 1575734.4946 4785.21 GPS 3111 F-5 MH 522826.1073 1575689.4696 4804.21 GPS 3112 F-5 MH 523050.7622 1575696.6463 4797.19 GPS 3113 F-5 MH 523183.5943 1575700.5249 4803.98 GPS 3114 F-5 MH 523545.9565 1575714.0323 4788.07 GPS 3115 F-5 MH 523908.3147 1575727.7448 4788.91 GPS 3116 F-5 MH 524265.3685 1576103.8738 4781.87 GPS 3117 F-5 MH 523902.5900 1576112.0994 4792.77 GPS 3118 F-5 MH 523475.9668 1576112.6408 4807.79 GPS 3119 F-5 MH 523046.1886 1576106.5585 4803.10 GPS 3120 F-5 SID 104 D MH 524265.2934 1576450.2900 799.30 4782.26 Plans 794.22 5.08 Plans 794.22 3121 F-5 MH 524254.9136 1576820.7108 4783.12 GPS 3122 E-4 MH 525332.9655 1578702.7719 4766.45 GPS 3123 E-4 MH 525692.1056 1578798.7698 4762.04 GPS 3124 E-4 MH 525751.4652 1578526.7115 4762.51 GPS 3125 E-4 MH 526919.3795 1579144.1916 4741.27 GPS 3126 E-4 MH 526144.3260 1577976.0543 4758.25 GPS 3127 E-4 MH 526580.3926 1577996.4082 4755.94 GPS 3128 F-4 MH 525767.2225 1577961.2399 4765.29 GPS 3129 E-4 MH 526121.0263 1578935.1767 4755.29 GPS 3130 F-4 MH 525767.8302 1576131.3324 4762.72 GPS 999 3131 F/G-4 SID 408 D MH 525765.8111 1575037.9981 4766.64 GPS 1000 3132 F/G-4 SID 408 D MH 526020.0617 1575041.9476 4758.86 GPS 3133 F-4 MH 526350.4791 1575009.9258 4756.87 GPS 3134 F-4 SID424 MH 526914.0823 1575396.0629 4747.80 GPS 1003 3135 F-4 SID 466 D MH 525997.3199 1575372.4437 4782.30 4760.59 Plans 1004 3136 F-4 SID 466 D MH 525995.4806 1575725.2861 4780.70 4763.55 Plans 1005 3137 F-4 SID 466 D MH 525975.2303 1575754.5353 4780.60 4765.15 Plans 3138 F-4 MH 526350.6149 1575773.4197 4760.88 GPS Grate/Rim Elevation (see Notes 2 & 3) Invert Out Elevation (see Note 4 Old GIS/MMI Junction 1/4 Section Subdivision Estimated Year Built Junction Location (see Note 1) Elevation Source Used from Plans from Survey Source Used Calculated Number Number Map No. or SID Name Year Source Type Northing Easting from Plans from GPS from Survey for G/R Elev. Invert Out Drop (ft) Drop (ft) for Drop Invert Out Comments JUNC_NO MAP_NO SUB_SID YBLT YBLT_SRC TYPE NORTHING EASTING GREL_PL GREL_GPS GREL_SRV GREL_SRC IEO_PL DROP_IEO DROP_SRV DROP_SRC IEO_CALC COMMENTS 1130 3262 K-5 VCBP 1996 RD MH 522929.5244 1562506.3314 4825.82 4804.87 Plans 4819.03 6.79 Plans 4819.03 1131 3263 K-5 VCBP 1996 RD MH 522935.9151 1562344.2178 4825.10 4804.41 Plans 4820.02 5.08 Plans 4820.02 1132 3264 K-5 VCBP 1996 RD MH 522996.7478 1562508.9537 4822.63 4801.52 Plans 4818.63 4.00 Plans 4818.63 1133 3265 K-5 MU 1994 RD MH 522930.0597 1562563.9755 4801.93 GPS 1134 3266 K-5 VCBP 1996 RD MH 522992.3703 1562566.0934 4822.89 4802.47 Plans 4817.25 5.64 Plans 4817.25 3267 K-5 SID 625 MH 523531.8738 1562583.1059 4794.31 GPS 1136 3268 K-5 NP 1996 RD MH 522919.6361 1563107.5024 4825.32 4815.12 Plans 1137 3269 K-5 NP 1996 RD MH 522803.1945 1563104.5515 4826.19 4821.85 Plans 4820.93 5.26 Plans 4820.93 1138 3270 K-5 NP 1996 RD MH 522738.6441 1563133.6688 4826.70 4824.25 Plans 4821.16 5.54 Plans 4821.16 1139 3271 K-5 NP 1996 RD MH 522715.2662 1563154.8588 4826.94 4823.25 Plans 4821.23 5.71 Plans 4821.23 1140 3272 K-5 NP 1996 RD MH 522681.2213 1563218.9158 4827.55 4823.42 Plans 1141 3273 K-5 NP 1996 RD MH 522680.2272 1563356.3154 4828.51 4822.90 Plans 4821.51 7.00 Plans 4821.51 1142 3274 K-5 NP 1996 RD MH 522668.8151 1563694.7210 4830.93 4822.50 Plans 3275 G-8 MH 515300.4470 1573164.0924 4917.19 GPS 3276 G-8 MH 515605.5085 1573171.0673 4913.76 GPS 3277 G-8 MH 515924.4772 1573222.9190 4908.57 GPS 3278 G-8 MH 516199.5128 1573341.1003 4903.30 GPS 3279 G-8 MH 516446.7054 1573542.2252 4899.09 GPS 3280 G-8 SID 553 D MH 516435.1956 1574228.3852 4901.22 GPS 3281 G-8 SID 553 D MH 516167.8008 1574225.2089 4904.97 GPS 3282 G-8 SID 553 D MH 515892.2519 1574219.4152 4908.26 GPS 3283 G-8 SID 553 D MH 515623.3307 1574210.2618 4910.78 GPS 3284 G-8 SID 553 D CB 515604.4220 1574169.4939 4923.50 4911.67 Plans 4919.97 3.53 Plans 4919.97 3285 G-8 SID 553 D MH 515316.5641 1574206.6387 4916.00 GPS 3286 G-8 SID 594 MH 514375.1276 1574185.6219 4929.70 GPS 3287 G-8 SID 553 D MH 514632.6226 1574191.6849 4924.28 GPS 3288 G-8 SID 553 D MH 514960.6593 1574198.4845 4915.81 GPS 1157 3289 E-5 SID 190 1920 D MH 524627.3326 1577508.1710 4777.03 GPS 4790.10 -13.07 Plans 4790.10 1158 3290 E-5 SID 190 1920 D MH 524263.2520 1577498.7335 4779.18 GPS 4792.20 -13.02 Plans 4792.20 1159 3291 E-5 SID 190 1920 D MH 523902.4281 1577490.5889 4787.64 GPS 4797.30 -9.66 Plans 4797.30 1160 3292 E-5 SID 190 1920 D MH 523466.1540 1577480.9985 4797.20 GPS 3293 E-5 MH 524612.0660 1577962.3848 4781.40 GPS 1S649 3294 I-3 AS, Ph 1 1985 RD CB 529943.6224 1568173.9589 4734.93 4715.93 Plans 4731.27 3.66 Plans 4731.27 1163 3295 I-3 AS, Ph 1 1985 RD MH 529943.1821 1568196.9217 4734.82 4716.65 Plans 4729.51 5.31 Plans 4729.51 1164 3296 I-3 AS, Ph 1 1985 RD MH 530146.5361 1568202.4612 4732.79 4716.67 Plans 4728.90 3.89 Plans 4728.90 1165 3297 I-3 AS, Ph 1 1985 RD MH 530145.8471 1568152.8136 4733.33 4717.15 Plans 4728.40 4.93 Plans 4728.40 3298 I-3 MH 530174.5742 1567681.4271 4717.65 GPS 3299 I-3 CB 530178.4441 1567479.5794 4712.27 GPS 1166 OR 3298? 3300 I-3 MH 530153.8548 1567478.3901 4712.87 GPS 1169 3301 D-7 HBR 1996 RD MH 517905.7586 1579517.5804 5016.10 5000.84 Plans 5011.60 4.50 Plans 5011.60 3302 E-7 MH 517034.4184 1578321.7441 4911.17 GPS 3303 E-7 MH 516908.6178 1578379.0189 4908.88 GPS 3304 E-7 MH 517179.7979 1578527.1722 4958.30 GPS 3305 E-7 MH 518345.2938 1579357.0989 4998.99 GPS 3306 E-4 MH 526924.0805 1579327.0271 4741.21 GPS 3307 F-3 MH 527646.1895 1576835.7532 4745.77 GPS 3308 F-3 MH 527648.9791 1576518.9249 4746.39 GPS 3309 F-3 MH 527649.7535 1576136.0153 4743.28 GPS 3310 F-3 MH 527653.2938 1575780.0270 4742.33 GPS 3311 F-3 MH 527655.3197 1575417.4464 4741.89 GPS 3312 F-3 MH 527656.8075 1575082.9544 4745.00 GPS 3313 F-3 MH 528391.4305 1575106.9803 4736.14 GPS 3314 F-3 MH 528387.3494 1575662.4190 4737.17 GPS 3315 F-3 MH 528386.2412 1575805.8661 4737.14 GPS 3316 F-3 MH 528012.4269 1575790.7036 4739.04 GPS 3317 F-3 MH 528010.4974 1576148.2608 4739.58 GPS Grate/Rim Elevation (see Notes 2 & 3) Invert Out Elevation (see Note 4 Old GIS/MMI Junction 1/4 Section Subdivision Estimated Year Built Junction Location (see Note 1) Elevation Source Used from Plans from Survey Source Used Calculated Number Number Map No. or SID Name Year Source Type Northing Easting from Plans from GPS from Survey for G/R Elev. Invert Out Drop (ft) Drop (ft) for Drop Invert Out Comments JUNC_NO MAP_NO SUB_SID YBLT YBLT_SRC TYPE NORTHING EASTING GREL_PL GREL_GPS GREL_SRV GREL_SRC IEO_PL DROP_IEO DROP_SRV DROP_SRC IEO_CALC COMMENTS 3441 K-5 VW1 D MH 3442 K-5 SID 625 D PI 3443 K-5 VCBP 1996 RD PI 4817.44 4817.44 3444 K-5 VCBP 1996 RD PI 4817.41 4817.41 3445 K-5 VCBP 1996 RD PI 4817.64 4817.64 3446 K-5 VCBP 1996 RD PI 4817.61 4817.61 32VCB 3447 K-5 VCBP 1996 RD PO 4815.94 4815.94 21VCB 3448 K-5 VCBP 1996 RD PI 4818.21 4818.21 1USDA 3449 K-5 MU 1994 RD CB 2USDA 3450 K-5 MU 1994 RD CB 4824.31 Plans 3215 3451 K-5 3452 K-5 VCBP 1996 RD PI 4818.75 4818.75 3453 K-5 VCBP 1996 RD PI 4820.91 4820.91 3454 K-5 VCBP 1996 RD PI 4821.12 4821.12 3455 K-5 VCBP 1996 RD PI 4821.69 4821.69 3456 K-5 VCBP 1996 RD PI 4823.60 4823.60 3457 K-5 NP 1996 RD PL 4825.92 4825.92 3458 K-5 NP 1996 RD PL 4825.97 4825.97 33VCB 3460 K-5 VCBP 1996 RD PO 4815.94 4815.94 31VCB 3461 K-5 VCBP 1996 RD DP 4818.06 Plans 4814.96 3.10 Plans 4814.96 3462 K-5 VCBP 1996 RD PL 4819.08 4819.08 3463 K-5 VCBP 1996 RD PL 4822.25 4822.25 3464 K-5 VCBP 1996 RD PL 4822.25 4822.25 3465 K-5 PO 3466 K-5 PI 3467 K-5 DN 3468 K-5 PO 3469 K-5 PI 3470 K-5 PO 3471 K-5 PI 3472 K-5 PO 3473 K-5 PI 3474 K-5 PO 3475 K-5 PI 3476 K-5 PO 3477 K-5 VCBP 1996 RD PL 4821.93 4821.93 3478 J-0 CCS, Ph 1 2002 RD PO 4647.54 4647.54 3479 J-0 CCS, Ph 1 2002 RD PI 4650.85 4650.85 3480 J-0 CCS, Ph 1 2002 RD PO 4655.64 4655.64 3481 J-0 CCS, Ph 1 2002 RD PO 4660.75 4660.75 3482 J-0 CCS, Ph 1 2002 RD PI 4661.71 4661.71 3483 J-0 CCS, Ph 1 2002 RD DP 4662.13 4662.13 3484 J-0 CCS, Ph 1 2002 RD PO 4660.75 4660.75 3485 J-0 CCS, Ph 1 2002 RD PI 4661.71 4661.71 3486 J-3 HCS, Ph 4 2001 D MH 4744.70 Plans 4738.87 5.83 Plans 4738.87 3487 J-3 HCS, Ph 4 2001 D MH 4740.20 Plans 4737.23 2.97 Plans 4737.23 3488 J-3 HCS, Ph 4 2001 D PO 4736.80 4736.80 4HCP2 3489 J-3 DP 3490 J-3 HCS, Ph 3 D RP 3491 J-3 HCS, Ph 4 2001 D RP 3HPC2 3492 J-3 HCS, Ph 2 2000 RD DP 2HCP2 3493 J-3 HCS, Ph 2 2000 DP 7HCP1 3494 J-3 HCS, Ph 1 1999 RD DP 6HCP1 3495 J-3 HCS, Ph 1 1999 RD DP 3496 J-0 HCS, Ph 1 1999 D DP 3497 J-0 PO Grate/Rim Elevation (see Notes 2 & 3) Invert Out Elevation (see Note 4 Old GIS/MMI Junction 1/4 Section Subdivision Estimated Year Built Junction Location (see Note 1) Elevation Source Used from Plans from Survey Source Used Calculated Number Number Map No. or SID Name Year Source Type Northing Easting from Plans from GPS from Survey for G/R Elev. Invert Out Drop (ft) Drop (ft) for Drop Invert Out Comments JUNC_NO MAP_NO SUB_SID YBLT YBLT_SRC TYPE NORTHING EASTING GREL_PL GREL_GPS GREL_SRV GREL_SRC IEO_PL DROP_IEO DROP_SRV DROP_SRC IEO_CALC COMMENTS 4S433 G-4 SID 433 D PO near 2299 1S98 G-4/5 SID 98 1915 D CB near 1263 3S98 G-4/5 SID 98 1915 D CB near 1265 4S98 G-4/5 SID 98 1915 D CB near 1266 54S353 G-4/5 SID 353 D CB near 2921 2S353 G-4/5 SID 353 D CB near 2922 32S98 G-4/5 SID 98 1915 D CB near 2923 3S353 G-4/5 SID 353 D CB near 3078 10S180 G-5 SID 180 1919 D CB near 1523 7S180 G-5 SID 180 1919 D CB near 1523 8S180 G-5 SID 180 1919 D CB near 1523 12S180 G-5 SID 180 1919 D CB near 1523 11S180 G-5 SID 180 1919 D CB near 1523 2346 G-5 SID 305 1937 D CB near 1530 5S208 G-5 SID 208 1920 D CB near 1566 2790 G-5 SID 180 1919 D CB near 1974 2S180 G-5 SID 180 1919 D CB near 1976 3S180 G-5 SID 180 1919 D CB near 1976 4S180 G-5 SID 180 1919 D CB near 1976 5S180 G-5 SID 180 1919 D CB near 1976 9S180 G-5 SID 180 1919 D CB near 1523 10S180 G-5 SID 180 1919 D CB near 1523 4S305 G-5 SID 305 1937 D CB near 3070 7S305 G-5 SID 305 1937 D CB near 3073 5S146 G-5 SID 146 1917 D CB near 1978 1S145 G-5 SID 145 1916 D MH 4811.26 Plans 4806.67 4.59 Plans 4806.67 near 1994 2S145 G-5 SID 145 1916 D CB near 1994 3S145 G-5 SID 145 1916 D CB near 1994 2798 G-5 SID 146 1917 D CB near 1982 2S85 G-5/6 SID 85 1915 D CB near 1457 3S85 G-5/6 SID 85 1915 D CB near 1457 1S85 G-5/6 SID 85 1915 D CB near 1457 4S85 G-5/6 SID 85 1915 D CB near 1468 5S85 G-5/6 SID 85 1915 D CB near 1468 15S85 G-5/6 SID 85 1915 D CB near 1869 14S85 G-5/6 SID 85 1915 D CB near 1869 13S85 G-5/6 SID 85 1915 D CB near 1869 11S85 G-5/6 SID 85 1915 D CB near 1869 57S85 G-5/6 SID 85 1915 D CB near 2954 8S85 G-5/6 SID 85 1915 D CB near 2954 9S85 G-5/6 SID 85 1915 D CB near 2954 10S85 G-5/6 SID 85 1915 D CB near 2954 6S85 G-5/6 SID 85 1915 D CB near 2954 7S85 G-5/6 SID 85 1915 D CB near 2954 2617 G-6 SID 228 D CB near 1801 10S239 G-6 SID 239 D CB near 1831 11S239 G-6 SID 239 D CB near 1831 12S239 G-6 SID 239 D CB near 1831 13S239 G-6 SID 239 D CB near 1831 15S239 G-6 SID 239 D CB near 1831 2662 G-6 SID 239 D CB near 1843 2663 G-6 SID 239 D CB 520655.9889 1573513.0671 4873.44 GPS near 1843 1S239 G-6 SID 239 D CB near 1851 2S239 G-6 SID 239 D CB near 1851 4S239 G-6 SID 239 D CB near 1851 13S293 G-6 SID 293 1935 D CB near 1858 Bozeman Storm Water Facilities Plan Appendix A-2: Link Spreadsheet CITY OF BOZEMAN STORM DRAIN SYSTEM DOCUMENTED STORM DRAIN DATA - LINKS CODE LISTINGS File: P:\Water\11206 Bozeman\10944 Stormwater Facilties Plan\Task 200 Existing System Inventory\Data\EXCEL SPREAD SHEET\[Storm Drain Data.xls]Links 1/4 Section Subdivision/SID: Est. Year Built - Source Grid Map No. Symbol Name (number/filing as noted in table) D Design Drawing (some partial copies, may be RD but copies are not marked) I-3 AS Annie Subdivision/SID 649 EST Rough Estimate (see comments noted in table) J-5 BMS Babcock Meadows Subdivision RD Record Drawing L-1* BME Baxter Meadows Estate Homes H-3 BSD Blackmore Storm Drain J-5 BIH Bozeman Interfaith Housing Link Type I-3 BS Brentwood Subdivision E-0, E-1, F-0 BCS Bridger Creek Subdivision CUL Culvert K-4 BPE Bridger Peaks Estates Subdivision CG Cross Gutter K-4 CS Cascade Subdivision D Ditch I-3 CA Castlebar Apartments SD Storm Drain (part of pipe network) J-0 CCS Cattail Creek Subdivision F-8 C&SC Circle Drive and Spring Creek Drive/SID 531 G-2, G-3 EAI Eleventh Ave. Improvements Link Shape D-5 ESC Ellis Street I-0* GCS Gallatin Center Street & Storm Plans A Arch Pipe D-1* H The Headlands C Circular Pipe J-3 HCS Harvest Creek Subdivision E Elliptical Pipe D-5 HB Highland Boulevard/SID 647 T Trapezoidal Ditch D-7 HBR Highland Boulevard Reconstruction V V-Ditch C-5* KM Kamp Minor Sibdivision I-1* LCC Lewis & Clark Commercial Subdivision K-5 MU Master Utility (Fallon St. & Private Dr.) Link Material K-5 NP Nelson Property L-5* SCV The Spring Creek Village Resort CMP Corrugated Metal Pipe SID (#) Special Improvement District (SID # as noted in table) CONC Concrete K-5 VCBP Valley Commons Business Park HDPE High Density Polyethylene Pipe K-5 VCS Valley Creek Subdivision N Natural (rock and/or soil) L-4 VWS Valley West Subdivision PVC Polyvinyl Chloride Pipe G-2 WAL Bozeman, Montana Wal-Mart RCP Reinforced Concrete Pipe G-9, G-10* WFS Westfield South U Unknown F-9 WMS West Meadow Subdivision VCP Vitrified Clay Pipe J-4 WS Willow Subdivision WSP Welded Steel Pipe I-6 YC Yellowstone Center * indicates 1/4 section grid maps that do not exist Column Input Source Notes GPS Data compiled by City Staff 1. For comparison, length and slope data is listed in two columns: a) as shown on the Plans; and Logged from City's Drawings by MMI b) as calculated from the City's GPS survey points. Excel Formula - DO NOT ENTER DATA Description Size Length (ft) - see Note 1 Slope (%) - see Note 1 Old GIS/MMI Link 1/4 Section Junction Number Subdivision Estimated Year Built Depth or Width Side Slope From Calc. From From Calc. From Number Number Map No. Upstream Downstream or SID Name Year Source Type Shape Mat'l Dia. (in) (in) Horizontal Vertical Plans GPS Points Plans GPS Points Comments LINK_NO MAP_NO JUNC_UPS JUNC_DNS SUB_SID ESTY_BLT ESTY_SRC L_TYPE L_SHAPE L_MATL L_DEPDIA L_WIDTH L_SLPH L_SLPV L_L_PL L_L_GPS L_SL_PL L_SL_GPS COMMENTS 8S647 1591_1592 D-5 1591 1592 HB 1985 RD SD C RCP 12 0.8 7S647 1592_2981 D-5 1592 2981 HB 1985 RD SD C RCP 12 52 2.8 11S647 1593_2981 D-5 1593 2981 HB 1985 RD SD C RCP 12 32 3.1 15S647 1594_4008 D-5 1594 4008 HB 1985 RD SD C RCP 12 32 4.2 14S647 1595_1594 D-5 1595 1594 HB 1985 RD SD C RCP 12 26 0.5 6S647 1596_2982 D-5 1596 2982 HB 1985 RD SD C RCP 12 32 5.2 5S647 1597_1596 D-5 1597 1596 HB 1985 RD SD C RCP 12 26 0.5 2S647 1598_2983 D-5 1598 2983 HB 1985 RD SD C RCP 12 30 10.1 22S647 1640_3351 D-5 1640 3351 HB 1985 RD SD C RCP 24 108 2.9 21S647 1641_1640 D-5 1641 1640 HB 1985 RD SD C RCP 24 45 2.9 1642_1643 D-5 1642 1643 SD Description Size Length (ft) - see Note 1 Slope (%) - see Note 1 Old GIS/MMI Link 1/4 Section Junction Number Subdivision Estimated Year Built Depth or Width Side Slope From Calc. From From Calc. From Number Number Map No. Upstream Downstream or SID Name Year Source Type Shape Mat'l Dia. (in) (in) Horizontal Vertical Plans GPS Points Plans GPS Points Comments LINK_NO MAP_NO JUNC_UPS JUNC_DNS SUB_SID ESTY_BLT ESTY_SRC L_TYPE L_SHAPE L_MATL L_DEPDIA L_WIDTH L_SLPH L_SLPV L_L_PL L_L_GPS L_SL_PL L_SL_GPS COMMENTS 2764_2765 E-3 2764 2765 15 SD 15 2765_2766 E-3 2765 2766 15 SD 15 2767_2766 E-3 2767 2766 SD 10 1S115 E-3 SID 115 1916 D 3S115 E-3 SID 115 1916 D 4S115 E-3 SID 115 1916 D 5S115 E-3 SID 115 1916 D 230 0.9565 1021_2762 E-4 1021 2762 SD 1022_2762 E-4 1022 2762 SD 1023_2762 E-4 1023 2762 SD 1024_2762 E-4 1024 2762 SD 1025_2763 E-4 1025 2763 SD 1026_2763 E-4 1026 2763 SD 1112_2789 E-4 1112 2789 SD 1113_2789 E-4 1113 2789 SD 1114_2790 E-4 1114 2790 SD 1115_2790 E-4 1115 2790 SD 1116_2791 E-4 1116 2791 SD 1117_2791 E-4 1117 2791 SD 1118_2792 E-4 1118 2792 SD 1119_2792 E-4 1119 2792 SD 1120_2793 E-4 1120 2793 SD 1121_2793 E-4 1121 2793 SD 1122_2794 E-4 1122 2794 SD 1123_2795 E-4 1123 2795 SD 1124_2795 E-4 1124 2795 SD 1125_2796 E-4 1125 2796 SD 1126_2796 E-4 1126 2796 SD 1128_2797 E-4 1128 2797 SD 1129_2797 E-4 1129 2797 SD 1370_2893 E-4 1370 2893 SD 1371_2893 E-4 1371 2893 SD 1372_2893 E-4 1372 2893 SD 2174_3122 E-4 2174 3122 SD 2175_3122 E-4 2175 3122 SD 2176_3122 E-4 2176 3122 SD 2177_3122 E-4 2177 3122 SD 2178_3124 E-4 2178 3124 SID 585 RD SD C RCP 12 14 2179_3124 E-4 2179 3124 SID 585 RD SD C RCP 12 46 2180_3124 E-4 2180 3124 SID 585 RD SD C RCP 12 74 2181_3129 E-4 2181 3129 SID 613 D SD C RCP 12 12 2182_3129 E-4 2182 3129 SID 613 D SD C RCP 12 35 2185_3126 E-4 2185 3126 SD 2186_3126 E-4 2186 3126 SD 2187_3126 E-4 2187 3126 SD 2188_3126 E-4 2188 3126 SD 2189_3126 E-4 2189 3126 SD 2190_3126 E-4 2190 3126 SD 2191_3126 E-4 2191 3126 SD 2192_3126 E-4 2192 3126 SD 2193_3127 E-4 2193 3127 SD 2194_3127 E-4 2194 3127 SD 2195_3127 E-4 2195 3127 SD 2196_3127 E-4 2196 3127 SD 2197_3127 E-4 2197 3127 SD 2198_3127 E-4 2198 3127 SD Description Size Length (ft) - see Note 1 Slope (%) - see Note 1 Old GIS/MMI Link 1/4 Section Junction Number Subdivision Estimated Year Built Depth or Width Side Slope From Calc. From From Calc. From Number Number Map No. Upstream Downstream or SID Name Year Source Type Shape Mat'l Dia. (in) (in) Horizontal Vertical Plans GPS Points Plans GPS Points Comments LINK_NO MAP_NO JUNC_UPS JUNC_DNS SUB_SID ESTY_BLT ESTY_SRC L_TYPE L_SHAPE L_MATL L_DEPDIA L_WIDTH L_SLPH L_SLPV L_L_PL L_L_GPS L_SL_PL L_SL_GPS COMMENTS 2514_3310 F-3 2514 3310 SD 2515_3310 F-3 2515 3310 SD 2516_3310 F-3 2516 3310 SD 2517_3311 F-3 2517 3311 SD 2518_3311 F-3 2518 3311 SD 2519_3312 F-3 2519 3312 SD 2521_3313 F-3 2521 3313 SD 2522_3313 F-3 2522 3313 SD 2523_3313 F-3 2523 3313 SD 2524_3314 F-3 2524 3314 SD 2525_3314 F-3 2525 3314 SD 2526_3315 F-3 2526 3315 SD 2527_3315 F-3 2527 3315 SD 2528_3316 F-3 2528 3316 SD 2529_3317 F-3 2529 3317 SD 2530_3318 F-3 2530 3318 SD 2531_3318 F-3 2531 3318 SD 2532_3319 F-3 2532 3319 SD 2533_3319 F-3 2533 3319 SD 2534_3320 F-3 2534 3320 SD 2535_3320 F-3 2535 3320 SD 2536_3321 F-3 2536 3321 SD 2537_3321 F-3 2537 3321 SD 2538_3322 F-3 2538 3322 SD 2539_3322 F-3 2539 3322 SD 3307_3308 F-3 3307 3308 SD 3308_3318 F-3 3308 3318 SD 3309_3317 F-3 3309 3317 SD 3310_3316 F-3 3310 3316 SD 3311_3310 F-3 3311 3310 SD 18 3313_3314 F-3 3313 3314 SD 15 3314_3315 F-3 3314 3315 SD 18 3315_3320 F-3 3315 3320 SD 30 3316_3315 F-3 3316 3315 SD 18 3317_3320 F-3 3317 3320 SD 15 3318_3321 F-3 3318 3321 SD 15 3319_3318 F-3 3319 3318 SD 15 3320_3321 F-3 3320 3321 SD 3321_3322 F-3 3321 3322 SD 3322_2811 F-3 3322 2811 SD 30 1051_2768 F-4 1051 2768 SD 1052_2768 F-4 1052 2768 SD 1136_1138 F-4 1136 1138 SD 1138_2801 F-4 1138 2801 SD 37 1139_1138 F-4 1139 1138 SD 1141_1140 F-4 1141 1140 SD 1142_1143 F-4 1142 1143 SID 104 SD 1143_3146 F-4 1143 3146 SD 1144_2805 F-4 1144 2805 SD 1147_2803 F-4 1147 2803 SD 1148_2803 F-4 1148 2803 SD 1149_2803 F-4 1149 2803 SD 1151_2804 F-4 1151 2804 SD 1154_2805 F-4 1154 2805 SD 1155_2805 F-4 1155 2805 SD 1156_2805 F-4 1156 2805 SD Description Size Length (ft) - see Note 1 Slope (%) - see Note 1 Old GIS/MMI Link 1/4 Section Junction Number Subdivision Estimated Year Built Depth or Width Side Slope From Calc. From From Calc. From Number Number Map No. Upstream Downstream or SID Name Year Source Type Shape Mat'l Dia. (in) (in) Horizontal Vertical Plans GPS Points Plans GPS Points Comments LINK_NO MAP_NO JUNC_UPS JUNC_DNS SUB_SID ESTY_BLT ESTY_SRC L_TYPE L_SHAPE L_MATL L_DEPDIA L_WIDTH L_SLPH L_SLPV L_L_PL L_L_GPS L_SL_PL L_SL_GPS COMMENTS 3143_3141 F-4 3143 3141 SD 15 3144_3142 F-4 3144 3142 SD 15 3146_2799 F-4 3146 2799 SD 36 3147_3146 F-4 3147 3146 SD 33 3148_3147 F-4 3148 3147 SD 30 3149_3148 F-4 3149 3148 SD 3150_3149 F-4 3150 3149 SD 27 3151_3150 F-4 3151 3150 SD 27 3152_2804 F-4 3152 2804 SD 3157_2900 F-4 3157 2900 SD 1051_2768 F-5 1051 2768 1052_2768 F-5 1052 2768 1053_2769 F-5 1053 2769 1054_2769 F-5 1054 2769 1055_2774 F-5 1055 2774 1056_2774 F-5 1056 2774 1057_2774 F-5 1057 2774 1058_2774 F-5 1058 2774 1059_2774 F-5 1059 2774 1060_2774 F-5 1060 2774 1061_2774 F-5 1061 2774 1062_2774 F-5 1062 2774 1063_2775 F-5 1063 2775 1064_2775 F-5 1064 2775 1065_2775 F-5 1065 2775 1066_2775 F-5 1066 2775 1067_2775 F-5 1067 2775 1068_2775 F-5 1068 2775 1069_2775 F-5 1069 2775 1070_2775 F-5 1070 2775 1071_2776 F-5 1071 2776 1072_2776 F-5 1072 2776 1073_2776 F-5 1073 2776 1074_2776 F-5 1074 2776 1075_2776 F-5 1075 2776 1076_2776 F-5 1076 2776 1077_2776 F-5 1077 2776 1078_2776 F-5 1078 2776 1079_2777 F-5 1079 2777 1080_2777 F-5 1080 2777 1081_2777 F-5 1081 2777 1082_2778 F-5 1082 2778 1083_2778 F-5 1083 2778 1084_2779 F-5 1084 2779 1085_2779 F-5 1085 2779 1537_2959 F-5 1537 2959 SD 1538_2959 F-5 1538 2959 SD 1539_2959 F-5 1539 2959 SD 1540_2959 F-5 1540 2959 SD 1541_1542 F-5 1541 1542 SD 1543_2960 F-5 1543 2960 SID 104 D SD 1544_2961 F-5 1544 2961 SD 1545_2961 F-5 1545 2961 SD 1546_2961 F-5 1546 2961 SD 1547_2962 F-5 1547 2962 SD 1548_2962 F-5 1548 2962 SD Description Size Length (ft) - see Note 1 Slope (%) - see Note 1 Old GIS/MMI Link 1/4 Section Junction Number Subdivision Estimated Year Built Depth or Width Side Slope From Calc. From From Calc. From Number Number Map No. Upstream Downstream or SID Name Year Source Type Shape Mat'l Dia. (in) (in) Horizontal Vertical Plans GPS Points Plans GPS Points Comments LINK_NO MAP_NO JUNC_UPS JUNC_DNS SUB_SID ESTY_BLT ESTY_SRC L_TYPE L_SHAPE L_MATL L_DEPDIA L_WIDTH L_SLPH L_SLPV L_L_PL L_L_GPS L_SL_PL L_SL_GPS COMMENTS 5S75 3107_3108 F-5 3107 3108 SID 75 1914 D SD C VCP 10 361 1.09 6S75 3108_3109 F-5 3108 3109 SID 75 1914 D SD C VCP 10 359 1.21 7S75 3109_2963 F-5 3109 2963 SID 75 1914 D SD C VCP 18 357 2.45 3110_2962 F-5 3110 2962 SD 10 3111_3112 F-5 3111 3112 SD 3112_3113 F-5 3112 3113 SD 9 3113_3114 F-5 3113 3114 SD 9 3114_3115 F-5 3114 3115 SD 9 3115_3110 F-5 3115 3110 SD 10 3117_3116 F-5 3117 3116 SD 10 3118_3117 F-5 3118 3117 SD C 10 3119_3118 F-5 3119 3118 SD 3120_2960 F-5 3120 2960 SID 104 D SD C 10 356 0.8 8S75 F-5 SID 75 1914 D SD C VCP 18 323 0.72 9S99 F-5 SID 99 D SD C 8 250 3.9 25S55 2769_2768 F-5/6 2769 2768 SID 55 1912 D SD C VCP 12 360 1.5 18S55 2774_2769 F-5/6 2774 2769 SID 55 1912 D SD C VCP 10 360 1.21 17S55 2775_2774 F-5/6 2775 2774 SID 55 1912 D SD C VCP 10 360 0.71 16S55 2776_2775 F-5/6 2776 2775 SID 55 1912 D SD C VCP 10 360 1.67 15S55 2777_2776 F-5/6 2777 2776 SID 55 1912 D SD C VCP 8 360 2.55 7S55 2779_2778 F-5/6 2779 2778 SID 55 1912 D SD C VCP 8 408 1.23 2S55 2780_2779 F-5/6 2780 2779 SID 55 1912 D SD C VCP 6 390 1.4 32S55 F-5/6 SID 55 1912 D SD C VCP 12 1086_2780 F-6 1086 2780 1087_2780 F-6 1087 2780 1088_2780 F-6 1088 2780 1089_1088 F-6 1089 1088 1090_1088 F-6 1090 1088 1091_2780 F-6 1091 2780 1092_1091 F-6 1092 1091 20S320 1093_2781 F-6 1093 2781 SID 320 1938 D 18S320 1094_2781 F-6 1094 2781 SID 320 1938 D 19S320 1095_2781 F-6 1095 2781 SID 320 1938 D 14S320 1096_2782 F-6 1096 2782 SID 320 1938 D SD C 6 7S320 1097_3542 F-6 1097 3542 SID 320 1938 D SD C 6 8S320 1098_2783 F-6 1098 2783 SID 320 1938 D SD C 6 1099_2784 F-6 1099 2784 SD 1100_2784 F-6 1100 2784 SD 1101_2784 F-6 1101 2784 SD 1102_2785 F-6 1102 2785 SD 1103_2785 F-6 1103 2785 SD 1104_2785 F-6 1104 2785 SD 1531_2957 F-6 1531 2957 1532_2957 F-6 1532 2957 1791_3038 F-6 1791 3038 1792_1791 F-6 1792 1791 1793_3038 F-6 1793 3038 1794_3038 F-6 1794 3038 1795_1794 F-6 1795 1794 1796_3038 F-6 1796 3038 2021_3090 F-6 2021 3090 SD 2022_3091 F-6 2022 3091 SD 2023_3092 F-6 2023 3092 SD 2024_3092 F-6 2024 3092 SD 2025_3093 F-6 2025 3093 SD 2026_3093 F-6 2026 3093 SD Description Size Length (ft) - see Note 1 Slope (%) - see Note 1 Old GIS/MMI Link 1/4 Section Junction Number Subdivision Estimated Year Built Depth or Width Side Slope From Calc. From From Calc. From Number Number Map No. Upstream Downstream or SID Name Year Source Type Shape Mat'l Dia. (in) (in) Horizontal Vertical Plans GPS Points Plans GPS Points Comments LINK_NO MAP_NO JUNC_UPS JUNC_DNS SUB_SID ESTY_BLT ESTY_SRC L_TYPE L_SHAPE L_MATL L_DEPDIA L_WIDTH L_SLPH L_SLPV L_L_PL L_L_GPS L_SL_PL L_SL_GPS COMMENTS 2815_2821 G-2 2815 2821 SD A RCP 31 51 2816_2814 G-2 2816 2814 SD A RCP 31 51 2817_2816 G-2 2817 2816 SD A RCP 31 51 7WM 2818_2819 G-2 2818 2819 WAL 1993 D SD C RCP 18 76 0.4 2829_2830 G-2 2829 2830 SD 2831_2817 G-2 2831 2817 SD A RCP 31 51 12WM G-2 WAL 1993 D SD C RCP 21 88 1.23 13WM G-2 WAL 1993 D CG V CONC 48 330 0.5 14WM G-2 WAL 1993 D CG V CONC 72 510 0.5 16WM G-2 WAL 1993 D SD C RCP 21 37 4.49 17WM G-2 WAL 1993 D SD C RCP 24 55 0.69 18WM G-2 WAL 1993 D SD C PVC 12 90 19WM G-2 WAL 1993 D SD C PVC 10 25 1EAI G-2 EAI 2002 RD CUL A RCP 36 58.5 132 2EAI G-2 EAI 2002 RD CUL C RCP 24 70 3EAI G-2 EAI 2002 RD 4EAI G-2 EAI 2002 RD SD C RCP 12 33 0.5 4WM G-2 WAL 1993 D SD C PVC 8 10 5WM G-2 WAL 1993 D SD C HDPE 8 162 0.4 6EAI G-2 EAI 2002 RD SD C RCP 12 27 0.5 8EAI G-2 EAI 2002 RD SD C RCP 18 120 8WM G-2 WAL 1993 D SD C HDPE 15 20 2830_2831 G-2/3 2830 2831 SID 536 SD 30 1203_2822 G-3 1203 2822 SID 535, 536 SD C RCP 12 18 1204_2822 G-3 1204 2822 SID 535, 536 SD C RCP 12 30 1205_2823 G-3 1205 2823 SID 535, 536 SD C RCP 12 40 1206_2823 G-3 1206 2823 SID 535, 536 SD C RCP 12 65 1207_2823 G-3 1207 2823 SID 535, 536 SD C RCP 12 38 1210_2824 G-3 1210 2824 SD 1211_2824 G-3 1211 2824 SD 1213_2824 G-3 1213 2824 SD 1214_2824 G-3 1214 2824 SD 1215_2826 G-3 1215 2826 SD 1216_2827 G-3 1216 2827 SD 1217_2827 G-3 1217 2827 SD 1218_2828 G-3 1218 2828 SD 1222_1221 G-3 1222 1221 CUL 1389_2900 G-3 1389 2900 SD 1390_2900 G-3 1390 2900 SD 1391_2900 G-3 1391 2900 SD 1392_2901 G-3 1392 2901 SD 1393_2901 G-3 1393 2901 SD 1394_2901 G-3 1394 2901 SD 1395_2901 G-3 1395 2901 SD 1396_2901 G-3 1396 2901 SD 1397_2902 G-3 1397 2902 SD 1398_2902 G-3 1398 2902 SD 1399_2903 G-3 1399 2903 SD 2823_2822 G-3 2823 2822 SID 535 SD C 42 2824_1212 G-3 2824 1212 SD 2826_2827 G-3 2826 2827 SD 12 2827_2828 G-3 2827 2828 SD 12 2900_2901 G-3/4 2900 2901 SID 408 SD C 27 2901_2825 G-3/4 2901 2825 SID 408 SD C 30 2902_2901 G-3/4 2902 2901 SID 408 SD C 15 2903_2902 G-3/4 2903 2902 SID 408 SD C 15 Description Size Length (ft) - see Note 1 Slope (%) - see Note 1 Old GIS/MMI Link 1/4 Section Junction Number Subdivision Estimated Year Built Depth or Width Side Slope From Calc. From From Calc. From Number Number Map No. Upstream Downstream or SID Name Year Source Type Shape Mat'l Dia. (in) (in) Horizontal Vertical Plans GPS Points Plans GPS Points Comments LINK_NO MAP_NO JUNC_UPS JUNC_DNS SUB_SID ESTY_BLT ESTY_SRC L_TYPE L_SHAPE L_MATL L_DEPDIA L_WIDTH L_SLPH L_SLPV L_L_PL L_L_GPS L_SL_PL L_SL_GPS COMMENTS 7S353 1446_2922 G-4/5 1446 2922 SID 353 D 8S353 1447_2922 G-4/5 1447 2922 SID 353 D 47S98 1448_2923 G-4/5 1448 1449 SID 98 1915 D 50S98 1449_1448 G-4/5 1449 1448 SID 98 1915 D 51S98 1450_1451 G-4/5 1450 1451 SID 98 1915 D 52S98 1452_2923 G-4/5 1452 2923 SID 98 1915 D 53S98 1453_2923 G-4/5 1453 2923 SID 98 1915 D 48S98 1455_2923 G-4/5 1455 2923 SID 98 1915 D 35S98 1567_2967 G-4/5 1567 2967 SID 98 1915 D 62S98 1568_2967 G-4/5 1568 2967 SID 98 1915 D 40S98 1569_2967 G-4/5 1569 2967 SID 98 1915 D 41S98 1570_2967 G-4/5 1570 2967 SID 98 1915 D 42S98 1571_1572 G-4/5 1571 1572 SID 98 1915 D 37S98 1572_2967 G-4/5 1572 2967 SID 98 1915 D 38S98 1573_2967 G-4/5 1573 2967 SID 98 1915 D 19S353 1994_3078 G-4/5 1994 3078 SID 353 D 20S353 1995_3078 G-4/5 1995 3078 SID 353 D 21S353 1996_3078 G-4/5 1996 3078 SID 353 D 30S353 1997_3079 G-4/5 1997 3079 SID 353 D 31S353 1998_3079 G-4/5 1998 3079 SID 353 D 32S353 1999_3079 G-4/5 1999 3079 SID 353 D 66S353 2000_3079 G-4/5 2000 3079 SID 353 D 14S353 2001_3080 G-4/5 2001 3080 SID 353 D 15S353 2002_3080 G-4/5 2002 3080 SID 353 D 16S353 2003_3080 G-4/5 2003 3080 SID 353 D 17S353 2004_3080 G-4/5 2004 3080 SID 353 D 16S98 2847_2848 G-4/5 2847 2848 SID 98 1915 D SD C 8 83 1.584 43S353 2848_2849 G-4/5 2848 2849 SID 353 D C 10 23S98 2849_2850 G-4/5 2849 2850 SID 98 1915 D SD C 10 86 1.584 43S98 2921_2967 G-4/5 2921 2967 SID 98 1915 D SD C 10 389 1.595 64S353 2922_2921 G-4/5 2922 2921 SID 353 D C 10 45S98 2923_2922 G-4/5 2923 2922 SID 98 1915 D SD C 10 360 1.444 55S98 2924_2923 G-4/5 2924 2923 SID 98 1915 D SD C 10 360 1.72 33S98 2967_2850 G-4/5 2967 2850 SID 98 1915 D SD C 12 33S353 3079_2921 G-4/5 3079 2921 SID 353 D C 8 13S353 3080_2922 G-4/5 3080 2922 SID 353 D SD C 15 10S98 G-4/5 SID 98 1915 D 11S98 G-4/5 SID 98 1915 D 12S353 G-4/5 SID 353 D 12S98 G-4/5 SID 98 1915 D 14S98 G-4/5 SID 98 1915 D 15S98 G-4/5 SID 98 1915 D SD C 8 607 0.565 17S98 G-4/5 SID 98 1915 D SD C 10 249 1.584 18S353 G-4/5 SID 353 D 18S98 G-4/5 SID 98 1915 D 19S98 G-4/5 SID 98 1915 D 20S98 G-4/5 SID 98 1915 D 21S98 G-4/5 SID 98 1915 D 22S353 G-4/5 SID 353 D SD C 10 22S98 G-4/5 SID 98 1915 D 26S98 G-4/5 SID 98 1915 D 27S98 G-4/5 SID 98 1915 D 28S98 G-4/5 SID 98 1915 D 29S98 G-4/5 SID 98 1915 D 30S98 G-4/5 SID 98 1915 D SD C 15 0.8 34S353 G-4/5 SID 353 D C 10 Description Size Length (ft) - see Note 1 Slope (%) - see Note 1 Old GIS/MMI Link 1/4 Section Junction Number Subdivision Estimated Year Built Depth or Width Side Slope From Calc. From From Calc. From Number Number Map No. Upstream Downstream or SID Name Year Source Type Shape Mat'l Dia. (in) (in) Horizontal Vertical Plans GPS Points Plans GPS Points Comments LINK_NO MAP_NO JUNC_UPS JUNC_DNS SUB_SID ESTY_BLT ESTY_SRC L_TYPE L_SHAPE L_MATL L_DEPDIA L_WIDTH L_SLPH L_SLPV L_L_PL L_L_GPS L_SL_PL L_SL_GPS COMMENTS 3S146 1981_1980 G-5 1981 1980 SID 146 1917 D SD C 6 7S146 1982_3076 G-5 1982 3076 SID 146 1917 D SD C 6 1S146 1983_3076 G-5 1983 3076 SID 146 1917 D SD C 6 8S145 1984_3077 G-5 1984 3077 SID 145 1916 D SD C 6 7S145 1985_3077 G-5 1985 3077 SID 145 1916 D SD C 6 11S145 1986_1985 G-5 1986 1985 SID 145 1916 D SD C 6 15S145 1987_1988 G-5 1987 1988 SID 145 1916 D SD C 6 10S145 1988_3077 G-5 1988 3077 SID 145 1916 D SD C 6 14S145 1989_1988 G-5 1989 1988 SID 145 1916 D SD C 6 31S145 1990_1991 G-5 1990 1991 SID 145 1916 D SD C 6 9S145 1991_3077 G-5 1991 3077 SID 145 1916 D SD C 6 13S145 1992_1991 G-5 1992 1991 SID 145 1916 D SD C 6 12S145 1993_1984 G-5 1993 1984 SID 145 1916 D SD C 6 2005_3081 G-5 2005 3081 SD 2006_3081 G-5 2006 3081 SD 2007_3082 G-5 2007 3082 SD 2008_3082 G-5 2008 3082 SD 2009_3083 G-5 2009 3083 SD 2010_3083 G-5 2010 3083 SD 2011_3084 G-5 2011 3084 SD 2012_3085 G-5 2012 3085 SD 2013_3085 G-5 2013 3085 SD 2014_3086 G-5 2014 3086 SD 2015_3086 G-5 2015 3086 SD 2016_3087 G-5 2016 3087 SD 2017_3087 G-5 2017 3087 SD 2018_3088 G-5 2018 3088 SD 2019_3088 G-5 2019 3088 SD 2020_3089 G-5 2020 3089 SD 2926_2925 G-5 2926 2925 SD VCP 8 2954_2926 G-5 2954 2926 SD VCP 8 39S180 2955_3071 G-5 2955 3071 SID 180 1919 D SD C 10 1 12S305 2956_3070 G-5 2956 3070 SID 305 1937 D SD C 10 412 2.428 2965_2964 G-5 2965 2964 SD 18 3059_3073 G-5 3059 3073 SD 3062_3074 G-5 3062 3074 SD 3063_3064 G-5 3063 3064 SD 30S145 3066_3068 G-5 3066 3068 SID 145 1916 D SD C 18 349 0.5 3068_3065 G-5 3068 3065 SD 19S305 3070_3073 G-5 3070 3073 SID 305 1937 D SD C 12 357 2.778 30S180 3071_3072 G-5 3071 3072 SID 180 1919 D SD C 10 2.5 21S180 3072_3075 G-5 3072 3075 SID 180 1919 D SD C 10 2.2 25S305 3073_3074 G-5 3073 3074 SID 305 1937 D SD C 12 357 2.119 31S305 3074_3076 G-5 3074 3076 SID 305 1937 D SD C 15 16S145 3077_3066 G-5 3077 3066 SID 145 1916 D SD C 15 396 0.5 3081_2968 G-5 3081 2968 SD RCP 18 3082_3081 G-5 3082 3081 SD RCP 15 3084_2882 G-5 3084 2882 SD RCP 15 3085_2883 G-5 3085 2883 SD RCP 15 3086_3087 G-5 3086 3087 SD RCP 15 3087_3088 G-5 3087 3088 SD 3088_3089 G-5 3088 3089 SD RCP 15 3089_3081 G-5 3089 3081 SD RCP 15 10S146 G-5 SID 146 1917 D SD C 15 0.574 10S208 G-5 SID 208 1920 D SD C 6 10S305 G-5 SID 305 1937 D SD C 8 Description Size Length (ft) - see Note 1 Slope (%) - see Note 1 Old GIS/MMI Link 1/4 Section Junction Number Subdivision Estimated Year Built Depth or Width Side Slope From Calc. From From Calc. From Number Number Map No. Upstream Downstream or SID Name Year Source Type Shape Mat'l Dia. (in) (in) Horizontal Vertical Plans GPS Points Plans GPS Points Comments LINK_NO MAP_NO JUNC_UPS JUNC_DNS SUB_SID ESTY_BLT ESTY_SRC L_TYPE L_SHAPE L_MATL L_DEPDIA L_WIDTH L_SLPH L_SLPV L_L_PL L_L_GPS L_SL_PL L_SL_GPS COMMENTS 14S228 1806_3040 G-6 1806 3040 SID 228 D 17S228 1807_1806 G-6 1807 1806 SID 228 D 3S228 1810_3042 G-6 1810 3042 SID 228 D 1S228 1811_3042 G-6 1811 3042 SID 228 D 2S228 1812_3042 G-6 1812 3042 SID 228 D 4S228 1813_3042 G-6 1813 3042 SID 228 D 8S228 1814_1813 G-6 1814 1813 SID 228 D 6S228 1815_1813 G-6 1815 1813 SID 228 D 5S228 1816_1812 G-6 1816 1812 SID 228 D 1817_3043 G-6 1817 3043 SID 371 SD 1818_3043 G-6 1818 3043 1819_3043 G-6 1819 3043 1820_3043 G-6 1820 3043 1821_3044 G-6 1821 3044 SD 1822_3044 G-6 1822 3044 SD 1823_3044 G-6 1823 3044 SD 1824_3044 G-6 1824 3044 SD 1825_3045 G-6 1825 3045 SD 1826_3045 G-6 1826 3045 SD 1827_3045 G-6 1827 3045 SD 1828_3045 G-6 1828 3045 SD 43S239 1829_3046 G-6 1829 3046 SID 293 D 45S239 1830_3046 G-6 1830 3046 SID 293 D 49S239 1831_30416 G-6 1831 3046 SID 293 D 39S239 1832_3047 G-6 1832 3047 SID 293 D 40S239 1833_3047 G-6 1833 3047 SID 293 D 41S239 3046_3047 G-6 1833 3047 SID 293 D 1834_3048 G-6 1834 3048 SD 1835_3048 G-6 1835 3048 SD 1836_3048 G-6 1836 3048 SD 1837_3048 G-6 1837 3048 SD 1838_3049 G-6 1838 3049 SD 1839_3049 G-6 1839 3049 SD 1840_3049 G-6 1840 3049 SD 27S239 1846_3050 G-6 1846 3050 SID 293 D 28S239 1847_3050 G-6 1847 3050 SID 293 D 29S239 1848_1847 G-6 1848 1847 SID 293 D 19S239 1849_3051 G-6 1849 3051 SID 293 D 21S239 1850_3052 G-6 1850 3052 SID 293 D 17S239 1851_3052 G-6 1851 3052 SID 293 D 1854_3054 G-6 1854 3054 SD 1855_3054 G-6 1855 3054 SD 1856_3054 G-6 1856 3054 SD 1857_3054 G-6 1857 3054 SD 41S293 1865_3056 G-6 1865 3056 SID 293 1935 D SD C 10 360 0.3972 19S228 3039_3040 G-6 3039 3040 SID 228 D SD C 10 368 0.5 10S228 3042_3040 G-6 3042 3040 SID 228 D SD C 10 360 1.47 3043_3042 G-6 3043 3042 SD 10 3044_3043 G-6 3044 3043 SD 3045_3048 G-6 3045 3048 SD 35S239 3047_3050 G-6 3047 3050 SID 239 D SD C 12 360 0.3972 3048_3049 G-6 3048 3049 SD 10 3049_3053 G-6 3049 3053 SD 10 26S239 3050_3051 G-6 3050 3051 SID 239 D SD C 12 248 0.3972 22S239 3051_3052 G-6 3051 3052 SID 239 D SD C 15 112 0.3972 3053_3052 G-6 3053 3052 Description Size Length (ft) - see Note 1 Slope (%) - see Note 1 Old GIS/MMI Link 1/4 Section Junction Number Subdivision Estimated Year Built Depth or Width Side Slope From Calc. From From Calc. From Number Number Map No. Upstream Downstream or SID Name Year Source Type Shape Mat'l Dia. (in) (in) Horizontal Vertical Plans GPS Points Plans GPS Points Comments LINK_NO MAP_NO JUNC_UPS JUNC_DNS SUB_SID ESTY_BLT ESTY_SRC L_TYPE L_SHAPE L_MATL L_DEPDIA L_WIDTH L_SLPH L_SLPV L_L_PL L_L_GPS L_SL_PL L_SL_GPS COMMENTS 1338_1339 H-5 1338 1339 SD 1339_2879 H-5 1339 2879 SD 1340_2882 H-5 1340 2882 SD 1341_2882 H-5 1341 2882 SD 1342_2883 H-5 1342 2883 SD 1343_2883 H-5 1343 2883 SD 1344_2884 H-5 1344 2884 SD 1346_2885 H-5 1346 2885 SD 1347_2885 H-5 1347 2885 SD 1348_2886 H-5 1348 2886 SD 1349_2886 H-5 1349 2886 SD 1352_2888 H-5 1352 2888 SD 1353_2888 H-5 1353 2888 SD 1577_2970 H-5 1577 2970 SD 1578_3192 H-5 1578 3192 SD 2309_3178 H-5 2309 3178 SD 2310_3179 H-5 2310 3179 SD 2311_3179 H-5 2311 3179 SD 2312_3180 H-5 2312 3180 SD 2313_3180 H-5 2313 3180 SD 2314_3181 H-5 2314 3181 SD 2315_3181 H-5 2315 3181 SD 2316_3182 H-5 2316 3182 SD 2317_3182 H-5 2317 3182 SD 2318_3183 H-5 2318 3183 SD 2319_3183 H-5 2319 3183 SD 2320_3184 H-5 2320 3184 SD 2321_3184 H-5 2321 3184 SD 2322_3185 H-5 2322 3185 SD 2323_3185 H-5 2323 3185 SD 2324_3186 H-5 2324 3286 SD 2325_3186 H-5 2325 3186 SD 2326_3187 H-5 2326 3187 SD 2327_3187 H-5 2327 3187 SD 2328_3187 H-5 2328 3187 SD 2329_3188 H-5 2329 3188 SD 2330_3188 H-5 2330 3188 SD 2331_3188 H-5 2331 3188 SD 2332_3189 H-5 2332 3189 SD 2332_3189 H-5 2332 3189 SD 2334_3189 H-5 2334 3189 SD 2335_2336 H-5 2335 2336 SD 2340_2341 H-5 2340 2341 SD 2342_3194 H-5 2342 3194 SD 2343_3194 H-5 2343 3194 SD 2344_3198 H-5 2344 3198 SD 2347_2346 H-5 2347 2346 SD 2348_2349 H-5 2348 2349 SD 2350_2351 H-5 2350 2351 SD 12 2879_2881 H-5 2879 2881 SD 18 2880_2881 H-5 2880 2881 SD 2881_2882 H-5 2881 2882 SD 36 2882_2883 H-5 2882 2883 SD 2886_2887 H-5 2883 2887 SD C RCP 42 2883_2884 H-5 2883 2884 SD 2884_2885 H-5 2884 2885 SD Description Size Length (ft) - see Note 1 Slope (%) - see Note 1 Old GIS/MMI Link 1/4 Section Junction Number Subdivision Estimated Year Built Depth or Width Side Slope From Calc. From From Calc. From Number Number Map No. Upstream Downstream or SID Name Year Source Type Shape Mat'l Dia. (in) (in) Horizontal Vertical Plans GPS Points Plans GPS Points Comments LINK_NO MAP_NO JUNC_UPS JUNC_DNS SUB_SID ESTY_BLT ESTY_SRC L_TYPE L_SHAPE L_MATL L_DEPDIA L_WIDTH L_SLPH L_SLPV L_L_PL L_L_GPS L_SL_PL L_SL_GPS COMMENTS 1726_3020 I-5 1726 3020 SD 1727_3020 I-5 1727 3020 SD 1730_1731 I-5 1730 1731 SD 1731_1733 I-5 1731 1733 SD 12 1732_1733 I-5 1732 1733 SD 1733_1737 I-5 1733 1737 SD 15 1734_3021 I-5 1734 3021 1735_3021 I-5 1735 3021 1736_1737 I-5 1736 1737 SD 1737_3022 I-5 1737 3022 SD 2943_2944 I-5 2943 2944 SD C RCP 24 2944_2947 I-5 2944 2947 SD 2947_2948 I-5 2947 2948 SD 24 2948_2949 I-5 2948 2949 SD 2975_2976 I-5 2975 2976 SID 562 D SD 21 3009_3010 I-5 3009 3010 SD 22 36 3010_1723 I-5 3010 1723 SD 27 44 3012_3009 I-5 3012 3009 SD 22 36 3013_3014 I-5 3013 3014 SID 562 D SD 15 3014_3015 I-5 3014 3015 SID 562 D SD 15 3015_2975 I-5 3015 2975 SID 562 D SD 18 3016_3019 I-5 3016 3019 SID 562 D SD 18 3017_3012 I-5 3017 3012 SD 24 3018_3547 I-5 3018 3547 SD 3019_1723 I-5 3019 1723 SD 21 3020_2945 I-5 3020 2945 SD 15 3021_3022 I-5 3021 3022 1111_1110 I-6 1111 1110 23CCP1 2617_2619 J-0 2617 2619 CCS, Ph 1 2002 RD SD A RCP 18 28.5 40 0.42 24CCP1 2618_2617 J-0 2618 2617 CCS, Ph 1 2002 RD SD A RCP 13.5 22 40 1.1 22CCP1 2619_2620 J-0 2619 2620 CCS, Ph 1 2002 RD SD A RCP 22.5 36.25 283 0.4 21CCP1 2620_2624 J-0 2620 2624 CCS, Ph 1 2002 RD SD A RCP 22.5 36.25 283 0.4 20CCP1 2621_2622 J-0 2621 2622 CCS, Ph 1 2002 RD SD C RCP 12 35 0.4 19CCP1 2622_2623 J-0 2622 2623 CCS, Ph 1 2002 RD SD C RCP 15 29 1.6 18CCP1 2623_2624 J-0 2623 2624 CCS, Ph 1 2002 RD SD C RCP 18 7 0.6 9CCP1 2624_2627 J-0 2624 2627 CCS, Ph 1 2002 RD SD A RCP 23.5 36.25 320 0.4 10CCP1 2625_2624 J-0 2625 2624 CCS, Ph 1 2002 RD SD C RCP 12 28 1 5CCP1 2626_3478 J-0 2626 3478 CCS, Ph 1 2002 RD SD A RCP 22.5 36.25 28 0.89 6CCP1 2627_2626 J-0 2627 2626 CCS, Ph 1 2002 RD SD A RCP 23.5 36.25 33 0.28 7CCP1 2628_2627 J-0 2628 2627 CCS, Ph 1 2002 RD SD C RCP 18 7 2 26CCP1 2630_2629 J-0 2630 2629 CCS, Ph 1 2002 RD SD A RCP 18 28.5 266 0.3 30CCP1 2631_2635 J-0 2631 2635 CCS, Ph 1 2002 RD SD C RCP 18 40 1.03 31CCP1 2632_2631 J-0 2632 2631 CCS, Ph 1 2002 RD SD C RCP 12 35 1.4 32CCP1 2633_2635 J-0 2633 2635 CCS, Ph 1 2002 RD SD C RCP 18 60 1.1 33CCP1 2634_2633 J-0 2634 2633 CCS, Ph 1 2002 RD SD C RCP 12 39 1 28CCP1 2635_2630 J-0 2635 2630 CCS, Ph 1 2002 RD SD C RCP 18 164 1.11 29CCP1 2636_2635 J-0 2636 2635 CCS, Ph 1 2002 RD SD C RCP 12 40 1.27 34CCP1 2637_3483 J-0 2637 3483 CCS, Ph 1 2002 RD SD C RCP 18 25 1 35CCP1 2638_2637 J-0 2638 2637 CCS, Ph 1 2002 RD SD C RCP 18 39 1 8CCP1 3479_2628 J-0 3479 2628 CCS, Ph 1 2002 RD SD C RCP 15 56 3.55 25CCP1 3480_2629 J-0 3480 2629 CCS, Ph 1 2002 RD SD A RCP 18 28.5 252 0.3 1CCP1 3482_3481 J-0 3482 3481 CCS, Ph 1 2002 RD C A RCP 26.625 43.75 120 0.8 1CCP1 3485_3484 J-0 3485 3484 CCS, Ph 1 2002 RD C A RCP 26.625 43.75 120 0.8 1CCP1 J-0 CCS, Ph 1 2002 RD CUL A RCP 26.625 43.75 120 0.8 3517_3516 J-3 3517 3516 CUL 5HCP1 2742_3509 J-3 2742 3509 HCS, Ph 1 1999 RD SD C RCP 18 50 Description Size Length (ft) - see Note 1 Slope (%) - see Note 1 Old GIS/MMI Link 1/4 Section Junction Number Subdivision Estimated Year Built Depth or Width Side Slope From Calc. From From Calc. From Number Number Map No. Upstream Downstream or SID Name Year Source Type Shape Mat'l Dia. (in) (in) Horizontal Vertical Plans GPS Points Plans GPS Points Comments LINK_NO MAP_NO JUNC_UPS JUNC_DNS SUB_SID ESTY_BLT ESTY_SRC L_TYPE L_SHAPE L_MATL L_DEPDIA L_WIDTH L_SLPH L_SLPV L_L_PL L_L_GPS L_SL_PL L_SL_GPS COMMENTS 3219_3209 K-4 3219 3209 SD 18 3220_3221 K-4 3220 3221 SD 3221_3407 K-4 3221 3407 3222_3214 K-4 3222 3214 SD RCP 24 3242_3245 K-4 3242 3245 SD 3245_3246 K-4 3245 3246 SD RCP 15 3246_3247 K-4 3246 3247 SD RCP 18 3247_3396 K-4 3247 3396 SD 3383_3382 K-4 3383 3382 SD 3408_3221 K-4 3408 3221 3409_3207 K-4 3409 3207 SD 3410_3411 K-4 3410 3411 SD 3412_3413 K-4 3412 3413 SD 3416_3409 K-4 3416 3409 D 3417_3416 K-4 3417 3416 SD 3418_3419 K-4 3418 3419 SD 3419_3218 K-4 3419 3218 SD 3422_3416 K-4 3422 3416 D 3423_3422 K-4 3423 3422 CUL 3431_3423 K-4 3431 3423 D 3432_3431 K-4 3432 3431 CUL 3434_3432 K-4 3434 3432 D 3435_3434 K-4 3435 3434 CUL 3436_3222 K-4 3436 3222 SD RCP 18 10BPP2 K-4 BPE 1990 RD SD C RCP 15 130 0.2 10CP1-2 K-4 CS 1992 RD SD C RCP 18 130 0.2 11CP1-2 K-4 CS, Ph 1-2 1992 RD SD C RCP 12 30 1.97 12CP1-2 K-4 CS, Ph 1-2 1992 RD SD C RCP 12 19 1.14 13BPP2 K-4 BPE 1990 RD CUL A arch 14BPP2 K-4 BPE 1990 RD SD C RCP 18 254 1.94 15BPP2 K-4 BPE 1990 RD SD C RCP 12 37 16BPP2 K-4 BPE 1990 RD SD C RCP 12 22 17BPP2 K-4 BPE 1990 RD SD C RCP 12 5 18BPP2 K-4 BPE 1990 RD SD C RCP 12 5 19BPP2 K-4 BPE 1990 RD SD C RCP 18 130 0.2 1BPP2 K-4 BPE 1990 RD CUL C CMP 1CP1-2 3203_3204 K-4 3203 3204 CS 1992 RD SD C RCP 18 100 0.2 21BPP2 3427_3426 K-4 3427 3426 BPE 1990 RD SD C RCP 15 265 1 22BPP2 3428_3433 K-4 3428 3433 BPE 1990 RD SD C RCP 12 23 23BPP2 K-4 BPE 1990 RD SD C RCP 12 28 23BPP2 3429_3427 K-4 3429 3427 BPE 1990 RD SD C RCP 12 13 2BPP2 3412_3413 K-4 3412 3413 BPE 1990 RD CUL C CMP 30 20 2CP1-2 2359_3203 K-4 2359 3203 CS 1992 RD SD C RCP 12 22 2.35 31BPP2 3432_3431 K-4 3432 3431 BPE 1990 RD CUL A Arch 3BPP2 3206_3207 K-4 3206 3207 BPE 1990 RD SD C RCP 18 345 0.2 3CP1-2 2360_3203 K-4 2360 3203 CS 1992 RD SD C RCP 12 40 2.18 4BPP2 2365_3206 K-4 2365 3206 BPE 1990 RD SD C RCP 12 21 ACTUALLY TIES INTO REACH NOT MH 4CP1-2 3200_3203 K-4 3200 3203 CS 1992 RD SD C RCP 15 369 0.3 5BPP2 2366_3206 K-4 2366 3206 BPE 1990 RD SD C RCP 12 17.5 5CP1-2 2353_3200 K-4 2353 3200 CS 1992 RD SD C RCP 12 7 5.91 6BPP2 3201_3206 K-4 3201 3206 BPE 1990 RD SD C RCP 15 130 0.2 6CP1-2 2354_3200 K-4 2354 3200 CS 1992 RD SD C RCP 12 51 1.8 7BPP2 3205_3210 K-4 3205 3210 BPE 1990 RD SD C RCP 18 264 0.2 7CP1-2 3202_3205 K-4 3202 3205 CS 1992 RD SD C RCP 15 89 0.3 8BPP2 2363_3420 K-4 2363 3420 BPE 1990 RD SD C RCP 12 24 8CP1-2 2357_3202 K-4 2357 3202 CS 1992 RD SD C RCP 12 5 1.44 Description Size Length (ft) - see Note 1 Slope (%) - see Note 1 Old GIS/MMI Link 1/4 Section Junction Number Subdivision Estimated Year Built Depth or Width Side Slope From Calc. From From Calc. From Number Number Map No. Upstream Downstream or SID Name Year Source Type Shape Mat'l Dia. (in) (in) Horizontal Vertical Plans GPS Points Plans GPS Points Comments LINK_NO MAP_NO JUNC_UPS JUNC_DNS SUB_SID ESTY_BLT ESTY_SRC L_TYPE L_SHAPE L_MATL L_DEPDIA L_WIDTH L_SLPH L_SLPV L_L_PL L_L_GPS L_SL_PL L_SL_GPS COMMENTS 3VC1 2405_3237 K-5 2405 3237 VCS 1995 RD SD C RCP 12 53 3.84 4VC1 2404_3237 K-5 2404 3237 VCS 1995 RD SD C RCP 12 47 0.59 5VC1 3236_3237 K-5 3236 3237 VCS 1995 RD SD C RCP 15 160 0.57 6USDA 3261_3265 K-5 3261 3265 MU 1994 RD SD C U 15 216 6VC1 3234_3236 K-5 3234 3236 VCS 1995 RD SD C RCP 15 99 0.58 7VC1 2400_3234 K-5 2400 3234 VCS 1995 RD SD C RCP 12 59 1.75 8VC1 2401_3234 K-5 2401 3234 VCS 1995 RD SD C RCP 18 12 5.22 9VC1 3235_3234 K-5 3235 3234 VCS 1995 RD SD C RCP 15 70 0.65 10VWP1 3392_3393 L-4 3392 3393 VWS 2002 RD SD C PVC 15 0.37 11VWP1 3327_3394 L-4 3327 3394 VWS 2002 RD SD C RCP 15 165 0.35 12VWP1 3394_3395 L-4 3394 3395 VWS 2002 RD SD C PVC 15 350 0.37 13VWP1 2664_2663 L-4 2664 2663 VWS 2002 RD SD C RCP 12 13VWP1 2663_3392 L-4 2663 3392 VWS 2002 RD SD C RCP 12 14VWP1 2662_2661 L-4 2662 2661 VWS 2002 RD SD C RCP 12 14VWP1 2661_3393 L-4 2661 3393 VWS 2002 RD SD C RCP 12 19VWP1 3389_3384 L-4 3389 3384 VWS 2002 RD SD C PVC 15 305 0.29 1VWP1 3402_3403 L-4 3402 3403 VWS 2002 RD SD C HDPE 15 2.48 20VWP1 3384_3390 L-4 3384 3390 VWS 2002 RD SD C RCP 15 78 0.24 21VWP1 3390_3391 L-4 3390 3391 VWS 2002 RD SD C PVC 15 364 0.34 22VWP1 2668_2667 L-4 2668 2667 VWS 2002 RD SD C RCP 12 22VWP1 2667_3389 L-4 2667 3389 VWS 2002 RD SD C RCP 12 4VWP1 3404_3405 L-4 3404 3405 VWS 2002 RD SD C CMP 36 301 1.4 6VWP1 3405_3406 L-4 3405 3406 VWS 2002 RD SD A RCP 26.625 43.75 91 1 8VWP1 3401_3403 L-4 3401 3403 VWS 2002 RD SD A RCP 22.5 36.25 0.5 9VWP1 3403_3404 L-4 3403 3404 VWS 2002 RD SD A RCP 26.625 43.75 36 0.5 Page 13 of 13 Bozeman Storm Water Facilities Plan Appendix B: Storm Water System Analysis Data Appendix B:Storm Water System Analysis Data B.1 Introduction This appendix describes the creation and interpretation of a combined hydrologic and hydraulic storm water model of the City’s existing storm water system. The model is set up as a city-wide framework that can be improved upon as additional data on the storm drainage components becomes available. The purpose of the storm water model is to provide a tool for storm water management decisions, to identify and evaluate deficiencies in the existing system, and to provide information for evaluating proposed system improvements and future expansion or reconfiguration that will be needed to accommodate growth. Policy recommendations, potential solutions to known system deficiencies, and identification of system improvement projects are described in Chapter 6 (Recommended Plan). Chapter 2 (System Analysis) summarizes the general modeling process, results, and provides recommendations for gathering additional data. B.2 Hydrologic and Hydraulic Model Construction B.2.1 Model Selection and Overview The Storm Water Management Model (SWMM) is a computer model developed by the U.S. Environmental Protection Agency (USEPA) for analysis of urban storm water runoff. SWMM was chosen to model the City of Bozeman’s storm water system because of its ability to model various hydrologic processes and hydraulic situations for both single-event and extended periods of time on pervious and impervious land surfaces, streams, pipes, and through groundwater. Data requirements for hydrologic simulations include area, percent imperviousness, slope, roughness, width, depression storage, and infiltration parameters. Up to ten gages can be distributed spatially to develop precipitation and evaporation for runoff calculations. Simulation of snowmelt, subsurface drainage, and infiltration/inflow requires additional data. Some locations where overland flow is rare due to flat, sandy soils can be simulated using the subsurface drainage option in SWMM. B.2.2 Modeling Approach The hydrologic and hydraulic computer model has two purposes: 1.) to provide an overall, city-wide model that can be used immediately for large-scale planning purposes, and 2.) to provide for incremental refinement of the model over time as the completeness and accuracy of the storm drainage system inventory improves. The approach to meeting the above-stated goals was to set up a model that covers the entire study area in a general sense, and includes a more detailed “pilot basin” area that demonstrates an increased level of detail that can be applied elsewhere with further improvements to the storm drainage system inventory. The pilot basin can be used as a template for future refinement and expansion of the SWMM model, until the entire study area is covered in detail. The SWMM model can be expanded incrementally as the missing system inventory data is filled in. The City’s prioritization of the areas to be modeled in detail will depend on first completing the storm drain inventory for the areas of interest. B-1 Bozeman Storm Water Facilities Plan B.2.4 Data Requirements Due to the complicated nature of hydrologic and hydraulic modeling, data requirements are extensive. The following hydrologic information for each runoff catchment was required for the model: • Catchment size, in acres • Basin width • Average slope • Soil infiltration rates • Rainfall intensity • Percent impervious A critical hydrologic data set is the percent of impervious area under existing and future conditions. For existing conditions, the percent impervious area for each sub-catchment was calculated using the City’s 2004 land use inventory as shown in Figure 2.3-1 (Existing Land Use [2004]). For future conditions, the percent impervious area for each sub-catchment was calculated using the City’s 2020 Master Plan Map as shown in Figure 2.3-2 (2020 Future Land Use). The impervious percentages used for the SWMM model are tabulated in Appendix C (XP Tables). SWMM requires the following hydraulic information for modeling of both natural and manmade conveyance features: • Channel location • Channel cross-sections • Distance between cross-sections • Manning’s “n” (roughness) coefficient • Culvert invert elevations • Culvert size, shape, length, and material/roughness • Manhole locations, rim and invert elevations • Storm drain invert elevations • Storm drain size, shape, length, and material/roughness • Outfall locations Some of the above-described hydrologic and hydraulic data requirements are discussed in detail below. Percent Impervious The percent of impervious area within each sub-catchment can be calculated from maps identifying land use types and their limits throughout the study area, based on the percentage of each land use that exists within a particular sub-catchment. For existing conditions, the percent impervious area for each sub-catchment was calculated using the City’s 2004 land use inventory, and the assumed impervious percentages for each land use as shown in Table B.2-1. B-2 Table B.2-1 Percent Impervious under Existing Land Use Conditions Existing Land Use (2005) Code % Impervious Administrative/Professional AP 90% Commercial/Retail C 70% Commercial/Auto CA 90% Church CHURCH 70% Duplex/Triple Residential DTHR 50% Golf Course GOLF 5% Hotel/Motel HM 70% Light Manufacturing LM 70% Mobile Home/Mobile Park MHMP 45% Multi-Family Residential MHR 35% Mixed Use MIXED 65% Public Facility/Park PFP 10% Restaurant/Bar RB 70% Right of Way ROW 100% School/Educational Facility SEF 65% Single-Family Residential SHR 45% Vacant VACANT 5% For future conditions, the percent impervious area for each sub-catchment was calculated using the City’s 2020 Master Plan Map as shown in Table E-3 Future Land Use, 2020 and the assumed impervious percentages for each land use as shown in Table B.2-2. Table B.2-2 Percent Impervious under Future Land Use Conditions Future Conditions: Master Plan Land Use Zoning Classification Future % Impervious Future with LID1 % Impervious Business Park 90% 70% Community Commercial 70% 65% Golf Course 5% 5% Industrial 90% 80% Neighborhood Commercial 70% 65% Other Public Lands 35% 35% Parks, Open Space, and Recreational Lands 10% 10% B-3 Bozeman Storm Water Facilities Plan B-4 Table B.2-2 Percent Impervious under Future Land Use Conditions Future Conditions: Master Plan Land Use Zoning Classification Future % Impervious Future with LID1 % Impervious Public Institutions 65% 50% Regional Commercial and Services 70% 70% Residential Infill 55% 50% Residential Limited 35% 35% Suburban Residential 45% 40% 1 Low Impact Developmentigure Sub-Catchment Delineation Runoff from existing and future urbanized areas in the City of Bozeman will result in impacts to the local natural drainage network. To model these impacts as one large system, a downstream location was selected that would “feel” the impacts of the City’s current and potential future boundaries. The area draining to this point is referred to as a “sub-basin.” The overall sub-basin area was then subdivided into several smaller areas called “sub-catchments.” Each sub-catchment is defined by a single point within the sub-basin, and the area draining to that point. Initially, the study area sub-basin was subdivided into sub-catchments defined by major confluence points and other topographical features, in combination with major watersheds as mapped by the National Hydrography Dataset. The next step used ArcHydro, described below, to subdivide the major watersheds. The sub-catchments were then further subdivided based on the parcel and streets database, and on the photo-based topographic mapping at a 5-foot contour interval described in Chapter 1 (Existing System Inventory). Through this process, approximately 60 catchments were identified with an average size of 300 acres. The largest basin was 5,400 acres and the smallest was slightly less than 3 acres. ArcHydro is a geospatial and temporal data model for water resources that operates within ArcGIS. It has an associated set of tools, developed jointly by ESRI and the Center for Research in Water Resources at the University of Texas. ArcHydro provides the capability to automatically delineate a watershed given a raster digital elevation model (DEM) or a triangulated irregular network (TIN). The program tracks the flow of water across the landscape and identifies areas where flow accumulates (i.e. streams, ponds, and lakes), then defines catchment areas that contribute to them. The digital elevation model used in this study was the National Elevation Dataset. This dataset provides a grid of cells, 100 square meters (1,076 square feet) in size, with an elevation assigned to each. This level of horizontal resolution provides an ability to accurately generate 20 foot contours. As such, many of the streams and canals in and around the City of Bozeman are not large enough to effectively be represented. To address this, ArcHydro has the ability to “burn in” a stream network to aid in delineating areas with little topographical relief or with poor DEM or TIN resolution. This process involves automatically dropping the elevation of each cell that coincides with a stream network, to more accurately represent the actual terrain at stream locations. In this way, ArcHydro can compensate for poor resolution by forcing drainage to known stream locations. The sub-catchments in the pilot basin were defined with a higher degree of accuracy by using surveyed link and node data combined with photo-based topographic mapping, as provided or described in Chapter 1 (Existing System Inventory). Drainage Network After delineation of the overall model was completed by the above-described ArcHydro, but before insertion of the pilot basin sub-catchments, the ArcHydro software built a network of links and nodes to establish connectivity between the sub-catchment drainage outlets. This network, shown in Figure 2.3-3 (City of Bozeman Regional Drainage Network), was created from a combination of the basin delineation, drainage outlets, and the mapped stream network. After the network generated by ArcHydro was complete, the network was further refined by incorporating the pilot basin sub-catchments, shown in Figure 2.3-4 (Pilot Basin Drainage Network). The City’s storm water system can significantly alter the natural landscape and affect the storm water drainage pathways, thus altering the size and shape of the delineated sub-catchments. The existing storm water inventory described in Chapter 1 (Existing System Inventory) lacks the detail required to adequately track how water moves through the city’s constructed conveyance structures to outfall points along the natural drainage network. Therefore, additional data collection will be required to build an accurate hydraulic model. Basin Width The basin width is determined by one of two methods. If the predominant type of flow in the basin is overland, the basin width is equal to the square root of the basin area. Otherwise, the basin width is equal to the length of the flow path divided by the basin area. The length of the flow path is determined by measuring the distance from the upper reaches of the subbasin, through the overland and storm water conveyance path, to the tributary node of each subbasin. Average Slope Average slope for the sub-basins was calculated from the digital elevation model. Slopes were calculated for each cell of the model, and then averaged within each sub-basin. Soil Infiltration Rates Infiltration rates can be determined from the SSURGO dataset for the area, which identifies the types of soils and their limits throughout the study area. From this dataset, an average infiltration rate (or any other soil parameter) can be developed based on the percentage of each soil type that exists within a particular sub-catchment. B.2.5 Data Sources Hydrology • National Hydrography Dataset (NHD) – basin delineation, basin width • National Elevation Dataset (NED) – basin delineation, average slope • Soil Survey Geographic (SSURGO) Database – soil infiltration rates B-5 Bozeman Storm Water Facilities Plan B-6 • City of Bozeman GIS Database – land use data for percent impervious calculations Hydraulics • City of Bozeman storm water inventory database – manmade conveyance channel geometry, locations, and elevations, natural channel cross sections • National Elevation Dataset (NED) – node invert and spillway elevations • National Hydrography Dataset (NHD) – natural conveyance channel locations B.3 Hydrologic and Hydraulic Model Construction B.3.1 Model Selection and Overview The Storm Water Management Model (SWMM) is a computer model developed by the U.S. Environmental Protection Agency (USEPA) for analysis of urban storm water runoff. SWMM was chosen to model the City of Bozeman’s storm water system because of its ability to model various hydrologic processes and hydraulic situations for both single-event and extended periods of time on pervious and impervious land surfaces, streams, pipes, and through groundwater. Data requirements for hydrologic simulations include area, percent imperviousness, slope, roughness, width, depression storage, and infiltration parameters. Up to ten gages can be distributed spatially to develop precipitation and evaporation for runoff calculations. Simulation of snowmelt, subsurface drainage, and infiltration/inflow requires additional data. Some locations where overland flow is rare due to flat, sandy soils can be simulated using the subsurface drainage option in SWMM. B.3.2 Modeling Approach The hydrologic and hydraulic computer model has two purposes: 1.) to provide an overall, city-wide model that can be used immediately for large-scale planning purposes, and 2.) to provide for incremental refinement of the model over time as the completeness and accuracy of the storm drainage system inventory improves. The approach to meeting the above-stated goals was to set up a model that covers the entire study area in a general sense, and includes a more detailed “pilot basin” area that demonstrates an increased level of detail that can be applied elsewhere with further improvements to the storm drainage system inventory. The pilot basin can be used as a template for future refinement and expansion of the SWMM model, until the entire study area is covered in detail. The SWMM model can be expanded incrementally as the missing system inventory data is filled in. The City’s prioritization of the areas to be modeled in detail will depend on first completing the storm drain inventory for the areas of interest. Bozeman Storm Water Facilities Plan Appendix C: XP Tables Appendix C-1 – Nodes, Input Data Appendix C-2 – Nodes, Output Data Appendix C-3 – Links, Input Data Appendix C-4 – Links, Output Data Bozeman Storm Water Facilities Plan Appendix C-1: Nodes, Input Data XP SWMM - NODES, INPUT DATA Subcatchment Percent Slope Width Infiltration Rainfall Invert Ground Elev. Ponding Name Area (ac) Impervious (ft/ft) (ft) Reference Reference Elevation (Spill Crest) Type EG7S 904.065 51.4 0.0138 1746.94 LSL 24 hr 4602.494 4622.494 Allowed EG7L 895.514 8.3 0.0109 2425.49 LSL 24 hr 4469.227 4489.227 Allowed EG7K 973.28 53.3 0.013 2196.03 SLL 24 hr 4618.191 4638.191 Allowed EG7F 1245.471 8.2 0.0098 2577.784 LSL 24 hr 4469.227 4489.227 Allowed H16 0 0 0 0 4469.227 4489.227 Allowed EG5Q 1811.369 48.5 0.0153 3979.404 L 24 hr 4840.983 4860.983 Allowed EG5P 684.634 63 0.013 2012.407 LSL 24 hr 4653.298 4673.298 Allowed EG6B 266.836 68.8 0.0122 1406.398 SLL 24 hr 4645.612 4665.612 Allowed EG5E 47.208 71.7 0.0166 1016.427 L 24 hr 4624.045 4644.045 Allowed EG4B 455.2 67.9 0.0202 2423.827 L 24 hr 4713.098 4733.098 Allowed BC2F 815 40.7 0.0626 2235.537 L 24 hr 4849.64 4869.64 Allowed BC1A 1157.119 24.1 0.0753 4593.152 L 24 hr 5000.201 5020.201 Allowed BC2C 201.291 35 0.0139 2690.07 L 24 hr 5061.314 5081.314 Allowed BC2A 663.857 56.8 0.0177 2208.743 SL 24 hr 4888.172 4908.172 Allowed BC2E 667.413 44.1 0.023 2274.95 L 24 hr 4887.187 4907.187 Allowed H14 0 0 0 0 4878.136 4898.136 Allowed BC2B 230.7 55.8 0.0178 1975.651 SL 24 hr 4847.878 4867.878 Allowed H8 0 0 0 0 4848.066 4868.066 Allowed BC3B 54.2 56.4 0.012 600 SL 24 hr 4767 4787 Allowed 3519 25.3 58 0.03 450 SL 24 hr 4866.39 4876.81 Allowed 3518 0 0 0 0 4865.05 4874.15 Allowed 3056 0 0 0 0 4852.3 4857.32 Allowed 3055 0 0 0 0 4849.29 4856.74 Allowed 2955 0 0 0 0 4834.06 4840.21 Allowed 3071 0 0 0 0 4829.78 4836.18 Allowed 3072 0 0 0 0 4820.97 4827.33 Allowed 3075 0 0 0 0 4812.27 4818.44 Allowed 3062 0 0 0 0 4813.09 4818.09 Allowed 2956 27.26 58 0.029 550 SL 24 hr 4837.79 4843.04 Allowed 3070 0 0 0 0 4827.35 4833.22 Allowed 3059 0 0 0 0 4818.07 4823.78 Allowed 3073 0 0 0 0 4817.74 4823.14 Allowed 3074 0 0 0 0 4810.04 4817.2 Allowed 3076 12.21 58 0.009 500 SL 24 hr 4808.57 4813.74 Allowed 3078 0 0 0 0 4806.76 4811.66 Allowed 3520 0 0 0 0 4806.26 4811.4 Allowed 3077 0 0 0 0 4805.64 4811.09 Allowed 3067 0 0 0 0 4804.75 4810.55 Allowed 3066 0 0 0 0 4803.63 4810.23 Allowed 3068 21.21 65 0.011 600 SL 24 hr 4801.95 4807.5 Allowed 2965 0 0 0 0 4798.79 4804.99 Allowed 2964 0 0 0 0 4797.11 4803.51 Allowed 2845 0 0 0 0 4790.52 4795.02 Allowed 3527 0 0 0 0 4788.72 4808.72 Allowed 2867 0 0 0 0 4785.79 4792.04 Allowed 3054 10.66 58 0.027 400 SL 24 hr 4854.8 4860.82 Allowed 3038 0 0 0 0 4853.84 4858.7 Allowed 3529 0 0 0 0 4850.78 4855.45 Allowed 2957 0 0 0 0 4840.83 4845.07 Allowed 3058 0 0 0 0 4827.68 4832.68 Allowed 3060 0 0 0 0 4819.36 4824.8 Allowed 3061 15.79 58 0.011 400 SL 24 hr 4813.68 4819.37 Allowed 3063 0 0 0 0 4809.46 4812.49 Allowed 3064 0 0 0 0 4808.05 4813.74 Allowed 3065 0 0 0 0 4805.85 4811.33 Allowed 3069 0 0 0 0 4802.93 4809.83 Allowed 2958 14.9 58 0.022 550 SL 24 hr 4838.56 4843.91 Allowed Subcatchment Percent Slope Width Infiltration Rainfall Invert Ground Elev. Ponding Name Area (ac) Impervious (ft/ft) (ft) Reference Reference Elevation (Spill Crest) Type 3104 0 0 0 0 4828.49 4834.21 Allowed 3105 11.93 58 0.016 400 SL 24 hr 4815.56 4820.86 Allowed 3106 0 0 0 0 4811.56 4816.66 Allowed 3107 0 0 0 0 4806.7 4812.5 Allowed 3108 0 0 0 0 4802.77 4808.77 Allowed 3109 0 0 0 0 4798.17 4803.42 Allowed 2963 7.99 80 0.025 400 SL 24 hr 4789.53 4795.43 Allowed 2803 0 0 0 0 4787.15 4791.55 Allowed 3528 0 0 0 0 4785.62 4805.62 Allowed 3151 0 0 0 0 4782.54 4788.69 Allowed 2780 13.68 58 0.026 550 SL 24 hr 4845.31 4851.5 Allowed 2779 0 0 0 0 4839.72 4845.72 Allowed 2778 0 0 0 0 4834.69 4840.24 Allowed 2777 0 0 0 0 4819.24 4824.92 Allowed 2776 6.74 58 0.018 400 SL 24 hr 4810.36 4816.06 Allowed 2775 0 0 0 0 4803.85 4809.5 Allowed 2774 0 0 0 0 4801.38 4806.97 Allowed 2769 10.95 80 0.016 400 SL 24 hr 4797.03 4802.55 Allowed 2768 0 0 0 0 4791.74 4796.84 Allowed 3152 0 0 0 0 4789.93 4794.4 Allowed 2804 0 0 0 0 4788.52 4792.72 Allowed 2891 0 0 0 0 4782.33 4786.83 Allowed 3150 0 0 0 0 4781.49 4789.85 Allowed 3149 0 0 0 0 4780.26 4791.11 Allowed 3111 17.11 58 0.027 600 SL 24 hr 4818.97 4824.15 Allowed 3112 0 0 0 0 4809.87 4815.13 Allowed 3113 0 0 0 0 4806.77 4812.24 Allowed 3114 0 0 0 0 4801.88 4806.41 Allowed 3115 16.39 80 0.012 400 SL 24 hr 4798.92 4804.14 Allowed 3110 0 0 0 0 4794.98 4800.08 Allowed 2962 0 0 0 0 4791.63 4796.91 Allowed 3521 0 0 0 0 4789.35 4793.31 Allowed 3148 0 0 0 0 4779.81 4790.63 Allowed 3119 26 58 0.021 600 SL 24 hr 4809.54 4814.8 Allowed 3118 0 0 0 0 4803.73 4809.46 Allowed 3117 17.73 75 0.011 400 SL 24 hr 4798.3 4804.57 Allowed 3116 0 0 0 0 4794.54 4798.98 Allowed 2961 0 0 0 0 4789.52 4794.82 Allowed 3153 0 0 0 0 4788.52 4793.02 Allowed 3522 0 0 0 0 4788.02 4792.4 Allowed 2805 0 0 0 0 4787.64 4792.08 Allowed 2890 0 0 0 0 4781.3 4786.35 Allowed 3147 0 0 0 0 4778.99 4789.09 Allowed 3120 26.42 65 0.012 500 SL 24 hr 4794.21 4799.23 Allowed 2960 0 0 0 0 4790.76 4795.77 Allowed 1143 0 0 0 0 4788.25 4792.25 Allowed 3146 0 0 0 0 4776.62 4789.43 Allowed 2799 0 0 0 0 4775.74 4788.89 Allowed 3526 9.99 48 0.012 500 SL 24 hr 4805.85 4814.11 Allowed 3292 0 0 0 0 4799.74 4807.97 Allowed 3291 0 0 0 0 4793.77 4802.37 Allowed 3290 21.58 75 0.011 450 SL 24 hr 4791.01 4796.78 Allowed 3289 0 0 0 0 4787.7 4794.87 Allowed 3525 0 0 0 0 4787.63 4794.33 Allowed 3524 0 0 0 0 4787.17 4792.57 Allowed 3523 0 0 0 0 4786.74 4790.49 Allowed 2798 0 0 0 0 4783.45 4788.43 Allowed 1138 0 0 0 0 4787.21 4791.36 Allowed Subcatchment Percent Slope Width Infiltration Rainfall Invert Ground Elev. Ponding Name Area (ac) Impervious (ft/ft) (ft) Reference Reference Elevation (Spill Crest) Type 3459 0 0 0 0 4772.64 4779.12 Allowed 2894 0 0 0 0 4769.69 4789.69 Allowed 3530 0 0 0 0 4769.23 4789.23 Allowed 2488 0 0 0 0 4766 4786 Allowed BC3A 306.8 67.5 0.0185 3699.801 SL 24 hr 4743 4763 Allowed EG1D 4399.45 18.6 0.1131 7602.682 LSL 24 hr 4813.263 4833.263 Allowed EG1C 426.803 34.9 0.1982 2915.751 L 24 hr 4783.164 4803.164 Allowed EG1G 175.619 56.8 0.0423 1576.65 SL 24 hr 4804.343 4824.343 Allowed EG1B 1524.272 26.8 0.089 3824.608 L 24 hr 4956.518 4976.518 Allowed EG1A 484.682 55.5 0.0775 3122.427 SL 24 hr 4825.95 4845.95 Allowed EG1F 537.3 42.9 0.0478 2082.074 SL 24 hr 4793.936 4813.936 Allowed H9 0 0 0 0 4795.031 4815.031 Allowed EG1E 111.368 28.8 0.0575 1670.547 L 24 hr 4800.868 4820.868 Allowed H12 0 0 0 0 4786.727 4806.727 Allowed H10 0 0 0 0 4783.018 4803.018 Allowed EG2B 98.844 70.8 0.0148 1943.558 L 24 hr 4759.315 4779.315 Allowed H18 0 0 0 0 4759.167 4779.167 Allowed H11 0 0 0 0 4719.75 4739.75 Allowed EG2D 1791.432 45.4 0.1552 4341.869 L 24 hr 4694.245 4714.245 Allowed EG2A 1525.629 5.4 0.4345 3126.365 SL 24 hr 4804.436 4824.436 Allowed H19 0 0 0 0 4875.185 4895.185 Allowed EG2C 703.891 15.8 0.1827 3789.998 L 24 hr 4794.111 4814.111 Allowed EG2E 513.939 35.4 0.0807 2430.6 LSL 24 hr 4693.941 4713.941 Allowed H6 0 0 0 0 4691.893 4711.893 Allowed H7 0 0 0 0 4662.651 4682.651 Allowed EG3A 186.338 35.5 0.0108 853.495 L 24 hr 4659.014 4679.014 Allowed EG5B 1352.2 62.9 0.0159 3465.362 SLL 24 hr 4730.14 4750.14 Allowed EG4A 358.24 87.4 0.0185 2612.877 SL 24 hr 4674.5 4694.5 Allowed EG4C 273.359 45.2 0.0208 1270.725 L 24 hr 4659.589 4679.589 Allowed EG5G 388.951 41.8 0.0137 2811.005 CLL 24 hr 4622.554 4642.554 Allowed H4 0 0 0 0 4623.435 4643.435 Allowed H3 0 0 0 0 4607.295 4627.295 Allowed H13 0 0 0 0 5432.242 5452.242 Allowed EGT1A 1667.903 23.7 0.1243 2853.385 SLL 24 hr 4624.644 4644.644 Allowed EGT1B 30.434 9.6 0.0104 1344.746 SCLL 24 hr 4619.506 4639.506 Allowed EGT2A 1473.362 14.5 0.1475 3264.978 SLL 24 hr 4624.084 4644.084 Allowed H1 0 0 0 0 4607.155 4627.155 Allowed H2 0 0 0 0 4584.188 4604.188 Allowed EG6A 6130.363 6.4 0.1964 5567.686 SLL 24 hr 4509.073 4529.073 Allowed EG7H 4147.794 33.5 0.0177 5560.598 LSL 24 hr 4481.402 4501.402 Allowed EG7B 2404.316 12.3 0.0156 6686.37 LCL 24 hr 4839.382 4859.382 Allowed EG7G 2372.654 28.7 0.0156 5163.546 L 24 hr 4848.595 4868.595 Allowed EG7C 4261.114 10.3 0.017 5697.127 SLL 24 hr 4479.195 4499.195 Allowed H17 0 0 0 0 4479.079 4499.079 Allowed H15 0 0 0 0 4413.892 4433.892 Allowed Page 3 of 3 Bozeman Storm Water Facilities Plan Appendix C-2: Nodes, Output Data XP SWMM - NODES, OUTPUT DATA Node Max. Crown Max. Water Duration of Max. Flow Freeboard Name Scenario Storm Inflow (ft 3 ) Elevation Elevation Flooding (min.) Rate (cfs) (ft) EG7S Existing 2-yr, 24-hr 1759056.7 4622.494 4603.163 0 43.502 19.33 10-yr, 24-hr 3761510.53 4622.494 4603.622 0 100.873 18.87 25-yr, 24-hr 4166113.14 4622.494 4603.699 0 112.035 18.79 50-yr, 24-hr 5540896.29 4622.494 4603.943 0 150.195 18.55 100-yr, 24-hr 6354355.14 4622.494 4604.078 0 172.759 18.42 Future 2-yr, 24-hr 1759420.67 4612.494 4603.163 0 43.502 19.33 10-yr, 24-hr 3761830.34 4612.494 4603.622 0 100.873 18.87 25-yr, 24-hr 4166327.48 4612.494 4603.699 0 112.035 18.8 50-yr, 24-hr 5543249.08 4612.494 4603.943 0 150.195 18.55 100-yr, 24-hr 6352819.34 4612.494 4604.078 0 172.759 18.42 Pre-Development 2-yr, 24-hr 371773.435 4612.494 4602.782 0 11.008 19.71 10-yr, 24-hr 1866676.16 4612.494 4603.151 0 42.288 19.34 25-yr, 24-hr 2226709.98 4612.494 4603.217 0 49.413 19.28 50-yr, 24-hr 3483607.87 4612.494 4603.432 0 75.144 19.06 100-yr, 24-hr 4240985.46 4612.494 4603.553 0 91.348 18.94 EG7L Existing 2-yr, 24-hr 497718.746 4489.227 4471.254 0 15.372 17.97 10-yr, 24-hr 2046495.74 4489.227 4472.327 0 53.148 16.9 25-yr, 24-hr 2412985.58 4489.227 4472.528 0 61.491 16.7 50-yr, 24-hr 3681024.38 4489.227 4473.197 0 91.148 16.03 100-yr, 24-hr 4444249.05 4489.227 4473.583 0 109.525 15.64 Future 2-yr, 24-hr 497808.133 4480.227 4471.253 0 15.372 17.97 10-yr, 24-hr 2046658.31 4480.227 4472.326 0 53.148 16.9 25-yr, 24-hr 2413161.65 4480.227 4472.527 0 61.491 16.7 50-yr, 24-hr 3682407.37 4480.227 4473.196 0 91.148 16.03 100-yr, 24-hr 4443419.95 4480.227 4473.583 0 109.525 15.64 Pre-Development 2-yr, 24-hr 396007.495 4489.227 4470.763 0 12.293 18.46 10-yr, 24-hr 1909277.73 4489.227 4471.634 0 48.415 17.59 25-yr, 24-hr 2271456.73 4489.227 4471.807 0 56.519 17.42 50-yr, 24-hr 3533230.83 4489.227 4472.397 0 85.479 16.83 100-yr, 24-hr 4291298.11 4489.227 4472.748 0 103.512 16.48 EG7K Existing 2-yr, 24-hr 2075355.39 4638.191 4618.983 0 52.603 19.21 10-yr, 24-hr 4496841.33 4638.191 4619.514 0 119.553 18.68 25-yr, 24-hr 4948704.66 4638.191 4619.6 0 132.121 18.59 50-yr, 24-hr 6461959.01 4638.191 4619.873 0 174.604 18.32 100-yr, 24-hr 7350241.74 4638.191 4620.033 0 201.673 18.16 Future 2-yr, 24-hr 2075795.83 4628.191 4618.983 0 52.603 19.21 10-yr, 24-hr 4497237.66 4628.191 4619.513 0 119.553 18.68 25-yr, 24-hr 4948907.4 4628.191 4619.6 0 132.121 18.59 50-yr, 24-hr 6464734.63 4628.191 4619.873 0 174.604 18.32 100-yr, 24-hr 7348393.93 4628.191 4620.033 0 201.673 18.16 Pre-Development 2-yr, 24-hr 614734.773 4638.191 4618.558 0 15.089 19.63 10-yr, 24-hr 2732631.63 4638.191 4619.004 0 55.002 19.19 25-yr, 24-hr 3152358.19 4638.191 4619.081 0 63.579 19.11 50-yr, 24-hr 4579706.31 4638.191 4619.328 0 94.09 18.86 100-yr, 24-hr 5424967.67 4638.191 4619.466 0 113.05 18.72 EG7F Existing 2-yr, 24-hr 632777.98 4489.227 4471.432 0 18.793 17.8 10-yr, 24-hr 2719914.17 4489.227 4472.54 0 61.214 16.69 25-yr, 24-hr 3218140.47 4489.227 4472.742 0 70.78 16.48 50-yr, 24-hr 4948521.56 4489.227 4473.412 0 105.243 15.82 100-yr, 24-hr 5993858.25 4489.227 4473.797 0 126.919 15.43 Future 2-yr, 24-hr 632881.393 4480.227 4471.431 0 18.793 17.8 10-yr, 24-hr 2720091.08 4480.227 4472.539 0 61.214 16.69 25-yr, 24-hr 3218316.85 4480.227 4472.741 0 70.78 16.49 50-yr, 24-hr 4950169.86 4480.227 4473.411 0 105.243 15.82 100-yr, 24-hr 5993008.67 4480.227 4473.797 0 126.919 15.43 Node Max. Crown Max. Water Duration of Max. Flow Freeboard Name Scenario Storm Inflow (ft 3 ) Elevation Elevation Flooding (min.) Rate (cfs) (ft) 100-yr, 24-hr 5778052.09 4489.227 4472.975 0 117.896 16.25 H16 Existing 2-yr, 24-hr 0 4489.227 4470.703 0 18.52 10-yr, 24-hr 0 4489.227 4471.944 0 17.28 25-yr, 24-hr 0 4489.227 4472.163 0 17.06 50-yr, 24-hr 0 4489.227 4472.876 0 16.35 100-yr, 24-hr 0 4489.227 4473.28 0 15.95 Future 2-yr, 24-hr 0 4479.227 4470.703 0 18.52 10-yr, 24-hr 0 4479.227 4471.943 0 17.28 25-yr, 24-hr 0 4479.227 4472.162 0 17.07 50-yr, 24-hr 0 4479.227 4472.875 0 16.35 100-yr, 24-hr 0 4479.227 4473.279 0 15.95 Pre-Development 2-yr, 24-hr 0 4489.227 4470.06 0 19.17 10-yr, 24-hr 0 4489.227 4471.166 0 18.06 25-yr, 24-hr 0 4489.227 4471.367 0 17.86 50-yr, 24-hr 0 4489.227 4472.026 0 17.2 100-yr, 24-hr 0 4489.227 4472.406 0 16.82 EG5Q Existing 2-yr, 24-hr 3254611.6 4860.983 4841.927 0 86.686 19.06 10-yr, 24-hr 7042619.45 4860.983 4842.609 0 206.033 18.37 25-yr, 24-hr 7820127.89 4860.983 4842.722 0 228.865 18.26 50-yr, 24-hr 1.05E+07 4860.983 4843.088 0 308.384 17.9 100-yr, 24-hr 1.21E+07 4860.983 4843.314 0 361.427 17.67 Future 2-yr, 24-hr 3255237.12 4850.983 4841.927 0 86.686 19.06 10-yr, 24-hr 7043338.22 4850.983 4842.57 0 206.033 18.41 25-yr, 24-hr 7820461.25 4850.983 4842.683 0 228.865 18.3 50-yr, 24-hr 1.05E+07 4850.983 4844.648 0 308.384 16.33 100-yr, 24-hr 1.21E+07 4850.983 4874.497 33.2 361.427 -13.51 Pre-Development 2-yr, 24-hr 575180.871 4860.983 4841.351 0 18.863 19.63 10-yr, 24-hr 3252211.43 4860.983 4841.943 0 89.204 19.04 25-yr, 24-hr 3935360.37 4860.983 4842.044 0 104.841 18.94 50-yr, 24-hr 6392831.69 4860.983 4842.374 0 161.284 18.61 100-yr, 24-hr 7893275.73 4860.983 4842.561 0 196.696 18.42 EG5P Existing 2-yr, 24-hr 1611311.58 4673.298 4654.658 0 43.237 18.64 10-yr, 24-hr 3217156.41 4673.298 4655.635 0 94.224 17.66 25-yr, 24-hr 3532303.63 4673.298 4655.773 0 104.584 17.53 50-yr, 24-hr 4597040.79 4673.298 4656.26 0 142.868 17.04 100-yr, 24-hr 5223773.91 4673.298 4656.558 0 165.759 16.74 Future 2-yr, 24-hr 1611637.43 4663.298 4654.658 0 43.237 18.64 10-yr, 24-hr 3217503.1 4663.298 4754.122 394.5 94.224 -80.82 25-yr, 24-hr 3532397.01 4663.298 4765.932 448.1 104.584 -92.63 50-yr, 24-hr 4599143.62 4663.298 4823.028 557.9 142.868 -149.73 100-yr, 24-hr 5222195.57 4663.298 4869.993 994.4 165.759 -196.7 Pre-Development 2-yr, 24-hr 319463.684 4673.298 4653.826 0 10.371 19.47 10-yr, 24-hr 1491842.41 4673.298 4654.758 0 41.304 18.54 25-yr, 24-hr 1771295.39 4673.298 4654.913 0 48.141 18.38 50-yr, 24-hr 2744699.45 4673.298 4655.32 0 72.34 17.98 100-yr, 24-hr 3328482.01 4673.298 4655.549 0 87.259 17.75 EG6B Existing 2-yr, 24-hr 710431.387 4665.612 4646.853 0 22.054 18.76 10-yr, 24-hr 1398480.5 4665.612 4647.679 0 50.066 17.93 25-yr, 24-hr 1525123.61 4665.612 4647.871 0 55.221 17.74 50-yr, 24-hr 1946841.42 4665.612 4648.527 0 72.5 17.08 100-yr, 24-hr 2193683.54 4665.612 4648.919 0 82.55 16.69 Future 2-yr, 24-hr 710556.005 4655.612 4646.853 0 22.054 18.76 10-yr, 24-hr 1398683.81 4655.612 4748.382 429.3 50.066 -82.77 25-yr, 24-hr 1525079.89 4655.612 4760.685 491 55.221 -95.07 50-yr, 24-hr 1947774.06 4655.612 4822.466 641.3 72.5 -156.85 100-yr, 24-hr 2192857.81 4655.612 4869.557 1067.8 82.55 -203.94 Node Max. Crown Max. Water Duration of Max. Flow Freeboard Name Scenario Storm Inflow (ft 3 ) Elevation Elevation Flooding (min.) Rate (cfs) (ft) 10-yr, 24-hr 242518.16 4644.045 4646.921 552.4 12.173 -2.88 25-yr, 24-hr 264547.546 4644.045 4647.121 654.7 13.142 -3.08 50-yr, 24-hr 338370.053 4644.045 4647.627 944.5 16.294 -3.58 100-yr, 24-hr 381678.236 4644.045 4647.842 1170 18.109 -3.8 Future 2-yr, 24-hr 127118.88 4634.045 4630.45 0 6.012 13.59 10-yr, 24-hr 242577.302 4634.045 4763.654 511.9 12.173 -119.61 25-yr, 24-hr 264519.815 4634.045 4775.78 593.9 13.142 -131.73 50-yr, 24-hr 338537.512 4634.045 4850.708 1196.4 16.294 -206.66 100-yr, 24-hr 381518.952 4634.045 4875.251 1609.4 18.109 -231.21 Pre-Development 2-yr, 24-hr 24799.797 4644.045 4627.805 0 1.811 16.24 10-yr, 24-hr 108423.078 4644.045 4645.644 280.5 7.874 -1.6 25-yr, 24-hr 128090.235 4644.045 4646.158 404.2 9.023 -2.11 50-yr, 24-hr 196690.033 4644.045 4647.051 755.7 12.659 -3.01 100-yr, 24-hr 237285.909 4644.045 4647.368 908.8 14.678 -3.32 EG4B Existing 2-yr, 24-hr 1144871.36 4733.098 4713.63 0 39.047 19.47 10-yr, 24-hr 2231345.81 4733.098 4713.953 0 90.232 19.15 25-yr, 24-hr 2439742.88 4733.098 4713.975 0 99.555 19.12 50-yr, 24-hr 3143115.32 4733.098 4714.025 0 130.398 19.07 100-yr, 24-hr 3557295.82 4733.098 4714.027 0 148.167 19.07 Future 2-yr, 24-hr 1145009.7 4723.098 4713.63 0 39.047 19.47 10-yr, 24-hr 2231728.26 4723.098 4784.489 335.7 90.232 -51.39 25-yr, 24-hr 2439606.24 4723.098 4794.597 409.2 99.555 -61.5 50-yr, 24-hr 3144657.96 4723.098 4847.084 514.2 130.398 -113.99 100-yr, 24-hr 3555842.7 4723.098 4890.568 892.7 148.167 -157.47 Pre-Development 2-yr, 24-hr 190671.684 4733.098 4713.306 0 8.421 19.79 10-yr, 24-hr 934271.337 4733.098 4713.647 0 40.924 19.45 25-yr, 24-hr 1103008.75 4733.098 4713.681 0 47.218 19.42 50-yr, 24-hr 1741332.74 4733.098 4713.835 0 68.333 19.26 100-yr, 24-hr 2134564.29 4733.098 4713.876 0 81.078 19.22 BC2F Existing 2-yr, 24-hr 1321033.31 4869.64 4850.24 0 48.999 19.4 10-yr, 24-hr 3008697.07 4869.64 4850.927 0 125.605 18.71 25-yr, 24-hr 3353571.91 4869.64 4851.075 0 140.828 18.57 50-yr, 24-hr 4546132.33 4869.64 4851.598 0 192.695 18.04 100-yr, 24-hr 5269723.24 4869.64 4851.916 0 223.403 17.72 Future 2-yr, 24-hr 1321165.76 4859.64 4850.24 0 48.999 19.4 10-yr, 24-hr 3009222.24 4859.64 4850.92 0 125.605 18.72 25-yr, 24-hr 3353484.71 4859.64 4850.966 0 140.828 18.67 50-yr, 24-hr 4548453.99 4859.64 4851.518 0 192.695 18.12 100-yr, 24-hr 5267513.74 4859.64 4853.155 0 223.403 16.48 Pre-Development 2-yr, 24-hr 333350.274 4869.64 4849.916 0 14.198 19.72 10-yr, 24-hr 1650752.5 4869.64 4850.444 0 69.824 19.2 25-yr, 24-hr 1949241.95 4869.64 4850.546 0 80.792 19.09 50-yr, 24-hr 3100255.33 4869.64 4850.895 0 117.889 18.74 100-yr, 24-hr 3801954.51 4869.64 4851.107 0 139.678 18.53 BC1A Existing 2-yr, 24-hr 1273907.18 5020.201 5000.915 0 53.397 19.29 10-yr, 24-hr 3485875.57 5020.201 5001.67 0 169.173 18.53 25-yr, 24-hr 3964837.82 5020.201 5001.795 0 192.322 18.41 50-yr, 24-hr 5631475.52 5020.201 5002.184 0 270.373 18.02 100-yr, 24-hr 6631946.12 5020.201 5002.394 0 316.084 17.81 Future 2-yr, 24-hr 1274001.62 5010.201 5000.915 0 53.397 19.29 10-yr, 24-hr 3486592.19 5010.201 5001.669 0 169.173 18.53 25-yr, 24-hr 3964740.96 5010.201 5001.794 0 192.322 18.41 50-yr, 24-hr 5634506.7 5010.201 5002.183 0 270.373 18.02 100-yr, 24-hr 6628929.87 5010.201 5002.394 0 316.084 17.81 Pre-Development 2-yr, 24-hr 525532.818 5020.201 5000.668 0 26.772 19.53 10-yr, 24-hr 2477020.38 5020.201 5001.397 0 121.407 18.8 Node Max. Crown Max. Water Duration of Max. Flow Freeboard Name Scenario Storm Inflow (ft 3 ) Elevation Elevation Flooding (min.) Rate (cfs) (ft) 50-yr, 24-hr 1100373.68 5081.314 5061.981 0 57.515 19.33 100-yr, 24-hr 1278353.52 5081.314 5062.039 0 65.831 19.27 Future 2-yr, 24-hr 299225.465 5071.314 5061.586 0 13.395 19.73 10-yr, 24-hr 713456.733 5071.314 5061.833 0 38.335 19.48 25-yr, 24-hr 800818.575 5071.314 5061.87 0 42.857 19.44 50-yr, 24-hr 1100956.6 5071.314 5061.981 0 57.515 19.33 100-yr, 24-hr 1277741.68 5071.314 5062.039 0 65.831 19.27 Pre-Development 2-yr, 24-hr 97877.635 5081.314 5061.478 0 5.789 19.84 10-yr, 24-hr 445410.076 5081.314 5061.714 0 25.159 19.6 25-yr, 24-hr 525935.456 5081.314 5061.754 0 29.427 19.56 50-yr, 24-hr 811281.125 5081.314 5061.876 0 43.684 19.44 100-yr, 24-hr 981840.23 5081.314 5061.94 0 51.944 19.37 BC2A Existing 2-yr, 24-hr 1581498.7 4908.172 4888.968 0 46.687 19.2 10-yr, 24-hr 3315152.29 4908.172 4889.573 0 105.713 18.6 25-yr, 24-hr 3628529.16 4908.172 4889.671 0 117.444 18.5 50-yr, 24-hr 4671933.27 4908.172 4889.981 0 157.513 18.19 100-yr, 24-hr 5283122.24 4908.172 4890.149 0 181.228 18.02 Future 2-yr, 24-hr 1581814.67 4898.172 4888.968 0 46.687 19.2 10-yr, 24-hr 3315562.84 4898.172 4889.572 0 105.713 18.6 25-yr, 24-hr 3628524.8 4898.172 4889.671 0 117.444 18.5 50-yr, 24-hr 4674127.01 4898.172 4889.976 0 157.513 18.2 100-yr, 24-hr 5281324.26 4898.172 4890.149 0 181.228 18.02 Pre-Development 2-yr, 24-hr 620668.727 4908.172 4888.604 0 15.945 19.57 10-yr, 24-hr 2224655.3 4908.172 4889.135 0 55.067 19.04 25-yr, 24-hr 2523597.73 4908.172 4889.216 0 62.91 18.96 50-yr, 24-hr 3529488.75 4908.172 4889.466 0 89.89 18.71 100-yr, 24-hr 4119802.36 4908.172 4889.602 0 106.095 18.57 BC2E Existing 2-yr, 24-hr 1141891.27 4907.187 4887.832 0 38.095 19.36 10-yr, 24-hr 2536668.97 4907.187 4888.327 0 95.451 18.86 25-yr, 24-hr 2817583.28 4907.187 4888.411 0 106.979 18.78 50-yr, 24-hr 3800818.18 4907.187 4888.682 0 146.738 18.51 100-yr, 24-hr 4399776.03 4907.187 4888.831 0 170.521 18.36 Future 2-yr, 24-hr 1142048.29 4897.187 4887.832 0 38.095 19.36 10-yr, 24-hr 2537055.36 4897.187 4888.326 0 95.451 18.86 25-yr, 24-hr 2817569 4897.187 4888.411 0 106.979 18.78 50-yr, 24-hr 3802706.71 4897.187 4888.681 0 146.738 18.51 100-yr, 24-hr 4398082.01 4897.187 4888.831 0 170.521 18.36 Pre-Development 2-yr, 24-hr 253710.236 4907.187 4887.467 0 9.805 19.72 10-yr, 24-hr 1302069.23 4907.187 4887.941 0 49.053 19.25 25-yr, 24-hr 1558427.14 4907.187 4888.017 0 57.161 19.17 50-yr, 24-hr 2492613.24 4907.187 4888.251 0 85.223 18.94 100-yr, 24-hr 3061269.12 4907.187 4888.379 0 102.08 18.81 H14 Existing 2-yr, 24-hr 0 4898.136 4879.119 0 19.02 10-yr, 24-hr 0 4898.136 4879.882 0 18.25 25-yr, 24-hr 0 4898.136 4880.01 0 18.13 50-yr, 24-hr 0 4898.136 4880.415 0 17.72 100-yr, 24-hr 0 4898.136 4880.637 0 17.5 Future 2-yr, 24-hr 0 4888.136 4879.119 0 19.02 10-yr, 24-hr 0 4888.136 4879.881 0 18.26 25-yr, 24-hr 0 4888.136 4880.008 0 18.13 50-yr, 24-hr 0 4888.136 4880.411 0 17.72 100-yr, 24-hr 0 4888.136 4880.637 0 17.5 Pre-Development 2-yr, 24-hr 0 4898.136 4878.625 0 19.51 10-yr, 24-hr 0 4898.136 4879.314 0 18.82 25-yr, 24-hr 0 4898.136 4879.422 0 18.71 50-yr, 24-hr 0 4898.136 4879.759 0 18.38 Node Max. Crown Max. Water Duration of Max. Flow Freeboard Name Scenario Storm Inflow (ft 3 ) Elevation Elevation Flooding (min.) Rate (cfs) (ft) Future 2-yr, 24-hr 557934.514 4859.878 4850.958 0 23.123 16.92 10-yr, 24-hr 1166400.48 4859.878 4851.963 0 51.195 15.92 25-yr, 24-hr 1275516.78 4859.878 4852.085 0 56.08 15.79 50-yr, 24-hr 1639536.26 4859.878 4852.697 0 72.03 15.18 100-yr, 24-hr 1850647.61 4859.878 4853.347 0 81.18 14.53 Pre-Development 2-yr, 24-hr 241144.484 4867.878 4850.47 0 9.996 17.41 10-yr, 24-hr 819286.097 4867.878 4851.382 0 29.338 16.5 25-yr, 24-hr 925535.58 4867.878 4851.526 0 33.671 16.35 50-yr, 24-hr 1281315.58 4867.878 4851.976 0 48.34 15.9 100-yr, 24-hr 1488832.54 4867.878 4852.264 0 57.01 15.61 H8 Existing 2-yr, 24-hr 0 4868.066 4849.436 0 18.63 10-yr, 24-hr 0 4868.066 4850.636 0 17.43 25-yr, 24-hr 0 4868.066 4850.839 0 17.23 50-yr, 24-hr 0 4868.066 4851.482 0 16.58 100-yr, 24-hr 0 4868.066 4851.836 0 16.23 Future 2-yr, 24-hr 0 4858.066 4849.436 0 18.63 10-yr, 24-hr 0 4858.066 4850.595 0 17.47 25-yr, 24-hr 0 4858.066 4850.654 0 17.41 50-yr, 24-hr 0 4858.066 4851.364 0 16.7 100-yr, 24-hr 0 4858.066 4852.792 0 15.27 Pre-Development 2-yr, 24-hr 0 4868.066 4848.804 0 19.26 10-yr, 24-hr 0 4868.066 4849.918 0 18.15 25-yr, 24-hr 0 4868.066 4850.088 0 17.98 50-yr, 24-hr 0 4868.066 4850.611 0 17.45 100-yr, 24-hr 0 4868.066 4850.924 0 17.14 BC3B Existing 2-yr, 24-hr 132061.593 4787 4768.585 0 5.573 18.42 10-yr, 24-hr 275123.581 4787 4770.179 0 12.238 16.82 25-yr, 24-hr 300846.716 4787 4770.46 0 13.389 16.54 50-yr, 24-hr 386179.124 4787 4771.366 0 17.139 15.63 100-yr, 24-hr 436172.219 4787 4771.948 0 19.288 15.05 Future 2-yr, 24-hr 132073.567 4777 4768.585 0 5.573 18.42 10-yr, 24-hr 275178.091 4777 4813.767 420.8 12.238 -26.77 25-yr, 24-hr 300821.213 4777 4794.055 521.5 13.389 -7.05 50-yr, 24-hr 386370.343 4777 4841.829 1235.9 17.139 -54.83 100-yr, 24-hr 435978.001 4777 4855.247 1952.1 19.288 -68.25 Pre-Development 2-yr, 24-hr 56926.881 4787 4767.8 0 2.426 19.2 10-yr, 24-hr 192995.74 4787 4769.205 0 7.136 17.79 25-yr, 24-hr 217981.688 4787 4769.432 0 8.179 17.57 50-yr, 24-hr 301627.998 4787 4770.14 0 11.692 16.86 100-yr, 24-hr 350401.482 4787 4770.58 0 13.76 16.42 3519 Existing 2-yr, 24-hr 63471.14 4876.81 4877.664 382.1 3.349 -0.85 10-yr, 24-hr 130740.933 4876.81 4878.66 984.1 6.576 -1.85 25-yr, 24-hr 142769.838 4876.81 4878.779 1236.1 7.097 -1.97 50-yr, 24-hr 182648.233 4876.81 4879.145 1917.3 8.791 -2.33 100-yr, 24-hr 205996.142 4876.81 4879.336 2137.5 9.766 -2.53 Future 2-yr, 24-hr 63467.997 4876.81 4877.668 383.8 3.349 -0.86 10-yr, 24-hr 130772.742 4876.81 4878.659 980.1 6.576 -1.85 25-yr, 24-hr 142756.133 4876.81 4878.773 1221.7 7.097 -1.96 50-yr, 24-hr 182740.219 4876.81 4879.153 1920.8 8.791 -2.34 100-yr, 24-hr 205906.07 4876.81 4879.321 2124.5 9.766 -2.51 Pre-Development 2-yr, 24-hr 27966.33 4876.81 4876.921 109 1.65 -0.11 10-yr, 24-hr 92964.526 4876.81 4878.35 765 5.128 -1.54 25-yr, 24-hr 104737.649 4876.81 4878.517 849 5.71 -1.71 50-yr, 24-hr 144053.887 4876.81 4878.922 1523.8 7.561 -2.11 100-yr, 24-hr 166900.867 4876.81 4879.123 1801.8 8.601 -2.31 3518 Existing 2-yr, 24-hr 0 4874.15 4874.21 303.8 -0.06 Node Max. Crown Max. Water Duration of Max. Flow Freeboard Name Scenario Storm Inflow (ft 3 ) Elevation Elevation Flooding (min.) Rate (cfs) (ft) 25-yr, 24-hr 0 4874.15 4874.899 1064.1 -0.75 50-yr, 24-hr 0 4874.15 4875.155 1949.4 -1 100-yr, 24-hr 0 4874.15 4875.302 2179 -1.15 Pre-Development 2-yr, 24-hr 0 4874.15 4873.708 0 0.44 10-yr, 24-hr 0 4874.15 4874.598 749.5 -0.45 25-yr, 24-hr 0 4874.15 4874.707 849.5 -0.56 50-yr, 24-hr 0 4874.15 4874.991 1372.5 -0.84 100-yr, 24-hr 0 4874.15 4875.122 1812 -0.97 3056 Existing 2-yr, 24-hr 0 4857.32 4854.408 0 2.91 10-yr, 24-hr 0 4857.32 4854.551 0 2.77 25-yr, 24-hr 0 4857.32 4854.568 0 2.75 50-yr, 24-hr 0 4857.32 4854.633 0 2.69 100-yr, 24-hr 0 4857.32 4854.674 0 2.65 Future 2-yr, 24-hr 0 4857.32 4854.408 0 2.91 10-yr, 24-hr 0 4857.32 4854.55 0 2.77 25-yr, 24-hr 0 4857.32 4854.572 0 2.75 50-yr, 24-hr 0 4857.32 4854.633 0 2.69 100-yr, 24-hr 0 4857.32 4854.668 0 2.65 Pre-Development 2-yr, 24-hr 0 4857.32 4854.283 0 3.04 10-yr, 24-hr 0 4857.32 4854.504 0 2.82 25-yr, 24-hr 0 4857.32 4854.528 0 2.79 50-yr, 24-hr 0 4857.32 4854.593 0 2.73 100-yr, 24-hr 0 4857.32 4854.627 0 2.69 3055 Existing 2-yr, 24-hr 0 4856.74 4849.664 0 7.08 10-yr, 24-hr 0 4856.74 4849.668 0 7.07 25-yr, 24-hr 0 4856.74 4849.669 0 7.07 50-yr, 24-hr 0 4856.74 4849.67 0 7.07 100-yr, 24-hr 0 4856.74 4849.672 0 7.07 Future 2-yr, 24-hr 0 4856.74 4849.664 0 7.08 10-yr, 24-hr 0 4856.74 4849.668 0 7.07 25-yr, 24-hr 0 4856.74 4849.669 0 7.07 50-yr, 24-hr 0 4856.74 4849.67 0 7.07 100-yr, 24-hr 0 4856.74 4849.671 0 7.07 Pre-Development 2-yr, 24-hr 0 4856.74 4849.661 0 7.08 10-yr, 24-hr 0 4856.74 4849.667 0 7.07 25-yr, 24-hr 0 4856.74 4849.668 0 7.07 50-yr, 24-hr 0 4856.74 4849.669 0 7.07 100-yr, 24-hr 0 4856.74 4849.67 0 7.07 2955 Existing 2-yr, 24-hr 0 4840.21 4834.561 0 5.65 10-yr, 24-hr 0 4840.21 4834.567 0 5.64 25-yr, 24-hr 0 4840.21 4834.568 0 5.64 50-yr, 24-hr 0 4840.21 4834.57 0 5.64 100-yr, 24-hr 0 4840.21 4834.572 0 5.64 Future 2-yr, 24-hr 0 4840.21 4834.561 0 5.65 10-yr, 24-hr 0 4840.21 4834.567 0 5.64 25-yr, 24-hr 0 4840.21 4834.568 0 5.64 50-yr, 24-hr 0 4840.21 4834.57 0 5.64 100-yr, 24-hr 0 4840.21 4834.572 0 5.64 Pre-Development 2-yr, 24-hr 0 4840.21 4834.556 0 5.65 10-yr, 24-hr 0 4840.21 4834.565 0 5.64 25-yr, 24-hr 0 4840.21 4834.566 0 5.64 50-yr, 24-hr 0 4840.21 4834.569 0 5.64 100-yr, 24-hr 0 4840.21 4834.57 0 5.64 3071 Existing 2-yr, 24-hr 0 4836.18 4830.159 0 6.02 10-yr, 24-hr 0 4836.18 4830.163 0 6.02 25-yr, 24-hr 0 4836.18 4830.163 0 6.02 Node Max. Crown Max. Water Duration of Max. Flow Freeboard Name Scenario Storm Inflow (ft 3 ) Elevation Elevation Flooding (min.) Rate (cfs) (ft) 100-yr, 24-hr 0 4836.18 4830.166 0 6.01 Pre-Development 2-yr, 24-hr 0 4836.18 4830.156 0 6.02 10-yr, 24-hr 0 4836.18 4830.161 0 6.02 25-yr, 24-hr 0 4836.18 4830.163 0 6.02 50-yr, 24-hr 0 4836.18 4830.164 0 6.02 100-yr, 24-hr 0 4836.18 4830.165 0 6.02 3072 Existing 2-yr, 24-hr 0 4827.33 4821.355 0 5.98 10-yr, 24-hr 0 4827.33 4821.435 0 5.89 25-yr, 24-hr 0 4827.33 4821.44 0 5.89 50-yr, 24-hr 0 4827.33 4821.457 0 5.87 100-yr, 24-hr 0 4827.33 4821.468 0 5.86 Future 2-yr, 24-hr 0 4827.33 4821.355 0 5.98 10-yr, 24-hr 0 4827.33 4821.435 0 5.9 25-yr, 24-hr 0 4827.33 4821.439 0 5.89 50-yr, 24-hr 0 4827.33 4821.457 0 5.87 100-yr, 24-hr 0 4827.33 4821.466 0 5.86 Pre-Development 2-yr, 24-hr 0 4827.33 4821.352 0 5.98 10-yr, 24-hr 0 4827.33 4821.42 0 5.91 25-yr, 24-hr 0 4827.33 4821.429 0 5.9 50-yr, 24-hr 0 4827.33 4821.446 0 5.88 100-yr, 24-hr 0 4827.33 4821.456 0 5.87 3075 Existing 2-yr, 24-hr 0 4818.44 4813.81 0 4.63 10-yr, 24-hr 0 4818.44 4817.502 0 0.94 25-yr, 24-hr 0 4818.44 4817.594 0 0.85 50-yr, 24-hr 0 4818.44 4817.932 0 0.51 100-yr, 24-hr 0 4818.44 4818.123 0 0.32 Future 2-yr, 24-hr 0 4818.44 4813.824 0 4.62 10-yr, 24-hr 0 4818.44 4817.495 0 0.94 25-yr, 24-hr 0 4818.44 4817.591 0 0.85 50-yr, 24-hr 0 4818.44 4817.928 0 0.51 100-yr, 24-hr 0 4818.44 4818.096 0 0.34 Pre-Development 2-yr, 24-hr 0 4818.44 4812.727 0 5.71 10-yr, 24-hr 0 4818.44 4817.146 0 1.29 25-yr, 24-hr 0 4818.44 4817.38 0 1.06 50-yr, 24-hr 0 4818.44 4817.731 0 0.71 100-yr, 24-hr 0 4818.44 4817.927 0 0.51 3062 Existing 2-yr, 24-hr 0 4818.09 4813.67 0 4.42 10-yr, 24-hr 0 4818.09 4817.328 0 0.76 25-yr, 24-hr 0 4818.09 4817.423 0 0.67 50-yr, 24-hr 0 4818.09 4817.758 0 0.33 100-yr, 24-hr 0 4818.09 4817.952 0 0.14 Future 2-yr, 24-hr 0 4818.09 4813.68 0 4.41 10-yr, 24-hr 0 4818.09 4817.323 0 0.77 25-yr, 24-hr 0 4818.09 4817.417 0 0.67 50-yr, 24-hr 0 4818.09 4817.753 0 0.34 100-yr, 24-hr 0 4818.09 4817.919 0 0.17 Pre-Development 2-yr, 24-hr 0 4818.09 4813.09 0 5 10-yr, 24-hr 0 4818.09 4816.974 0 1.12 25-yr, 24-hr 0 4818.09 4817.212 0 0.88 50-yr, 24-hr 0 4818.09 4817.562 0 0.53 100-yr, 24-hr 0 4818.09 4817.752 0 0.34 2956 Existing 2-yr, 24-hr 68459.361 4843.04 4838.535 0 3.682 4.5 10-yr, 24-hr 140971.374 4843.04 4844.002 197.8 7.135 -0.96 25-yr, 24-hr 153932.658 4843.04 4844.121 225.5 7.692 -1.08 50-yr, 24-hr 196903.261 4843.04 4844.609 357.7 9.51 -1.57 100-yr, 24-hr 222059.126 4843.04 4844.846 448 10.557 -1.81 Node Max. Crown Max. Water Duration of Max. Flow Freeboard Name Scenario Storm Inflow (ft 3 ) Elevation Elevation Flooding (min.) Rate (cfs) (ft) 10-yr, 24-hr 100430.62 4843.04 4843.469 125.3 5.72 -0.43 25-yr, 24-hr 113123.8 4843.04 4843.734 165.1 6.346 -0.69 50-yr, 24-hr 155505.141 4843.04 4844.347 286.7 8.331 -1.31 100-yr, 24-hr 180126.86 4843.04 4844.604 358.3 9.445 -1.56 3070 Existing 2-yr, 24-hr 0 4833.22 4827.925 0 5.3 10-yr, 24-hr 0 4833.22 4828.14 0 5.08 25-yr, 24-hr 0 4833.22 4828.154 0 5.07 50-yr, 24-hr 0 4833.22 4828.224 0 5 100-yr, 24-hr 0 4833.22 4828.442 0 4.78 Future 2-yr, 24-hr 0 4833.22 4827.925 0 5.3 10-yr, 24-hr 0 4833.22 4828.139 0 5.08 25-yr, 24-hr 0 4833.22 4828.155 0 5.07 50-yr, 24-hr 0 4833.22 4828.22 0 5 100-yr, 24-hr 0 4833.22 4828.27 0 4.95 Pre-Development 2-yr, 24-hr 0 4833.22 4827.735 0 5.49 10-yr, 24-hr 0 4833.22 4828.084 0 5.14 25-yr, 24-hr 0 4833.22 4828.117 0 5.1 50-yr, 24-hr 0 4833.22 4828.182 0 5.04 100-yr, 24-hr 0 4833.22 4828.222 0 5 3059 Existing 2-yr, 24-hr 0 4823.78 4818.436 0 5.34 10-yr, 24-hr 0 4823.78 4822.32 0 1.46 25-yr, 24-hr 0 4823.78 4822.431 0 1.35 50-yr, 24-hr 0 4823.78 4822.866 0 0.91 100-yr, 24-hr 0 4823.78 4823.155 0 0.62 Future 2-yr, 24-hr 0 4823.78 4818.437 0 5.34 10-yr, 24-hr 0 4823.78 4822.311 0 1.47 25-yr, 24-hr 0 4823.78 4822.436 0 1.34 50-yr, 24-hr 0 4823.78 4822.855 0 0.92 100-yr, 24-hr 0 4823.78 4823.076 0 0.7 Pre-Development 2-yr, 24-hr 0 4823.78 4818.164 0 5.62 10-yr, 24-hr 0 4823.78 4821.824 0 1.96 25-yr, 24-hr 0 4823.78 4822.148 0 1.63 50-yr, 24-hr 0 4823.78 4822.613 0 1.17 100-yr, 24-hr 0 4823.78 4822.868 0 0.91 3073 Existing 2-yr, 24-hr 0 4823.14 4818.43 0 4.71 10-yr, 24-hr 0 4823.14 4822.32 0 0.82 25-yr, 24-hr 0 4823.14 4822.433 0 0.71 50-yr, 24-hr 0 4823.14 4822.866 0 0.27 100-yr, 24-hr 0 4823.14 4823.145 113.5 -0.01 Future 2-yr, 24-hr 0 4823.14 4818.43 0 4.71 10-yr, 24-hr 0 4823.14 4822.312 0 0.83 25-yr, 24-hr 0 4823.14 4822.436 0 0.7 50-yr, 24-hr 0 4823.14 4822.856 0 0.28 100-yr, 24-hr 0 4823.14 4823.076 0 0.06 Pre-Development 2-yr, 24-hr 0 4823.14 4818.164 0 4.98 10-yr, 24-hr 0 4823.14 4821.82 0 1.32 25-yr, 24-hr 0 4823.14 4822.148 0 0.99 50-yr, 24-hr 0 4823.14 4822.615 0 0.52 100-yr, 24-hr 0 4823.14 4822.868 0 0.27 3074 Existing 2-yr, 24-hr 0 4817.2 4813.634 0 3.57 10-yr, 24-hr 0 4817.2 4817.326 150 -0.13 25-yr, 24-hr 0 4817.2 4817.418 186.5 -0.22 50-yr, 24-hr 0 4817.2 4817.755 333 -0.55 100-yr, 24-hr 0 4817.2 4817.945 432.5 -0.74 Future 2-yr, 24-hr 0 4817.2 4813.646 0 3.55 10-yr, 24-hr 0 4817.2 4817.319 148 -0.12 Node Max. Crown Max. Water Duration of Max. Flow Freeboard Name Scenario Storm Inflow (ft 3 ) Elevation Elevation Flooding (min.) Rate (cfs) (ft) 50-yr, 24-hr 0 4817.2 4817.555 253.9 -0.35 100-yr, 24-hr 0 4817.2 4817.75 340.7 -0.55 3076 Existing 2-yr, 24-hr 30696.418 4813.74 4811.702 0 1.684 2.04 10-yr, 24-hr 63189.607 4813.74 4814.714 237.6 3.216 -0.97 25-yr, 24-hr 68995.245 4813.74 4814.831 273.4 3.464 -1.09 50-yr, 24-hr 88243.631 4813.74 4815.163 434 4.274 -1.42 100-yr, 24-hr 99510.736 4813.74 4815.304 543 4.742 -1.56 Future 2-yr, 24-hr 30693.936 4813.74 4811.711 0 1.684 2.03 10-yr, 24-hr 63205.376 4813.74 4814.708 236.3 3.216 -0.97 25-yr, 24-hr 68989.121 4813.74 4814.827 274.3 3.464 -1.09 50-yr, 24-hr 88288.291 4813.74 4815.164 434.7 4.274 -1.42 100-yr, 24-hr 99468.203 4813.74 4815.297 541.2 4.742 -1.56 Pre-Development 2-yr, 24-hr 13595.965 4813.74 4809.343 0 0.871 4.4 10-yr, 24-hr 45107.721 4813.74 4814.324 149.5 2.652 -0.58 25-yr, 24-hr 50796.774 4813.74 4814.533 196.8 2.931 -0.79 50-yr, 24-hr 69788.614 4813.74 4814.965 339.9 3.813 -1.23 100-yr, 24-hr 80819.149 4813.74 4815.148 431.5 4.309 -1.41 3078 Existing 2-yr, 24-hr 0 4811.66 4808.359 0 3.3 10-yr, 24-hr 0 4811.66 4811.102 0 0.56 25-yr, 24-hr 0 4811.66 4811.143 0 0.52 50-yr, 24-hr 0 4811.66 4811.426 0 0.23 100-yr, 24-hr 0 4811.66 4811.536 0 0.12 Future 2-yr, 24-hr 0 4811.66 4808.365 0 3.3 10-yr, 24-hr 0 4811.66 4811.099 0 0.56 25-yr, 24-hr 0 4811.66 4811.145 0 0.52 50-yr, 24-hr 0 4811.66 4811.48 0 0.18 100-yr, 24-hr 0 4811.66 4811.581 0 0.08 Pre-Development 2-yr, 24-hr 0 4811.66 4806.76 0 4.9 10-yr, 24-hr 0 4811.66 4810.334 0 1.33 25-yr, 24-hr 0 4811.66 4810.619 0 1.04 50-yr, 24-hr 0 4811.66 4811.165 0 0.5 100-yr, 24-hr 0 4811.66 4811.348 0 0.31 3520 Existing 2-yr, 24-hr 0 4811.4 4808.358 0 3.04 10-yr, 24-hr 0 4811.4 4811.098 0 0.3 25-yr, 24-hr 0 4811.4 4811.142 0 0.26 50-yr, 24-hr 0 4811.4 4811.424 49.3 -0.02 100-yr, 24-hr 0 4811.4 4811.535 127.6 -0.13 Future 2-yr, 24-hr 0 4811.4 4808.364 0 3.04 10-yr, 24-hr 0 4811.4 4811.097 0 0.3 25-yr, 24-hr 0 4811.4 4811.143 0 0.26 50-yr, 24-hr 0 4811.4 4811.439 80.4 -0.04 100-yr, 24-hr 0 4811.4 4811.577 139.1 -0.18 Pre-Development 2-yr, 24-hr 0 4811.4 4806.614 0 4.79 10-yr, 24-hr 0 4811.4 4810.334 0 1.07 25-yr, 24-hr 0 4811.4 4810.616 0 0.78 50-yr, 24-hr 0 4811.4 4811.164 0 0.24 100-yr, 24-hr 0 4811.4 4811.347 0 0.05 3077 Existing 2-yr, 24-hr 0 4811.09 4808.357 0 2.73 10-yr, 24-hr 0 4811.09 4811.094 11.8 0 25-yr, 24-hr 0 4811.09 4811.14 46.6 -0.05 50-yr, 24-hr 0 4811.09 4811.423 154.1 -0.33 100-yr, 24-hr 0 4811.09 4811.552 214 -0.46 Future 2-yr, 24-hr 0 4811.09 4808.362 0 2.73 10-yr, 24-hr 0 4811.09 4811.094 10.8 0 25-yr, 24-hr 0 4811.09 4811.139 47.1 -0.05 50-yr, 24-hr 0 4811.09 4811.448 163 -0.36 Node Max. Crown Max. Water Duration of Max. Flow Freeboard Name Scenario Storm Inflow (ft 3 ) Elevation Elevation Flooding (min.) Rate (cfs) (ft) 3067 Existing 2-yr, 24-hr 0 4810.55 4806.572 0 3.98 10-yr, 24-hr 0 4810.55 4809.346 0 1.2 25-yr, 24-hr 0 4810.55 4809.486 0 1.06 50-yr, 24-hr 0 4810.55 4809.998 0 0.55 100-yr, 24-hr 0 4810.55 4810.119 0 0.43 Future 2-yr, 24-hr 0 4810.55 4806.575 0 3.98 10-yr, 24-hr 0 4810.55 4809.343 0 1.21 25-yr, 24-hr 0 4810.55 4809.479 0 1.07 50-yr, 24-hr 0 4810.55 4810.019 0 0.53 100-yr, 24-hr 0 4810.55 4810.158 0 0.39 Pre-Development 2-yr, 24-hr 0 4810.55 4805.662 0 4.89 10-yr, 24-hr 0 4810.55 4808.379 0 2.17 25-yr, 24-hr 0 4810.55 4808.731 0 1.82 50-yr, 24-hr 0 4810.55 4809.546 0 1 100-yr, 24-hr 0 4810.55 4809.85 0 0.7 3066 Existing 2-yr, 24-hr 0 4810.23 4804.727 0 5.5 10-yr, 24-hr 0 4810.23 4807.497 0 2.73 25-yr, 24-hr 0 4810.23 4807.752 0 2.48 50-yr, 24-hr 0 4810.23 4808.516 0 1.71 100-yr, 24-hr 0 4810.23 4808.68 0 1.55 Future 2-yr, 24-hr 0 4810.23 4804.728 0 5.5 10-yr, 24-hr 0 4810.23 4807.496 0 2.73 25-yr, 24-hr 0 4810.23 4807.741 0 2.49 50-yr, 24-hr 0 4810.23 4808.545 0 1.68 100-yr, 24-hr 0 4810.23 4808.743 0 1.49 Pre-Development 2-yr, 24-hr 0 4810.23 4804.46 0 5.77 10-yr, 24-hr 0 4810.23 4806.327 0 3.9 25-yr, 24-hr 0 4810.23 4806.749 0 3.48 50-yr, 24-hr 0 4810.23 4807.884 0 2.35 100-yr, 24-hr 0 4810.23 4808.402 0 1.83 3068 Existing 2-yr, 24-hr 57056.959 4807.5 4803.127 0 2.933 4.37 10-yr, 24-hr 113644.612 4807.5 4806.265 0 5.569 1.23 25-yr, 24-hr 123743.871 4807.5 4806.583 0 6 0.92 50-yr, 24-hr 157251.305 4807.5 4807.527 20.8 7.411 -0.03 100-yr, 24-hr 176860.027 4807.5 4807.72 61.5 8.226 -0.22 Future 2-yr, 24-hr 57053.293 4807.5 4803.128 0 2.933 4.37 10-yr, 24-hr 113671.618 4807.5 4806.255 0 5.569 1.24 25-yr, 24-hr 123731.925 4807.5 4806.574 0 6 0.93 50-yr, 24-hr 157329.677 4807.5 4807.565 32.9 7.411 -0.07 100-yr, 24-hr 176784.103 4807.5 4807.802 75.1 8.226 -0.3 Pre-Development 2-yr, 24-hr 23413.718 4807.5 4802.763 0 1.37 4.74 10-yr, 24-hr 77861.749 4807.5 4804.949 0 4.245 2.55 25-yr, 24-hr 87729.343 4807.5 4805.418 0 4.733 2.08 50-yr, 24-hr 120684.217 4807.5 4806.771 0 6.286 0.73 100-yr, 24-hr 139836.42 4807.5 4807.433 0 7.159 0.07 2965 Existing 2-yr, 24-hr 0 4804.99 4800.166 0 4.82 10-yr, 24-hr 0 4804.99 4801.452 0 3.54 25-yr, 24-hr 0 4804.99 4801.571 0 3.42 50-yr, 24-hr 0 4804.99 4801.967 0 3.02 100-yr, 24-hr 0 4804.99 4802.03 0 2.96 Future 2-yr, 24-hr 0 4804.99 4800.165 0 4.82 10-yr, 24-hr 0 4804.99 4801.444 0 3.55 25-yr, 24-hr 0 4804.99 4801.571 0 3.42 50-yr, 24-hr 0 4804.99 4802.36 0 2.63 100-yr, 24-hr 0 4804.99 4802.602 0 2.39 Pre-Development 2-yr, 24-hr 0 4804.99 4799.78 0 5.21 Node Max. Crown Max. Water Duration of Max. Flow Freeboard Name Scenario Storm Inflow (ft 3 ) Elevation Elevation Flooding (min.) Rate (cfs) (ft) 25-yr, 24-hr 0 4803.51 4798.155 0 5.35 50-yr, 24-hr 0 4803.51 4798.311 0 5.2 100-yr, 24-hr 0 4803.51 4798.386 0 5.12 Future 2-yr, 24-hr 0 4803.51 4797.962 0 5.55 10-yr, 24-hr 0 4803.51 4798.171 0 5.34 25-yr, 24-hr 0 4803.51 4798.334 0 5.18 50-yr, 24-hr 0 4803.51 4799.158 0 4.35 100-yr, 24-hr 0 4803.51 4799.402 0 4.11 Pre-Development 2-yr, 24-hr 0 4803.51 4797.745 0 5.77 10-yr, 24-hr 0 4803.51 4798.072 0 5.44 25-yr, 24-hr 0 4803.51 4798.096 0 5.41 50-yr, 24-hr 0 4803.51 4798.163 0 5.35 100-yr, 24-hr 0 4803.51 4798.263 0 5.25 2845 Existing 2-yr, 24-hr 0 4795.02 4791.459 0 3.56 10-yr, 24-hr 0 4795.02 4791.681 0 3.34 25-yr, 24-hr 0 4795.02 4791.712 0 3.31 50-yr, 24-hr 0 4795.02 4792.795 0 2.23 100-yr, 24-hr 0 4795.02 4793.148 0 1.87 Future 2-yr, 24-hr 0 4795.02 4791.459 0 3.56 10-yr, 24-hr 0 4795.02 4792.925 0 2.09 25-yr, 24-hr 0 4795.02 4793.556 0 1.46 50-yr, 24-hr 0 4795.02 4794.48 0 0.54 100-yr, 24-hr 0 4795.02 4794.747 0 0.27 Pre-Development 2-yr, 24-hr 0 4795.02 4791.21 0 3.81 10-yr, 24-hr 0 4795.02 4791.593 0 3.43 25-yr, 24-hr 0 4795.02 4791.624 0 3.4 50-yr, 24-hr 0 4795.02 4791.746 0 3.27 100-yr, 24-hr 0 4795.02 4792.556 0 2.46 3527 Existing 2-yr, 24-hr 0 4808.72 4789.661 0 19.06 10-yr, 24-hr 0 4808.72 4789.883 0 18.84 25-yr, 24-hr 0 4808.72 4789.942 0 18.78 50-yr, 24-hr 0 4808.72 4790.929 0 17.79 100-yr, 24-hr 0 4808.72 4791.247 0 17.47 Future 2-yr, 24-hr 0 4808.72 4789.661 0 19.06 10-yr, 24-hr 0 4808.72 4791.492 0 17.23 25-yr, 24-hr 0 4808.72 4791.914 0 16.81 50-yr, 24-hr 0 4808.72 4792.784 0 15.94 100-yr, 24-hr 0 4808.72 4793.065 0 15.65 Pre-Development 2-yr, 24-hr 0 4808.72 4789.411 0 19.31 10-yr, 24-hr 0 4808.72 4789.796 0 18.92 25-yr, 24-hr 0 4808.72 4789.827 0 18.89 50-yr, 24-hr 0 4808.72 4790.063 0 18.66 100-yr, 24-hr 0 4808.72 4790.738 0 17.98 2867 Existing 2-yr, 24-hr 0 4792.04 4786.828 0 5.21 10-yr, 24-hr 0 4792.04 4788.679 0 3.36 25-yr, 24-hr 0 4792.04 4788.929 0 3.11 50-yr, 24-hr 0 4792.04 4789.81 0 2.23 100-yr, 24-hr 0 4792.04 4790.101 0 1.94 Future 2-yr, 24-hr 0 4792.04 4786.829 0 5.21 10-yr, 24-hr 0 4792.04 4790.767 0 1.27 25-yr, 24-hr 0 4792.04 4791.072 0 0.97 50-yr, 24-hr 0 4792.04 4791.765 0 0.28 100-yr, 24-hr 0 4792.04 4792.066 43.7 -0.03 Pre-Development 2-yr, 24-hr 0 4792.04 4786.554 0 5.49 10-yr, 24-hr 0 4792.04 4787.545 0 4.5 25-yr, 24-hr 0 4792.04 4788.055 0 3.99 Node Max. Crown Max. Water Duration of Max. Flow Freeboard Name Scenario Storm Inflow (ft 3 ) Elevation Elevation Flooding (min.) Rate (cfs) (ft) 100-yr, 24-hr 0 4803.018 4789.681 0 13.34 Pre-Development 2-yr, 24-hr 0 4739.75 4722.747 0 17 10-yr, 24-hr 0 4739.75 4733.584 0 6.17 25-yr, 24-hr 0 4739.75 4739.78 4.4 -0.03 50-yr, 24-hr 0 4739.75 4745.697 269.7 -5.95 100-yr, 24-hr 0 4739.75 4746.478 403.8 -6.73 Pre-Development 2-yr, 24-hr 0 4895.185 4875.185 0 20 10-yr, 24-hr 0 4895.185 4875.185 0 20 25-yr, 24-hr 0 4895.185 4875.185 0 20 50-yr, 24-hr 0 4895.185 4875.185 0 20 100-yr, 24-hr 0 4895.185 4875.185 0 20 Pre-Development 2-yr, 24-hr 0 4711.893 4696.202 0 15.69 10-yr, 24-hr 0 4711.893 4717.5 265.2 -5.61 25-yr, 24-hr 0 4711.893 4718.244 384.5 -6.35 50-yr, 24-hr 0 4711.893 4719.452 729.2 -7.56 100-yr, 24-hr 0 4711.893 4719.822 879.2 -7.93 Future 2-yr, 24-hr 3299947.42 4740.14 4731.163 0 87.232 18.98 10-yr, 24-hr 6738085.44 4740.14 4783.674 155.7 189.1 -33.53 25-yr, 24-hr 7373652.52 4740.14 4794.016 196.4 207.89 -43.88 50-yr, 24-hr 9502917.89 4740.14 4846.375 313.3 282.73 -96.23 100-yr, 24-hr 1.07E+07 4740.14 4891.222 414.4 327.448 -141.08 Pre-Development 2-yr, 24-hr 907785.969 4750.14 4730.602 0 24.116 19.54 10-yr, 24-hr 3897983.92 4750.14 4731.172 0 88.594 18.97 25-yr, 24-hr 4487895.49 4750.14 4731.269 0 102.184 18.87 50-yr, 24-hr 6489265.43 4750.14 4731.577 0 149.97 18.56 100-yr, 24-hr 7671653.8 4750.14 4731.749 0 179.3 18.39 Future 2-yr, 24-hr 759810.468 4635.55 4632.303 0 28.932 10.25 10-yr, 24-hr 1741155.68 4635.55 4761.867 512.9 70.31 -119.31 25-yr, 24-hr 1923275.93 4635.55 4771.496 595.6 78.103 -128.94 50-yr, 24-hr 2531123.19 4635.55 4831.027 1267.6 104.097 -188.47 100-yr, 24-hr 2884652.5 4635.55 4876.108 1719.2 119.254 -233.55 Pre-Development 2-yr, 24-hr 340765.902 4642.554 4629.587 0 13.038 12.97 10-yr, 24-hr 1267526.89 4642.554 4647.188 301.9 42.944 -4.63 25-yr, 24-hr 1444412.4 4642.554 4647.706 426.9 48.477 -5.15 50-yr, 24-hr 2038860.73 4642.554 4648.607 768.5 67.571 -6.05 100-yr, 24-hr 2386765.09 4642.554 4648.927 919.7 80.837 -6.37 Pre-Development 2-yr, 24-hr 0 4643.435 4627.805 0 15.63 10-yr, 24-hr 0 4643.435 4645.643 290.9 -2.21 25-yr, 24-hr 0 4643.435 4646.158 412.3 -2.72 50-yr, 24-hr 0 4643.435 4647.051 761.9 -3.62 100-yr, 24-hr 0 4643.435 4647.368 913.5 -3.93 Future 2-yr, 24-hr 0 5442.242 5432.242 0 20 10-yr, 24-hr 0 5442.242 5432.242 0 20 25-yr, 24-hr 0 5442.242 5432.242 0 20 50-yr, 24-hr 0 5442.242 5432.242 0 20 100-yr, 24-hr 0 5442.242 5432.242 0 20 Pre-Development 2-yr, 24-hr 0 5452.242 5432.242 0 20 10-yr, 24-hr 0 5452.242 5432.242 0 20 25-yr, 24-hr 0 5452.242 5432.242 0 20 50-yr, 24-hr 0 5452.242 5432.242 0 20 100-yr, 24-hr 0 5452.242 5432.242 0 20 Pre-Development 2-yr, 24-hr 1301347.7 4644.644 4625.483 0 44.482 19.16 10-yr, 24-hr 5078022.15 4644.644 4626.487 0 156.906 18.16 25-yr, 24-hr 5824038.03 4644.644 4626.645 0 178.841 18 50-yr, 24-hr 8342986.63 4644.644 4627.14 0 252.931 17.5 100-yr, 24-hr 9822842.65 4644.644 4627.408 0 296.584 17.24 Node Max. Crown Max. Water Duration of Max. Flow Freeboard Name Scenario Storm Inflow (ft 3 ) Elevation Elevation Flooding (min.) Rate (cfs) (ft) 10-yr, 24-hr 5080979.53 4634.084 4718.62 415.8 184.297 -74.54 25-yr, 24-hr 5755853.05 4634.084 4733.55 458.2 210.023 -89.47 50-yr, 24-hr 8012394.5 4634.084 4796.881 567.6 298.195 -152.8 100-yr, 24-hr 9332440.76 4634.084 4844.826 1008.5 350.896 -200.74 Pre-Development 2-yr, 24-hr 1227563.25 4644.084 4624.795 0 48.845 19.29 10-yr, 24-hr 4586891.32 4644.084 4625.593 0 162.364 18.49 25-yr, 24-hr 5253040.06 4644.084 4625.714 0 183.31 18.37 50-yr, 24-hr 7496706.6 4644.084 4626.1 0 256.915 17.98 100-yr, 24-hr 8811203.4 4644.084 4626.348 0 307.226 17.74 Pre-Development 2-yr, 24-hr 0 4627.155 4608.311 0 18.84 10-yr, 24-hr 0 4627.155 4611.449 0 15.71 25-yr, 24-hr 0 4627.155 4611.937 0 15.22 50-yr, 24-hr 0 4627.155 4613.243 0 13.91 100-yr, 24-hr 0 4627.155 4613.875 0 13.28 H2 Existing 2-yr, 24-hr 0 4604.188 4592.814 0 11.37 10-yr, 24-hr 0 4604.188 4610.88 725.7 -6.69 25-yr, 24-hr 0 4604.188 4611.06 821.9 -6.87 50-yr, 24-hr 0 4604.188 4611.499 1126 -7.31 100-yr, 24-hr 0 4604.188 4611.725 1753.3 -7.54 Future 2-yr, 24-hr 0 4594.188 4591.701 0 12.49 10-yr, 24-hr 0 4594.188 4717.581 528.8 -113.39 25-yr, 24-hr 0 4594.188 4731.618 610.4 -127.43 50-yr, 24-hr 0 4594.188 4794.487 1225.7 -190.3 100-yr, 24-hr 0 4594.188 4841.631 1552.3 -237.44 Future 2-yr, 24-hr 4628178.34 4519.073 4517.044 0 134.115 12.03 10-yr, 24-hr 1.84E+07 4519.073 4598.647 532.4 472.14 -69.57 25-yr, 24-hr 2.11E+07 4519.073 4610.859 613.4 541.452 -81.79 50-yr, 24-hr 3.03E+07 4519.073 4655.077 1194.7 781.661 -126 100-yr, 24-hr 3.56E+07 4519.073 4693.161 1436.3 926.902 -164.09 Pre-Development 2-yr, 24-hr 4351289.44 4529.073 4513.986 0 125.756 15.09 10-yr, 24-hr 1.81E+07 4529.073 4535.171 499.8 460.163 -6.1 25-yr, 24-hr 2.08E+07 4529.073 4535.551 625.3 529.03 -6.48 50-yr, 24-hr 2.99E+07 4529.073 4536.343 962.3 768.082 -7.27 100-yr, 24-hr 3.53E+07 4529.073 4536.65 1142 912.842 -7.58 EG7H Existing 2-yr, 24-hr 5554107.07 4501.402 4482.611 0 143.447 18.79 10-yr, 24-hr 1.38E+07 4501.402 4485.599 0 346.864 15.8 25-yr, 24-hr 1.56E+07 4501.402 4486.283 0 388.254 15.12 50-yr, 24-hr 2.16E+07 4501.402 4490.187 0 532.698 11.21 100-yr, 24-hr 2.52E+07 4501.402 4503.452 202.6 620.313 -2.05 Pre-Development 2-yr, 24-hr 1570711.41 4501.402 4481.914 0 44.779 19.49 10-yr, 24-hr 8215668.92 4501.402 4483.386 0 165.329 18.02 25-yr, 24-hr 9832435.17 4501.402 4483.851 0 193.11 17.55 50-yr, 24-hr 1.55E+07 4501.402 4485.466 0 294.343 15.94 100-yr, 24-hr 1.89E+07 4501.402 4486.831 0 358.74 14.57 EG7B Existing 2-yr, 24-hr 2347926.81 4859.382 4840.149 0 63.576 19.23 10-yr, 24-hr 7971576.07 4859.382 4840.915 0 192.162 18.47 25-yr, 24-hr 9048087.15 4859.382 4841.045 0 218.431 18.34 50-yr, 24-hr 1.27E+07 4859.382 4841.461 0 309.557 17.92 100-yr, 24-hr 1.48E+07 4859.382 4841.632 0 364.778 17.75 Future 2-yr, 24-hr 2348353.89 4849.382 4840.149 0 63.576 19.23 10-yr, 24-hr 7972199.09 4849.382 4840.914 0 192.162 18.47 25-yr, 24-hr 9048527.17 4849.382 4841.045 0 218.431 18.34 50-yr, 24-hr 1.27E+07 4849.382 4841.461 0 309.557 17.92 100-yr, 24-hr 1.48E+07 4849.382 4841.674 0 364.778 17.71 EG7G Existing 2-yr, 24-hr 2695225.03 4868.595 4849.478 0 80.55 19.12 10-yr, 24-hr 7017153.34 4868.595 4850.202 0 209.376 18.39 Node Max. Crown Max. Water Duration of Max. Flow Freeboard Name Scenario Storm Inflow (ft 3 ) Elevation Elevation Flooding (min.) Rate (cfs) (ft) 50-yr, 24-hr 1.14E+07 4858.595 4850.736 0 328.591 17.86 100-yr, 24-hr 1.34E+07 4858.595 4850.979 0 387.833 17.62 Pre-Development 2-yr, 24-hr 753469.659 4868.595 4849.02 0 24.711 19.57 10-yr, 24-hr 4260151.87 4868.595 4849.706 0 116.866 18.89 25-yr, 24-hr 5154999.61 4868.595 4849.825 0 137.352 18.77 50-yr, 24-hr 8374012.73 4868.595 4850.21 0 211.297 18.38 100-yr, 24-hr 1.03E+07 4868.595 4850.428 0 257.688 18.17 EG7C Existing 2-yr, 24-hr 3150156.74 4499.195 4482.3 0 76.905 16.89 10-yr, 24-hr 1.23E+07 4499.195 4485.827 0 224.948 13.37 25-yr, 24-hr 1.41E+07 4499.195 4486.498 0 256.547 12.7 50-yr, 24-hr 2.03E+07 4499.195 4490.398 0 369.432 8.8 100-yr, 24-hr 2.39E+07 4499.195 4503.651 217.7 440.031 -4.46 Future 2-yr, 24-hr 3150671.34 4489.195 4482.3 0 76.905 16.9 10-yr, 24-hr 1.23E+07 4489.195 4485.201 0 224.948 13.99 25-yr, 24-hr 1.41E+07 4489.195 4485.73 0 256.547 13.46 50-yr, 24-hr 2.03E+07 4489.195 4487.495 0 369.432 11.7 100-yr, 24-hr 2.39E+07 4489.195 4509.597 28.7 440.031 -10.4 Pre-Development 2-yr, 24-hr 2403091.85 4499.195 4481.172 0 53.005 18.02 10-yr, 24-hr 1.13E+07 4499.195 4483.753 0 190.102 15.44 25-yr, 24-hr 1.31E+07 4499.195 4484.228 0 218.666 14.97 50-yr, 24-hr 1.92E+07 4499.195 4485.829 0 320.182 13.37 100-yr, 24-hr 2.29E+07 4499.195 4487.138 0 386.724 12.06 H17 Existing 2-yr, 24-hr 0 4499.079 4482.083 0 17 10-yr, 24-hr 0 4499.079 4485.645 0 13.43 25-yr, 24-hr 0 4499.079 4486.319 0 12.76 50-yr, 24-hr 0 4499.079 4490.193 0 8.89 100-yr, 24-hr 0 4499.079 4503.388 217.8 -4.31 Future 2-yr, 24-hr 0 4489.079 4482.083 0 17 10-yr, 24-hr 0 4489.079 4484.947 0 14.13 25-yr, 24-hr 0 4489.079 4485.473 0 13.61 50-yr, 24-hr 0 4489.079 4487.229 0 11.85 100-yr, 24-hr 0 4489.079 4509.23 27.7 -10.15 Pre-Development 2-yr, 24-hr 0 4499.079 4480.882 0 18.2 10-yr, 24-hr 0 4499.079 4483.425 0 15.65 25-yr, 24-hr 0 4499.079 4483.899 0 15.18 50-yr, 24-hr 0 4499.079 4485.5 0 13.58 100-yr, 24-hr 0 4499.079 4486.857 0 12.22 H15 Existing 2-yr, 24-hr 0 4433.892 4418.267 0 15.63 10-yr, 24-hr 0 4433.892 4418.301 0 15.59 25-yr, 24-hr 0 4433.892 4418.417 0 15.47 50-yr, 24-hr 0 4433.892 4419.486 0 14.41 100-yr, 24-hr 0 4433.892 4419.621 0 14.27 Future 2-yr, 24-hr 0 4423.892 4419.464 0 14.43 10-yr, 24-hr 0 4423.892 4421.786 0 12.11 25-yr, 24-hr 0 4423.892 4422.008 0 11.88 50-yr, 24-hr 0 4423.892 4422.77 0 11.12 100-yr, 24-hr 0.001 4423.892 4423.274 0 10.62 Pre-Development 2-yr, 24-hr 0 4433.892 4417.419 0 16.47 10-yr, 24-hr 0 4433.892 4420.266 0 13.63 25-yr, 24-hr 0 4433.892 4420.277 0 13.61 50-yr, 24-hr 0 4433.892 4420.299 0 13.59 100-yr, 24-hr 0.001 4433.892 4420.307 0 13.59 Page 14 of 14 Bozeman Storm Water Facilities Plan Appendix C-3: Links, Input Data XP SWMM - LINKS, INPUT DATA Length Diameter/ Bottom Conduit Manning's n Upstream Downstream Name (ft) Height (ft) Shape Width (ft) Slope (%) (Roughness) Invert Elev. Invert Elev. L-EG7S-7L 16688.6 10.00 Rectangular 20 0.80 0.030 4602.494 4469.227 L-EG7L-H16 195.62 10.00 Rectangular 20 0.51 0.030 4470.227 4469.227 L-EG7K-7F 22054.1 10.00 Rectangular 20 0.68 0.030 4618.191 4469.227 L-EG7F-H16 259.227 10.00 Rectangular 20 0.39 0.030 4470.227 4469.227 L-H16-H15 9944.203 10.00 Rectangular 20 0.56 0.030 4469.227 4413.892 L-EG5Q-5P 17969.7 10.00 Rectangular 20 1.04 0.030 4840.983 4653.298 L-EG5P-6B 964.814 10.00 Rectangular 20 0.80 0.030 4653.298 4645.612 L-EG6B-H3 2903.027 10.00 Rectangular 20 1.32 0.030 4645.612 4607.295 L-EG5E-H4 52.102 10.00 Rectangular 20 1.17 0.030 4624.045 4623.435 L-EG4B-H7 3749.772 10.00 Rectangular 20 1.35 0.030 4713.098 4662.651 L-BC2F-H8 102.075 10.00 Rectangular 20 1.54 0.030 4849.64 4848.066 L-BC1A-2B 15903.1 10.00 Rectangular 20 0.96 0.030 5000.201 4847.878 L-BC2C-2A 12401.3 10.00 Rectangular 20 1.40 0.030 5061.314 4888.172 L-BC2A-H14 1252.272 10.00 Rectangular 20 0.80 0.030 4888.172 4878.136 L-BC2E-H14 1322.853 10.00 Rectangular 20 0.68 0.030 4887.187 4878.136 L-H14-BC2B 2761.823 10.00 Rectangular 20 1.10 0.030 4878.136 4847.878 L-BC2B-H8 66.003 10.00 Rectangular 20 2.75 0.030 4849.878 4848.066 H8_BC3B 4161 10.00 Rectangular 20 1.95 0.030 4848.066 4767 BC3B_2488 49.6 10.00 Rectangular 20 2.02 0.030 4767 4766 3519_3518 61 0.50 Circular 0 2.13 0.013 4866.39 4865.09 3518_3056 345 0.50 Circular 0 3.68 0.013 4865.05 4852.37 3056_3055 329.95 0.67 Circular 0 0.90 0.013 4852.3 4849.33 3055_2955 387.17 0.67 Circular 0 3.93 0.013 4849.29 4834.06 2955_3071 418.34 0.83 Circular 0 0.98 0.013 4834.06 4829.96 3071_3072 351.09 0.83 Circular 0 2.48 0.013 4829.78 4821.08 3072_3075 362.6 0.83 Circular 0 2.35 0.013 4820.97 4812.46 3075_3074 357.94 1.25 Circular 0 0.61 0.013 4812.27 4810.1 3062_3074 410.23 0.67 Circular 0 0.70 0.013 4813.09 4810.2 2956_3070 412 0.83 Circular 0 2.51 0.013 4837.79 4827.44 3070_3073 357 1.00 Circular 0 2.66 0.013 4827.35 4817.85 3059_3073 397.04 0.67 Circular 0 0.06 0.013 4818.07 4817.84 3073_3074 353 1.00 Circular 0 1.87 0.013 4817.74 4811.15 3074_3076 356 1.25 Circular 0 0.40 0.013 4810.04 4808.6 3076_3077 359.3 1.25 Circular 0 0.82 0.013 4808.57 4805.64 3078_3520 170 0.83 Circular 0 0.29 0.013 4806.76 4806.26 3520_3077 184 0.83 Circular 0 0.30 0.013 4806.26 4805.71 3077_3067 190.5 1.25 Circular 0 0.49 0.013 4805.68 4804.75 3067_3066 200 1.25 Circular 0 0.53 0.013 4804.75 4803.69 3066_3068 352 1.50 Circular 0 0.46 0.013 4803.63 4802.02 3068_2965 383.88 1.50 Circular 0 0.82 0.013 4801.95 4798.79 2965_2964 233.77 1.50 Circular 0 0.74 0.013 4798.94 4797.21 2964_2845 341.27 1.50 Circular 0 1.93 0.013 4797.11 4790.52 2845_3527 125 1.50 Circular 0 1.44 0.013 4790.52 4788.72 3527_2867 75 1.50 Circular 0 1.44 0.013 4788.72 4787.64 2867_3151 302.5 1.67 Circular 0 0.83 0.013 4785.79 4783.29 3054_3038 176.58 0.67 Circular 0 0.45 0.013 4854.8 4854 3038_3529 140 0.67 Circular 0 2.19 0.013 4853.84 4850.78 3529_2957 247.16 0.67 Circular 0 3.94 0.013 4850.78 4841.03 2957_3058 413 0.67 Circular 0 3.15 0.013 4840.83 4827.83 3058_3060 360 0.75 Circular 0 2.28 0.013 4827.68 4819.46 3060_3061 360 0.75 Circular 0 1.45 0.013 4819.36 4814.13 3061_3064 360 0.83 Circular 0 1.51 0.013 4813.68 4808.24 3063_3064 201.81 0.83 Circular 0 0.55 0.013 4809.46 4808.35 3064_3065 360 0.83 Circular 0 0.59 0.013 4808.05 4805.93 3065_3069 360 1.00 Circular 0 0.63 0.013 4805.85 4803.58 Page 1 of 3 Length Diameter/ Bottom Conduit Manning's n Upstream Downstream Name (ft) Height (ft) Shape Width (ft) Slope (%) (Roughness) Invert Elev. Invert Elev. 3069_3109 332 1.00 Circular 0 1.21 0.013 4802.93 4798.9 2958_3104 407 0.67 Circular 0 2.47 0.013 4838.56 4828.49 3104_3105 360 0.75 Circular 0 3.57 0.013 4828.49 4815.62 3105_3106 359 0.75 Circular 0 1.11 0.013 4815.56 4811.56 3106_3107 359 0.83 Circular 0 1.36 0.013 4811.6 4806.7 3107_3108 361 0.83 Circular 0 1.10 0.013 4806.74 4802.77 3108_3109 359 0.83 Circular 0 1.22 0.013 4802.87 4798.49 3109_2963 367 1.50 Circular 0 2.35 0.013 4798.17 4789.56 2963_2803 323 1.50 Circular 0 0.71 0.013 4789.53 4787.24 2803_3528 100 1.50 Circular 0 1.53 0.013 4787.15 4785.62 3528_3151 145 1.50 Circular 0 1.54 0.013 4785.62 4783.39 3151_3150 361.9 2.25 Circular 0 0.29 0.013 4782.54 4781.49 2780_2779 390 0.50 Circular 0 1.41 0.013 4845.31 4839.82 2779_2778 408 0.67 Circular 0 1.23 0.013 4839.72 4834.69 2778_2777 356.04 0.67 Circular 0 4.33 0.013 4834.69 4819.27 2777_2776 360 0.67 Circular 0 2.46 0.013 4819.24 4810.39 2776_2775 360 0.83 Circular 0 1.75 0.013 4810.36 4804.07 2775_2774 374 0.83 Circular 0 0.65 0.013 4803.85 4801.42 2774_2769 353 0.83 Circular 0 1.18 0.013 4801.38 4797.2 2769_2768 368 1.00 Circular 0 1.44 0.013 4797.03 4791.74 2768_3152 165.71 1.00 Circular 0 1.04 0.013 4791.74 4790.01 3152_2804 141.1 1.00 Circular 0 0.96 0.013 4789.93 4788.57 2804_3150 247.72 1.00 Circular 0 2.81 0.013 4788.52 4781.57 2891_3150 167 0.67 Circular 0 0.29 0.013 4782.33 4781.85 3150_3149 335.9 2.25 Circular 0 0.38 0.013 4781.57 4780.28 3149_3148 48.6 2.25 Circular 0 0.80 0.013 4780.26 4779.87 3111_3112 224.77 0.75 Circular 0 4.00 0.013 4818.97 4809.97 3112_3113 132.89 0.75 Circular 0 2.20 0.013 4809.87 4806.95 3113_3114 362.61 0.75 Circular 0 1.34 0.013 4806.77 4801.91 3114_3115 362.62 0.75 Circular 0 0.78 0.013 4801.88 4799.04 3115_3110 357.63 0.83 Circular 0 1.10 0.013 4798.92 4794.98 3110_2962 374.04 0.83 Circular 0 0.90 0.013 4794.98 4791.63 2962_3521 313.28 1.00 Circular 0 0.69 0.013 4791.67 4789.5 3521_3148 258.07 1.00 Circular 0 1.58 0.013 4789.35 4785.28 3148_3147 345 2.50 Circular 0 0.14 0.013 4779.81 4779.34 3119_3118 429 0.83 Circular 0 1.35 0.013 4809.54 4803.75 3118_3117 428 0.83 Circular 0 1.02 0.013 4803.73 4799.36 3117_3116 362 0.83 Circular 0 1.04 0.013 4798.3 4794.55 3116_2961 359.31 0.83 Circular 0 1.36 0.013 4794.54 4789.67 2961_3153 185.61 1.00 Circular 0 0.43 0.013 4789.52 4788.72 3153_3522 100 1.00 Circular 0 0.50 0.013 4788.52 4788.02 3522_2805 57.67 1.00 Circular 0 0.50 0.013 4788.02 4787.73 2805_3147 232.96 1.00 Circular 0 1.30 0.013 4787.64 4784.61 2890_3147 183.76 0.83 Circular 0 0.88 0.013 4781.3 4779.69 3147_3146 359.7 2.75 Circular 0 0.55 0.013 4778.99 4777 3120_2960 356 0.83 Circular 0 0.93 0.013 4794.21 4790.9 2960_1143 323 1.00 Circular 0 0.78 0.013 4790.76 4788.25 1143_3146 254.28 1.00 Circular 0 1.16 0.013 4788.31 4785.35 3146_2799 564.2 3.00 Circular 0 0.15 0.013 4776.62 4775.79 2799_2800 27.85 3.25 Circular 0 0.47 0.013 4775.74 4775.61 3526_3292 440 0.67 Circular 0 1.38 0.013 4805.85 4799.77 3292_3291 444 0.67 Circular 0 1.33 0.013 4799.74 4793.82 3291_3290 351 1.00 Circular 0 0.79 0.013 4793.77 4791.01 3290_3289 371 1.00 Circular 0 0.87 0.013 4791.01 4787.77 3289_3524 178 1.00 Circular 0 0.25 0.013 4787.7 4787.25 3525_3524 200 1.00 Circular 0 0.14 0.013 4787.63 4787.34 3524_3523 131 1.00 Circular 0 0.33 0.013 4787.17 4786.74 3523_2798 260 1.00 Circular 0 1.00 0.013 4786.74 4784.13 Length Diameter/ Bottom Conduit Manning's n Upstream Downstream Name (ft) Height (ft) Shape Width (ft) Slope (%) (Roughness) Invert Elev. Invert Elev. 2798_2801 415 1.00 Circular 0 0.96 0.013 4783.45 4779.48 1138_2801 259.2 1.00 Circular 0 1.15 0.013 4787.21 4784.23 2801_2800 33.2 1.25 Circular 0 1.60 0.013 4779.12 4778.59 2800_3459 562.35 3.25 Circular 0 0.51 0.013 4775.53 4772.68 3459_2894 203 3.25 Circular 0 1.45 0.013 4772.64 4769.69 2894_3530 50 2.50 Circular 0 0.92 0.013 4769.69 4769.23 3530_2488 326 2.50 Circular 0 0.85 0.013 4769.23 4766.45 2488_BC3A 3433.3 10.00 Rectangular 20 0.67 0.030 4766 4743 L-BC3A-H11 3572.655 10.00 Rectangular 20 0.65 0.030 4743 4719.75 L-EG1D-1C 4719.827 10.00 Rectangular 20 0.64 0.030 4813.263 4783.164 L-EG1C-H10 372.195 10.00 Rectangular 20 0.04 0.030 4783.164 4783.018 L-EG1G-H12 3178.226 10.00 Rectangular 20 0.55 0.030 4804.343 4786.727 L-EG1B-1A 6521.021 10.00 Rectangular 20 2.00 0.030 4956.518 4825.95 L-EG1A-H9 3369.388 10.00 Rectangular 20 0.92 0.030 4825.95 4795.031 L-EG1F-H9 236.599 10.00 Rectangular 20 0.81 0.030 4796.936 4795.031 L-H9-EG1E 1310.065 10.00 Rectangular 20 0.01 0.030 4801.031 4800.868 L-EG1E-H12 315.15 10.00 Rectangular 20 4.49 0.030 4800.868 4786.727 L-H12-H10 568.979 10.00 Rectangular 20 0.65 0.030 4786.727 4783.018 L-H10-H18 3324.091 10.00 Rectangular 20 0.72 0.030 4783.018 4759.167 L-EG2B-H18 258.978 10.00 Rectangular 20 0.06 0.030 4759.315 4759.167 L-H18-H11 5757.832 10.00 Rectangular 20 0.68 0.030 4759.167 4719.75 L-H11-EG2D 6205.295 10.00 Rectangular 20 0.41 0.030 4719.75 4694.245 L-EG2D-H6 183.037 10.00 Rectangular 20 1.29 0.030 4694.245 4691.893 L-EG2A-2C 136.494 10.00 Rectangular 20 7.56 0.030 4804.436 4794.111 L-H19-EG2C 6493.92 10.00 Rectangular 20 1.25 0.030 4875.185 4794.111 L-EG2C-2E 9988.807 10.00 Rectangular 20 1.00 0.030 4794.111 4693.941 L-EG2E-H6 179.493 10.00 Rectangular 20 1.14 0.030 4693.941 4691.893 L-H6-H7 11418.9 10.00 Rectangular 20 0.26 0.030 4691.893 4662.651 L-H7-EG3A 1301.691 10.00 Rectangular 20 0.28 0.030 4662.651 4659.014 L-EG3A-4C 774.2 10.00 Rectangular 20 0.05 0.030 4660.014 4659.589 L-EG5B-4A 6830.929 10.00 Rectangular 20 0.81 0.030 4730.14 4674.5 L-EG4A-4C 1508.015 10.00 Rectangular 20 0.99 0.030 4674.5 4659.589 L-EG4C-5G 7259.818 10.00 Rectangular 20 0.51 0.030 4659.589 4622.554 L-EG5G-H4 400.9 10.00 Rectangular 20 0.00 0.030 4625.55 4624.05 L-H4-H3 3372 10.00 Rectangular 20 0.00 0.030 4624.05 4607.3 L-H3-H2 5327.146 10.00 Rectangular 20 0.43 0.030 4607.295 4584.188 L-H13-GT1A 23294 10.00 Rectangular 20 3.47 0.030 5432.242 4624.644 L-EGT1A-1B 1117.549 10.00 Rectangular 20 0.46 0.030 4624.644 4619.506 L-EGT1B-H1 1823.869 10.00 Rectangular 20 0.68 0.030 4619.506 4607.155 L-EGT2A-H1 2061.978 10.00 Rectangular 20 0.82 0.030 4624.084 4607.155 L-H1-H2 3629.254 10.00 Rectangular 20 0.63 0.030 4607.155 4584.188 L-H2-EG6A 15296.8 10.00 Rectangular 20 0.49 0.030 4584.188 4509.073 L-EG6A-H15 14638.3 10.00 Rectangular 5 0.65 0.030 4509.073 4413.892 L-EG7H-H17 114.765 10.00 Rectangular 20 2.02 0.030 4481.402 4479.079 L-EG7B-7C 33000 10.00 Rectangular 20 1.06 0.030 4839.382 4479.195 L-EG7G-7C 33000 10.00 Rectangular 20 1.00 0.030 4848.595 4479.195 L-EG7C-H17 123.529 10.00 Rectangular 20 0.09 0.030 4479.195 4479.079 L-H17-H15 13446.8 10.00 Rectangular 20 0.48 0.030 4479.079 4413.892 Page 3 of 3 Bozeman Storm Water Facilities Plan Appendix C-4: Links, Output Data XP SWMM - LINKS, OUTPUT DATA Max. Flow Max. Name Scenario Storm Rate (cfs) Velocity (ft/s) L-EG7S-7L Existing 2-yr, 24-hr 43.38 2.7 10-yr, 24-hr 100.74 3.8 25-yr, 24-hr 111.92 3.96 50-yr, 24-hr 150.1 4.41 100-yr, 24-hr 172.69 4.64 Future 2-yr, 24-hr 43.38 2.7 10-yr, 24-hr 100.72 3.8 25-yr, 24-hr 111.88 3.96 50-yr, 24-hr 150.07 4.41 100-yr, 24-hr 172.68 4.64 Pre-Development 2-yr, 24-hr 10.89 1.32 10-yr, 24-hr 42.08 2.53 25-yr, 24-hr 49.19 2.71 50-yr, 24-hr 74.89 3.23 100-yr, 24-hr 91.07 3.49 L-EG7L-H16 Existing 2-yr, 24-hr 58.44 2.73 10-yr, 24-hr 153.34 3.55 25-yr, 24-hr 172.84 3.66 50-yr, 24-hr 240.58 3.96 100-yr, 24-hr 281.57 4.11 Future 2-yr, 24-hr 58.41 2.73 10-yr, 24-hr 153.28 3.55 25-yr, 24-hr 172.75 3.66 50-yr, 24-hr 240.58 3.96 100-yr, 24-hr 281.54 4.11 Pre-Development 2-yr, 24-hr 22.9 2.02 10-yr, 24-hr 89.77 3.08 25-yr, 24-hr 104.94 3.21 50-yr, 24-hr 159.28 3.57 100-yr, 24-hr 193.32 3.74 L-EG7K-7F Existing 2-yr, 24-hr 52.47 2.81 10-yr, 24-hr 119.43 3.92 25-yr, 24-hr 132.02 4.08 50-yr, 24-hr 174.56 4.53 100-yr, 24-hr 201.36 4.79 Future 2-yr, 24-hr 52.46 2.81 10-yr, 24-hr 119.39 3.92 25-yr, 24-hr 131.98 4.08 50-yr, 24-hr 174.55 4.53 100-yr, 24-hr 201.34 4.79 Pre-Development 2-yr, 24-hr 14.95 1.51 10-yr, 24-hr 54.76 2.76 25-yr, 24-hr 63.32 2.93 50-yr, 24-hr 93.79 3.44 100-yr, 24-hr 112.73 3.7 L-EG7F-H16 Existing 2-yr, 24-hr 70.76 2.87 10-yr, 24-hr 180.1 3.83 25-yr, 24-hr 202.23 3.95 50-yr, 24-hr 279.14 4.32 100-yr, 24-hr 325.76 4.5 Future 2-yr, 24-hr 70.73 2.87 10-yr, 24-hr 180.03 3.83 25-yr, 24-hr 202.14 3.95 50-yr, 24-hr 279.12 4.32 100-yr, 24-hr 325.73 4.5 Pre-Development 2-yr, 24-hr 28.97 2.12 10-yr, 24-hr 108.48 3.3 Max. Flow Max. Name Scenario Storm Rate (cfs) Velocity (ft/s) 25-yr, 24-hr 230.79 4.51 50-yr, 24-hr 348.53 5.52 100-yr, 24-hr 422.54 6.04 L-EG5Q-5P Existing 2-yr, 24-hr 86.57 4.39 10-yr, 24-hr 205.89 6.07 25-yr, 24-hr 228.77 6.31 50-yr, 24-hr 308.02 7.03 100-yr, 24-hr 360.73 7.44 Future 2-yr, 24-hr 86.56 4.39 10-yr, 24-hr 266.46 6.04 25-yr, 24-hr 312.78 6.5 50-yr, 24-hr 332.54 6.67 100-yr, 24-hr 395.99 7.01 Pre-Development 2-yr, 24-hr 18.69 2.43 10-yr, 24-hr 88.9 4.4 25-yr, 24-hr 104.51 4.68 50-yr, 24-hr 160.93 5.53 100-yr, 24-hr 196.29 5.97 L-EG5P-6B Existing 2-yr, 24-hr 129.44 4.8 10-yr, 24-hr 299.91 6.49 25-yr, 24-hr 332.16 6.77 50-yr, 24-hr 450.82 7.63 100-yr, 24-hr 524.95 8.04 Future 2-yr, 24-hr 129.46 4.8 10-yr, 24-hr 357.81 6.26 25-yr, 24-hr 477.76 6.32 50-yr, 24-hr 536.57 6.47 100-yr, 24-hr 545.44 6.46 Pre-Development 2-yr, 24-hr 28.73 2.73 10-yr, 24-hr 129.79 4.59 25-yr, 24-hr 152.15 4.87 50-yr, 24-hr 232.7 5.86 100-yr, 24-hr 282.94 6.36 L-EG6B-H3 Existing 2-yr, 24-hr 150.91 4.11 10-yr, 24-hr 342.29 6.27 25-yr, 24-hr 379.76 6.34 50-yr, 24-hr 520.74 7.17 100-yr, 24-hr 604.49 7.59 Future 2-yr, 24-hr 150.96 4.11 10-yr, 24-hr 636.44 6.42 25-yr, 24-hr 447.07 6.38 50-yr, 24-hr 825.75 6.53 100-yr, 24-hr 613.23 6.44 Pre-Development 2-yr, 24-hr 35.39 2.41 10-yr, 24-hr 196.92 5 25-yr, 24-hr 219.62 5.25 50-yr, 24-hr 271.52 5.64 100-yr, 24-hr 328.63 5.86 L-EG5E-H4 Existing 2-yr, 24-hr -22.43 0.57 10-yr, 24-hr -308.61 1.21 25-yr, 24-hr 187.7 0.93 50-yr, 24-hr 178.91 0.92 100-yr, 24-hr -1081.76 4.29 Future 2-yr, 24-hr -22.43 0.57 10-yr, 24-hr 1210.28 5.79 25-yr, 24-hr 974.89 4.75 50-yr, 24-hr 1378.61 6.51 100-yr, 24-hr 1603.53 7.72 Max. Flow Max. Name Scenario Storm Rate (cfs) Velocity (ft/s) 25-yr, 24-hr 108.91 3.78 50-yr, 24-hr 126.57 4.08 100-yr, 24-hr 128.1 4.13 L-BC2F-H8 Existing 2-yr, 24-hr 48.94 3.63 10-yr, 24-hr 125.36 4.43 25-yr, 24-hr 140.62 4.49 50-yr, 24-hr 192.32 4.58 100-yr, 24-hr 222.83 4.62 Future 2-yr, 24-hr 48.93 3.63 10-yr, 24-hr 129.13 4.81 25-yr, 24-hr 140.52 4.89 50-yr, 24-hr 192.11 4.95 100-yr, 24-hr 305.25 5.47 Pre-Development 2-yr, 24-hr 14.19 2.2 10-yr, 24-hr 69.78 3.84 25-yr, 24-hr 80.78 3.97 50-yr, 24-hr 117.96 4.26 100-yr, 24-hr 139.68 4.36 L-BC1A-2B Existing 2-yr, 24-hr 52.78 2.78 10-yr, 24-hr 167.97 4.85 25-yr, 24-hr 191.19 5.13 50-yr, 24-hr 269.1 5.93 100-yr, 24-hr 314.61 6.31 Future 2-yr, 24-hr 52.78 2.78 10-yr, 24-hr 167.87 4.86 25-yr, 24-hr 190.99 5.15 50-yr, 24-hr 268.91 5.94 100-yr, 24-hr 314.54 6.27 Pre-Development 2-yr, 24-hr 26.48 1.95 10-yr, 24-hr 121.24 4.25 25-yr, 24-hr 138.31 4.51 50-yr, 24-hr 207.23 5.41 100-yr, 24-hr 250.37 5.85 L-BC2C-2A Existing 2-yr, 24-hr 13.17 2.03 10-yr, 24-hr 37.97 3.13 25-yr, 24-hr 42.53 3.27 50-yr, 24-hr 57.19 3.66 100-yr, 24-hr 65.49 3.85 Future 2-yr, 24-hr 13.17 2.03 10-yr, 24-hr 37.95 3.13 25-yr, 24-hr 42.48 3.27 50-yr, 24-hr 57.15 3.66 100-yr, 24-hr 65.47 3.85 Pre-Development 2-yr, 24-hr 5.69 1.49 10-yr, 24-hr 24.8 2.76 25-yr, 24-hr 29.01 2.94 50-yr, 24-hr 43.21 3.42 100-yr, 24-hr 51.48 3.65 L-BC2A-H14 Existing 2-yr, 24-hr 57.6 3.54 10-yr, 24-hr 142.41 4.96 25-yr, 24-hr 158.59 5.16 50-yr, 24-hr 213 5.74 100-yr, 24-hr 244.61 6.08 Future 2-yr, 24-hr 57.6 3.54 10-yr, 24-hr 142.31 4.96 25-yr, 24-hr 158.43 5.16 50-yr, 24-hr 212.78 5.82 100-yr, 24-hr 244.64 6.03 Max. Flow Max. Name Scenario Storm Rate (cfs) Velocity (ft/s) 25-yr, 24-hr 56.92 3.25 50-yr, 24-hr 85.02 3.79 100-yr, 24-hr 101.87 4.06 L-H14-BC2B Existing 2-yr, 24-hr 94.51 3.97 10-yr, 24-hr 235.59 5.94 25-yr, 24-hr 263.11 6.22 50-yr, 24-hr 356.64 7.03 100-yr, 24-hr 411.48 7.43 Future 2-yr, 24-hr 94.51 3.97 10-yr, 24-hr 235.38 5.97 25-yr, 24-hr 262.78 6.24 50-yr, 24-hr 355.66 7.03 100-yr, 24-hr 411.39 7.39 Pre-Development 2-yr, 24-hr 30.47 2.18 10-yr, 24-hr 126.42 4.48 25-yr, 24-hr 145.38 4.78 50-yr, 24-hr 209.98 5.62 100-yr, 24-hr 248.47 6.03 L-BC2B-H8 Existing 2-yr, 24-hr 166.83 7.52 10-yr, 24-hr 449.24 10.41 25-yr, 24-hr 504.78 10.79 50-yr, 24-hr 691.7 11.83 100-yr, 24-hr 800.91 12.33 Future 2-yr, 24-hr 166.83 7.52 10-yr, 24-hr 461.54 11.07 25-yr, 24-hr 503.69 11.27 50-yr, 24-hr 689.86 12.03 100-yr, 24-hr 885.18 12.88 Pre-Development 2-yr, 24-hr 65.87 5.43 10-yr, 24-hr 275.66 8.96 25-yr, 24-hr 315.24 9.35 50-yr, 24-hr 446.43 10.45 100-yr, 24-hr 538.25 11.06 H8_BC3B Existing 2-yr, 24-hr 214.47 7.71 10-yr, 24-hr 572.32 10.88 25-yr, 24-hr 642.86 11.31 50-yr, 24-hr 880.87 12.55 100-yr, 24-hr 1020.35 13.13 Future 2-yr, 24-hr 214.46 7.71 10-yr, 24-hr 640.92 10.46 25-yr, 24-hr 662.12 10.57 50-yr, 24-hr 878.78 11.05 100-yr, 24-hr 1192.4 12.79 Pre-Development 2-yr, 24-hr 79.5 5.34 10-yr, 24-hr 344.85 9.14 25-yr, 24-hr 395.53 9.58 50-yr, 24-hr 563.93 10.83 100-yr, 24-hr 672.96 11.49 BC3B_2488 Existing 2-yr, 24-hr 219.61 6.7 10-yr, 24-hr 583.56 8.99 25-yr, 24-hr 655.05 9.28 50-yr, 24-hr 896.05 10.09 100-yr, 24-hr 1035.44 10.35 Future 2-yr, 24-hr 219.6 6.7 10-yr, 24-hr 9560.35 47.35 25-yr, 24-hr 872.81 8.73 50-yr, 24-hr 16150.44 64.59 100-yr, 24-hr 17780.5 68.54 Max. Flow Max. Name Scenario Storm Rate (cfs) Velocity (ft/s) 25-yr, 24-hr 1.72 7.8 50-yr, 24-hr 1.71 7.57 100-yr, 24-hr 1.73 7.67 3518_3056 Existing 2-yr, 24-hr 1.45 7.27 10-yr, 24-hr 1.48 6.8 25-yr, 24-hr 1.48 6.81 50-yr, 24-hr 1.49 7.01 100-yr, 24-hr 1.5 6.86 Future 2-yr, 24-hr 1.45 7.27 10-yr, 24-hr 1.48 6.8 25-yr, 24-hr 1.48 6.81 50-yr, 24-hr 1.49 7.01 100-yr, 24-hr 1.5 6.86 Pre-Development 2-yr, 24-hr 1.43 7.27 10-yr, 24-hr 1.47 6.77 25-yr, 24-hr 1.47 6.78 50-yr, 24-hr 1.49 7.01 100-yr, 24-hr 1.49 6.83 3056_3055 Existing 2-yr, 24-hr 1.46 4.12 10-yr, 24-hr 1.48 4.18 25-yr, 24-hr 1.48 4.19 50-yr, 24-hr 1.49 4.22 100-yr, 24-hr 1.5 4.23 Future 2-yr, 24-hr 1.46 4.12 10-yr, 24-hr 1.48 4.18 25-yr, 24-hr 1.48 4.19 50-yr, 24-hr 1.49 4.22 100-yr, 24-hr 1.5 4.23 Pre-Development 2-yr, 24-hr 1.43 4.06 10-yr, 24-hr 1.47 4.16 25-yr, 24-hr 1.48 4.17 50-yr, 24-hr 1.49 4.2 100-yr, 24-hr 1.49 4.21 3055_2955 Existing 2-yr, 24-hr 1.46 6.93 10-yr, 24-hr 1.48 6.95 25-yr, 24-hr 1.48 6.96 50-yr, 24-hr 1.5 6.97 100-yr, 24-hr 1.5 6.98 Future 2-yr, 24-hr 1.46 6.92 10-yr, 24-hr 1.48 6.95 25-yr, 24-hr 1.49 6.95 50-yr, 24-hr 1.5 6.97 100-yr, 24-hr 1.5 6.97 Pre-Development 2-yr, 24-hr 1.43 6.9 10-yr, 24-hr 1.47 13.05 25-yr, 24-hr 1.48 6.95 50-yr, 24-hr 1.49 6.96 100-yr, 24-hr 1.49 6.97 2955_3071 Existing 2-yr, 24-hr 1.45 4.26 10-yr, 24-hr 1.48 4.28 25-yr, 24-hr 1.48 4.28 50-yr, 24-hr 1.49 4.28 100-yr, 24-hr 1.5 4.29 Future 2-yr, 24-hr 1.45 4.26 10-yr, 24-hr 1.48 4.28 25-yr, 24-hr 1.48 4.28 50-yr, 24-hr 1.49 4.28 100-yr, 24-hr 1.5 4.29 Max. Flow Max. Name Scenario Storm Rate (cfs) Velocity (ft/s) 25-yr, 24-hr 1.48 6.08 50-yr, 24-hr 1.49 6.09 100-yr, 24-hr 1.49 6.09 3072_3075 Existing 2-yr, 24-hr 1.53 5.93 10-yr, 24-hr 1.55 5.96 25-yr, 24-hr 1.52 5.97 50-yr, 24-hr 1.54 5.98 100-yr, 24-hr 1.56 5.98 Future 2-yr, 24-hr 1.53 5.93 10-yr, 24-hr 1.55 5.96 25-yr, 24-hr 1.53 5.96 50-yr, 24-hr 1.56 5.98 100-yr, 24-hr 1.56 5.98 Pre-Development 2-yr, 24-hr 1.43 5.91 10-yr, 24-hr 1.51 5.95 25-yr, 24-hr 1.5 5.96 50-yr, 24-hr 1.54 5.97 100-yr, 24-hr 1.54 5.97 3075_3074 Existing 2-yr, 24-hr 1.73 3.39 10-yr, 24-hr 2.47 3.56 25-yr, 24-hr 2.47 3.55 50-yr, 24-hr 2.44 3.55 100-yr, 24-hr 2.61 3.57 Future 2-yr, 24-hr 1.73 3.39 10-yr, 24-hr 2.41 3.54 25-yr, 24-hr 2.45 3.55 50-yr, 24-hr 2.4 3.56 100-yr, 24-hr 2.59 3.57 Pre-Development 2-yr, 24-hr 1.43 3.31 10-yr, 24-hr 2.19 3.53 25-yr, 24-hr 2.21 3.56 50-yr, 24-hr 2.45 3.56 100-yr, 24-hr 2.42 3.56 3062_3074 Existing 2-yr, 24-hr -0.13 0.56 10-yr, 24-hr -0.53 1.47 25-yr, 24-hr -0.47 1.58 50-yr, 24-hr 0.4 1.51 100-yr, 24-hr 0.44 1.7 Future 2-yr, 24-hr -0.13 0.56 10-yr, 24-hr -0.53 1.57 25-yr, 24-hr -0.47 1.6 50-yr, 24-hr 0.42 1.55 100-yr, 24-hr 0.47 1.75 Pre-Development 2-yr, 24-hr 0 0 10-yr, 24-hr -0.45 1.35 25-yr, 24-hr -0.48 1.41 50-yr, 24-hr -0.54 1.49 100-yr, 24-hr -0.53 1.53 2956_3070 Existing 2-yr, 24-hr 3.65 7.25 10-yr, 24-hr 4.36 7.77 25-yr, 24-hr 4.38 7.79 50-yr, 24-hr 4.46 7.91 100-yr, 24-hr 4.53 7.99 Future 2-yr, 24-hr 3.65 7.25 10-yr, 24-hr 4.36 7.76 25-yr, 24-hr 4.38 7.8 50-yr, 24-hr 4.45 7.91 100-yr, 24-hr 4.49 7.96 Max. Flow Max. Name Scenario Storm Rate (cfs) Velocity (ft/s) 25-yr, 24-hr 4.32 8.05 50-yr, 24-hr 4.42 8.05 100-yr, 24-hr 4.46 8.05 3059_3073 Existing 2-yr, 24-hr 0.03 0.15 10-yr, 24-hr 0.28 0.79 25-yr, 24-hr 0.28 0.78 50-yr, 24-hr 0.31 0.87 100-yr, 24-hr 0.3 0.84 Future 2-yr, 24-hr -0.03 0.16 10-yr, 24-hr 0.31 0.86 25-yr, 24-hr 0.29 0.81 50-yr, 24-hr 0.34 0.94 100-yr, 24-hr 0.32 0.89 Pre-Development 2-yr, 24-hr -0.01 0.12 10-yr, 24-hr 0.24 0.66 25-yr, 24-hr 0.26 0.74 50-yr, 24-hr 0.33 0.93 100-yr, 24-hr 0.3 0.83 3073_3074 Existing 2-yr, 24-hr 3.6 6.64 10-yr, 24-hr 4.36 6.68 25-yr, 24-hr 4.38 6.64 50-yr, 24-hr 4.45 6.71 100-yr, 24-hr 4.5 6.75 Future 2-yr, 24-hr 3.6 6.64 10-yr, 24-hr 4.36 6.68 25-yr, 24-hr 4.38 6.64 50-yr, 24-hr 4.45 6.71 100-yr, 24-hr 4.49 6.75 Pre-Development 2-yr, 24-hr 1.82 5.75 10-yr, 24-hr 4.27 6.74 25-yr, 24-hr 4.32 6.76 50-yr, 24-hr 4.41 6.76 100-yr, 24-hr 4.46 6.67 3074_3076 Existing 2-yr, 24-hr 4.83 3.89 10-yr, 24-hr 5.86 5.73 25-yr, 24-hr 5.87 5.74 50-yr, 24-hr 5.95 4.7 100-yr, 24-hr 6.01 4.74 Future 2-yr, 24-hr 4.83 3.89 10-yr, 24-hr 5.86 5.73 25-yr, 24-hr 5.87 5.74 50-yr, 24-hr 5.95 4.7 100-yr, 24-hr 5.99 4.72 Pre-Development 2-yr, 24-hr 3.25 3.65 10-yr, 24-hr 5.72 5.74 25-yr, 24-hr 5.78 5.74 50-yr, 24-hr 5.91 4.67 100-yr, 24-hr 5.96 5.7 3076_3077 Existing 2-yr, 24-hr 6.29 5.15 10-yr, 24-hr 7.47 5.94 25-yr, 24-hr 7.5 5.97 50-yr, 24-hr 7.6 6.04 100-yr, 24-hr 7.67 6.09 Future 2-yr, 24-hr 6.3 5.15 10-yr, 24-hr 7.47 5.94 25-yr, 24-hr 7.5 5.97 50-yr, 24-hr 7.61 6.04 100-yr, 24-hr 7.67 6.09 Max. Flow Max. Name Scenario Storm Rate (cfs) Velocity (ft/s) 25-yr, 24-hr 0.3 0.71 50-yr, 24-hr 0.37 0.8 100-yr, 24-hr 0.38 0.77 3520_3077 Existing 2-yr, 24-hr -0.21 0.28 10-yr, 24-hr 0.61 1.12 25-yr, 24-hr 0.66 1.2 50-yr, 24-hr 0.63 1.15 100-yr, 24-hr 0.7 1.29 Future 2-yr, 24-hr -0.21 0.28 10-yr, 24-hr 0.66 1.21 25-yr, 24-hr 0.6 1.09 50-yr, 24-hr 0.67 1.23 100-yr, 24-hr 0.73 1.33 Pre-Development 2-yr, 24-hr -0.04 0.14 10-yr, 24-hr 0.56 1.01 25-yr, 24-hr 0.57 1.04 50-yr, 24-hr 0.65 1.18 100-yr, 24-hr 0.63 1.14 3077_3067 Existing 2-yr, 24-hr 6.28 5.08 10-yr, 24-hr 7.48 6 25-yr, 24-hr 7.51 6.03 50-yr, 24-hr 7.64 6.1 100-yr, 24-hr 7.67 6.15 Future 2-yr, 24-hr 6.29 5.09 10-yr, 24-hr 7.47 6 25-yr, 24-hr 7.51 6.02 50-yr, 24-hr 7.66 6.12 100-yr, 24-hr 7.69 6.15 Pre-Development 2-yr, 24-hr 4.08 4.17 10-yr, 24-hr 7.34 9.09 25-yr, 24-hr 7.41 5.95 50-yr, 24-hr 7.55 6.05 100-yr, 24-hr 7.61 6.1 3067_3066 Existing 2-yr, 24-hr 6.28 5.16 10-yr, 24-hr 7.48 6.05 25-yr, 24-hr 7.52 6.07 50-yr, 24-hr 7.64 6.15 100-yr, 24-hr 7.67 6.19 Future 2-yr, 24-hr 6.28 5.17 10-yr, 24-hr 7.47 6.05 25-yr, 24-hr 7.51 6.07 50-yr, 24-hr 7.66 6.17 100-yr, 24-hr 7.69 6.2 Pre-Development 2-yr, 24-hr 4.08 4.31 10-yr, 24-hr 7.34 5.94 25-yr, 24-hr 7.42 6 50-yr, 24-hr 7.55 6.1 100-yr, 24-hr 7.61 6.15 3066_3068 Existing 2-yr, 24-hr 6.28 4.54 10-yr, 24-hr 7.73 4.63 25-yr, 24-hr 7.76 4.63 50-yr, 24-hr 7.82 4.63 100-yr, 24-hr 7.87 4.63 Future 2-yr, 24-hr 6.28 4.54 10-yr, 24-hr 7.76 4.63 25-yr, 24-hr 7.79 4.63 50-yr, 24-hr 7.85 4.63 100-yr, 24-hr 7.87 4.63 Max. Flow Max. Name Scenario Storm Rate (cfs) Velocity (ft/s) 25-yr, 24-hr 11.21 6.3 50-yr, 24-hr 12.26 6.85 100-yr, 24-hr 12.76 7.1 2965_2964 Existing 2-yr, 24-hr 8.99 5.85 10-yr, 24-hr 11.88 6.74 25-yr, 24-hr 12.13 6.88 50-yr, 24-hr 12.83 7.26 100-yr, 24-hr 12.98 7.34 Future 2-yr, 24-hr 8.99 5.85 10-yr, 24-hr 11.87 6.74 25-yr, 24-hr 12.11 6.87 50-yr, 24-hr 12.7 7.19 100-yr, 24-hr 12.81 7.25 Pre-Development 2-yr, 24-hr 5.45 5.35 10-yr, 24-hr 10.82 6.18 25-yr, 24-hr 11.21 6.39 50-yr, 24-hr 12.26 6.95 100-yr, 24-hr 12.76 7.22 2964_2845 Existing 2-yr, 24-hr 9 8.58 10-yr, 24-hr 11.88 9.09 25-yr, 24-hr 12.14 9.14 50-yr, 24-hr 12.84 9.16 100-yr, 24-hr 12.98 9.16 Future 2-yr, 24-hr 8.99 8.58 10-yr, 24-hr 11.87 9.11 25-yr, 24-hr 12.11 9.14 50-yr, 24-hr 12.63 9.16 100-yr, 24-hr 12.8 9.16 Pre-Development 2-yr, 24-hr 5.45 7.57 10-yr, 24-hr 10.82 8.92 25-yr, 24-hr 11.21 8.99 50-yr, 24-hr 12.26 9.13 100-yr, 24-hr 12.72 12.51 2845_3527 Existing 2-yr, 24-hr 8.99 7.73 10-yr, 24-hr 11.86 8.09 25-yr, 24-hr 12.13 8.1 50-yr, 24-hr 12.88 8.09 100-yr, 24-hr 12.99 8.09 Future 2-yr, 24-hr 8.99 7.73 10-yr, 24-hr 11.87 8.09 25-yr, 24-hr 12.1 8.09 50-yr, 24-hr 12.62 8.09 100-yr, 24-hr 12.65 8.09 Pre-Development 2-yr, 24-hr 5.45 6.86 10-yr, 24-hr 10.82 8 25-yr, 24-hr 11.2 8.04 50-yr, 24-hr 12.22 8.09 100-yr, 24-hr 12.67 8.09 3527_2867 Existing 2-yr, 24-hr 8.99 7.72 10-yr, 24-hr 11.86 8.08 25-yr, 24-hr 12.12 8.08 50-yr, 24-hr 12.86 8.07 100-yr, 24-hr 13 8.1 Future 2-yr, 24-hr 8.99 7.72 10-yr, 24-hr 11.86 8.07 25-yr, 24-hr 12.1 8.08 50-yr, 24-hr 12.61 8.06 100-yr, 24-hr 12.63 8.06 Max. Flow Max. Name Scenario Storm Rate (cfs) Velocity (ft/s) 25-yr, 24-hr 11.2 6.43 50-yr, 24-hr 12.26 6.39 100-yr, 24-hr 12.67 6.39 3054_3038 Existing 2-yr, 24-hr 1.56 4.39 10-yr, 24-hr 2.21 5.97 25-yr, 24-hr 2.22 5.99 50-yr, 24-hr 2.23 6.01 100-yr, 24-hr 2.23 6.01 Future 2-yr, 24-hr 1.56 4.39 10-yr, 24-hr 2.21 5.96 25-yr, 24-hr 2.21 5.98 50-yr, 24-hr 2.23 6 100-yr, 24-hr 2.23 6.01 Pre-Development 2-yr, 24-hr 0.95 2.67 10-yr, 24-hr 2.18 5.91 25-yr, 24-hr 2.2 5.94 50-yr, 24-hr 2.22 6.01 100-yr, 24-hr 2.23 6.01 3038_3529 Existing 2-yr, 24-hr 1.56 8.33 10-yr, 24-hr 2.21 6.24 25-yr, 24-hr 2.22 6.24 50-yr, 24-hr 2.23 9.78 100-yr, 24-hr 2.23 7.74 Future 2-yr, 24-hr 1.56 8.33 10-yr, 24-hr 2.2 6.24 25-yr, 24-hr 2.21 6.24 50-yr, 24-hr 2.23 9.78 100-yr, 24-hr 2.23 7.74 Pre-Development 2-yr, 24-hr 0.95 8.31 10-yr, 24-hr 2.18 6.23 25-yr, 24-hr 2.2 6.24 50-yr, 24-hr 2.22 9.72 100-yr, 24-hr 2.23 7.38 3529_2957 Existing 2-yr, 24-hr 1.56 7.31 10-yr, 24-hr 2.21 7.79 25-yr, 24-hr 2.21 7.79 50-yr, 24-hr 2.24 7.79 100-yr, 24-hr 2.24 7.78 Future 2-yr, 24-hr 1.56 7.31 10-yr, 24-hr 2.2 7.79 25-yr, 24-hr 2.21 7.79 50-yr, 24-hr 2.24 7.79 100-yr, 24-hr 2.23 7.78 Pre-Development 2-yr, 24-hr 0.95 6.47 10-yr, 24-hr 2.18 7.79 25-yr, 24-hr 2.2 7.8 50-yr, 24-hr 2.23 7.8 100-yr, 24-hr 2.24 7.79 2957_3058 Existing 2-yr, 24-hr 1.55 6.69 10-yr, 24-hr 2.2 6.99 25-yr, 24-hr 2.21 6.99 50-yr, 24-hr 2.22 6.93 100-yr, 24-hr 2.22 6.96 Future 2-yr, 24-hr 1.55 6.69 10-yr, 24-hr 2.2 6.99 25-yr, 24-hr 2.21 6.99 50-yr, 24-hr 2.22 6.93 100-yr, 24-hr 2.22 6.96 Max. Flow Max. Name Scenario Storm Rate (cfs) Velocity (ft/s) 25-yr, 24-hr 2.2 5.98 50-yr, 24-hr 2.22 5.82 100-yr, 24-hr 2.22 5.87 3060_3061 Existing 2-yr, 24-hr 1.55 4.6 10-yr, 24-hr 2.06 4.57 25-yr, 24-hr 2.06 4.58 50-yr, 24-hr 2.04 4.65 100-yr, 24-hr 2.06 4.68 Future 2-yr, 24-hr 1.55 4.6 10-yr, 24-hr 2.07 4.57 25-yr, 24-hr 2.06 4.59 50-yr, 24-hr 2.04 4.65 100-yr, 24-hr 2.06 4.68 Pre-Development 2-yr, 24-hr 0.94 4.45 10-yr, 24-hr 2.07 4.83 25-yr, 24-hr 2.08 4.83 50-yr, 24-hr 2.07 4.77 100-yr, 24-hr 2.07 4.79 3061_3064 Existing 2-yr, 24-hr 3.1 5.53 10-yr, 24-hr 3.29 5.82 25-yr, 24-hr 3.31 5.84 50-yr, 24-hr 3.36 5.92 100-yr, 24-hr 3.38 5.96 Future 2-yr, 24-hr 3.1 5.52 10-yr, 24-hr 3.29 5.82 25-yr, 24-hr 3.31 5.85 50-yr, 24-hr 3.36 5.92 100-yr, 24-hr 3.38 5.96 Pre-Development 2-yr, 24-hr 1.82 5.23 10-yr, 24-hr 3.23 5.73 25-yr, 24-hr 3.26 5.77 50-yr, 24-hr 3.32 5.87 100-yr, 24-hr 3.35 5.91 3063_3064 Existing 2-yr, 24-hr 0.57 1.03 10-yr, 24-hr 1.35 2.45 25-yr, 24-hr 1.36 2.46 50-yr, 24-hr 1.69 3.05 100-yr, 24-hr 2.08 3.78 Future 2-yr, 24-hr 0.54 0.98 10-yr, 24-hr 1.35 2.44 25-yr, 24-hr 1.36 2.46 50-yr, 24-hr 1.68 3.04 100-yr, 24-hr 2.08 3.78 Pre-Development 2-yr, 24-hr 0 0 10-yr, 24-hr 1.34 2.43 25-yr, 24-hr 1.37 2.48 50-yr, 24-hr 1.61 2.93 100-yr, 24-hr 1.73 3.12 3064_3065 Existing 2-yr, 24-hr 2.87 5.18 10-yr, 24-hr 2.97 5.32 25-yr, 24-hr 2.98 5.34 50-yr, 24-hr 3.04 5.42 100-yr, 24-hr 3.06 5.45 Future 2-yr, 24-hr 2.87 5.18 10-yr, 24-hr 2.96 5.32 25-yr, 24-hr 2.97 5.34 50-yr, 24-hr 3.03 5.41 100-yr, 24-hr 3.06 5.45 Max. Flow Max. Name Scenario Storm Rate (cfs) Velocity (ft/s) 25-yr, 24-hr 2.96 4.05 50-yr, 24-hr 3.01 4.04 100-yr, 24-hr 3.03 4.05 3069_3109 Existing 2-yr, 24-hr 2.87 5.45 10-yr, 24-hr 2.97 5.49 25-yr, 24-hr 2.98 5.5 50-yr, 24-hr 3.04 5.52 100-yr, 24-hr 3.06 5.52 Future 2-yr, 24-hr 2.87 5.45 10-yr, 24-hr 2.96 5.49 25-yr, 24-hr 2.98 5.49 50-yr, 24-hr 3.03 5.52 100-yr, 24-hr 3.06 5.52 Pre-Development 2-yr, 24-hr 1.77 4.87 10-yr, 24-hr 2.95 5.48 25-yr, 24-hr 2.96 5.49 50-yr, 24-hr 3.01 5.51 100-yr, 24-hr 3.03 5.51 2958_3104 Existing 2-yr, 24-hr 2.14 6.13 10-yr, 24-hr 2.48 6.71 25-yr, 24-hr 2.49 6.72 50-yr, 24-hr 2.49 12.65 100-yr, 24-hr 2.49 11.16 Future 2-yr, 24-hr 2.13 6.15 10-yr, 24-hr 2.48 6.71 25-yr, 24-hr 2.49 6.72 50-yr, 24-hr 2.49 12.65 100-yr, 24-hr 2.49 11.16 Pre-Development 2-yr, 24-hr 1.27 5.44 10-yr, 24-hr 2.46 6.71 25-yr, 24-hr 2.47 6.72 50-yr, 24-hr 2.49 12.58 100-yr, 24-hr 2.5 11.17 3104_3105 Existing 2-yr, 24-hr 2.13 8.72 10-yr, 24-hr 2.46 6.34 25-yr, 24-hr 2.47 6.33 50-yr, 24-hr 2.46 8.08 100-yr, 24-hr 2.46 10.36 Future 2-yr, 24-hr 2.13 8.72 10-yr, 24-hr 2.46 6.34 25-yr, 24-hr 2.47 6.33 50-yr, 24-hr 2.46 8.08 100-yr, 24-hr 2.46 10.36 Pre-Development 2-yr, 24-hr 1.37 8.71 10-yr, 24-hr 2.46 6.46 25-yr, 24-hr 2.46 6.55 50-yr, 24-hr 2.47 8.06 100-yr, 24-hr 2.47 10.37 3105_3106 Existing 2-yr, 24-hr 2.65 5.78 10-yr, 24-hr 2.65 5.77 25-yr, 24-hr 2.65 5.77 50-yr, 24-hr 2.65 5.79 100-yr, 24-hr 2.65 5.81 Future 2-yr, 24-hr 2.65 5.77 10-yr, 24-hr 2.65 5.77 25-yr, 24-hr 2.65 5.76 50-yr, 24-hr 2.65 5.79 100-yr, 24-hr 2.65 5.81 Max. Flow Max. Name Scenario Storm Rate (cfs) Velocity (ft/s) 25-yr, 24-hr 2.6 5.27 50-yr, 24-hr 2.61 5.26 100-yr, 24-hr 2.62 5.26 3107_3108 Existing 2-yr, 24-hr 2.54 4.75 10-yr, 24-hr 2.59 4.75 25-yr, 24-hr 2.6 4.75 50-yr, 24-hr 2.62 4.78 100-yr, 24-hr 2.64 4.81 Future 2-yr, 24-hr 2.54 4.75 10-yr, 24-hr 2.59 4.75 25-yr, 24-hr 2.6 4.75 50-yr, 24-hr 2.62 4.78 100-yr, 24-hr 2.64 4.8 Pre-Development 2-yr, 24-hr 2.1 4.73 10-yr, 24-hr 2.59 4.74 25-yr, 24-hr 2.59 4.74 50-yr, 24-hr 2.61 4.77 100-yr, 24-hr 2.62 4.78 3108_3109 Existing 2-yr, 24-hr 2.54 5.05 10-yr, 24-hr 2.59 5.08 25-yr, 24-hr 2.6 5.08 50-yr, 24-hr 2.62 5.06 100-yr, 24-hr 2.64 5.12 Future 2-yr, 24-hr 2.54 5.07 10-yr, 24-hr 2.59 5.04 25-yr, 24-hr 2.6 5.08 50-yr, 24-hr 2.62 5.06 100-yr, 24-hr 2.64 5.06 Pre-Development 2-yr, 24-hr 2.09 4.98 10-yr, 24-hr 2.58 5.04 25-yr, 24-hr 2.58 6.69 50-yr, 24-hr 2.61 5.05 100-yr, 24-hr 2.62 5.05 3109_2963 Existing 2-yr, 24-hr 5.41 7.7 10-yr, 24-hr 5.55 7.79 25-yr, 24-hr 5.57 7.8 50-yr, 24-hr 5.65 8.93 100-yr, 24-hr 5.69 7.86 Future 2-yr, 24-hr 5.4 7.7 10-yr, 24-hr 5.55 7.74 25-yr, 24-hr 5.56 7.69 50-yr, 24-hr 5.8 8.93 100-yr, 24-hr 5.69 7.67 Pre-Development 2-yr, 24-hr 3.83 7.05 10-yr, 24-hr 5.51 7.79 25-yr, 24-hr 5.54 7.8 50-yr, 24-hr 5.61 8.93 100-yr, 24-hr 5.65 7.85 2963_2803 Existing 2-yr, 24-hr 6.64 5.49 10-yr, 24-hr 7.64 5.63 25-yr, 24-hr 7.81 5.64 50-yr, 24-hr 8.31 5.68 100-yr, 24-hr 8.62 5.69 Future 2-yr, 24-hr 6.64 5.49 10-yr, 24-hr 7.64 5.63 25-yr, 24-hr 7.79 5.64 50-yr, 24-hr 8.33 5.69 100-yr, 24-hr 8.65 5.69 Max. Flow Max. Name Scenario Storm Rate (cfs) Velocity (ft/s) 25-yr, 24-hr 7.55 7.53 50-yr, 24-hr 8.13 7.57 100-yr, 24-hr 8.34 7.58 3528_3151 Existing 2-yr, 24-hr 6.64 7.27 10-yr, 24-hr 7.66 7.3 25-yr, 24-hr 7.84 7.27 50-yr, 24-hr 8.29 7.3 100-yr, 24-hr 8.62 7.31 Future 2-yr, 24-hr 6.64 7.27 10-yr, 24-hr 7.62 7.3 25-yr, 24-hr 7.79 7.27 50-yr, 24-hr 8.32 7.3 100-yr, 24-hr 8.64 7.31 Pre-Development 2-yr, 24-hr 4.54 6.69 10-yr, 24-hr 7.37 7.37 25-yr, 24-hr 7.52 7.37 50-yr, 24-hr 8.12 7.37 100-yr, 24-hr 8.33 7.34 3151_3150 Existing 2-yr, 24-hr 15.51 4.54 10-yr, 24-hr 19.5 4.88 25-yr, 24-hr 19.94 4.99 50-yr, 24-hr 21.12 5.28 100-yr, 24-hr 21.6 5.39 Future 2-yr, 24-hr 15.51 4.54 10-yr, 24-hr 19.48 4.88 25-yr, 24-hr 19.8 4.95 50-yr, 24-hr 20.56 5.14 100-yr, 24-hr 20.75 5.19 Pre-Development 2-yr, 24-hr 9.69 4.22 10-yr, 24-hr 18.11 4.63 25-yr, 24-hr 18.71 4.69 50-yr, 24-hr 20.27 5.07 100-yr, 24-hr 20.93 5.23 2780_2779 Existing 2-yr, 24-hr 1.04 4.98 10-yr, 24-hr 1.09 5.15 25-yr, 24-hr 1.09 5.17 50-yr, 24-hr 1.11 5.19 100-yr, 24-hr 1.11 5.2 Future 2-yr, 24-hr 1.04 4.98 10-yr, 24-hr 1.09 5.15 25-yr, 24-hr 1.09 5.17 50-yr, 24-hr 1.11 5.19 100-yr, 24-hr 1.11 5.2 Pre-Development 2-yr, 24-hr 1.02 4.91 10-yr, 24-hr 1.08 5.11 25-yr, 24-hr 1.09 5.14 50-yr, 24-hr 1.1 5.19 100-yr, 24-hr 1.11 5.19 2779_2778 Existing 2-yr, 24-hr 1.04 3.97 10-yr, 24-hr 1.09 3.81 25-yr, 24-hr 1.1 3.82 50-yr, 24-hr 1.11 3.82 100-yr, 24-hr 1.11 3.82 Future 2-yr, 24-hr 1.04 3.97 10-yr, 24-hr 1.09 3.81 25-yr, 24-hr 1.1 3.81 50-yr, 24-hr 1.11 3.82 100-yr, 24-hr 1.11 3.82 Max. Flow Max. Name Scenario Storm Rate (cfs) Velocity (ft/s) 25-yr, 24-hr 1.09 6.87 50-yr, 24-hr 1.1 6.9 100-yr, 24-hr 1.11 8.59 2777_2776 Existing 2-yr, 24-hr 1.04 5.52 10-yr, 24-hr 1.11 5.59 25-yr, 24-hr 1.14 5.6 50-yr, 24-hr 1.19 5.62 100-yr, 24-hr 1.27 5.63 Future 2-yr, 24-hr 1.04 5.52 10-yr, 24-hr 1.1 5.59 25-yr, 24-hr 1.14 5.6 50-yr, 24-hr 1.19 5.63 100-yr, 24-hr 1.27 5.64 Pre-Development 2-yr, 24-hr 1.02 5.65 10-yr, 24-hr 1.1 5.56 25-yr, 24-hr 1.12 5.58 50-yr, 24-hr 1.19 5.62 100-yr, 24-hr 1.23 5.62 2776_2775 Existing 2-yr, 24-hr 2.04 5.58 10-yr, 24-hr 2.87 5.61 25-yr, 24-hr 2.98 5.58 50-yr, 24-hr 3.02 5.63 100-yr, 24-hr 3.03 5.67 Future 2-yr, 24-hr 2.04 5.58 10-yr, 24-hr 2.87 5.61 25-yr, 24-hr 2.98 5.58 50-yr, 24-hr 3.02 5.63 100-yr, 24-hr 3.02 5.67 Pre-Development 2-yr, 24-hr 1.7 5.52 10-yr, 24-hr 2.71 5.67 25-yr, 24-hr 2.85 5.67 50-yr, 24-hr 3 5.59 100-yr, 24-hr 3.02 5.62 2775_2774 Existing 2-yr, 24-hr 2.01 3.77 10-yr, 24-hr 2.77 4.95 25-yr, 24-hr 2.81 5.01 50-yr, 24-hr 2.85 5.08 100-yr, 24-hr 2.84 5.05 Future 2-yr, 24-hr 2.01 3.77 10-yr, 24-hr 2.69 4.81 25-yr, 24-hr 2.71 4.85 50-yr, 24-hr 2.69 4.8 100-yr, 24-hr 2.6 4.63 Pre-Development 2-yr, 24-hr 1.69 3.6 10-yr, 24-hr 2.59 4.62 25-yr, 24-hr 2.63 4.69 50-yr, 24-hr 2.84 5.06 100-yr, 24-hr 2.85 5.07 2774_2769 Existing 2-yr, 24-hr 2.01 4.89 10-yr, 24-hr 2.78 5.06 25-yr, 24-hr 2.82 5.18 50-yr, 24-hr 2.85 5.24 100-yr, 24-hr 2.84 5.22 Future 2-yr, 24-hr 2.01 4.89 10-yr, 24-hr 2.7 5.01 25-yr, 24-hr 2.72 4.96 50-yr, 24-hr 2.69 4.95 100-yr, 24-hr 2.6 4.94 Max. Flow Max. Name Scenario Storm Rate (cfs) Velocity (ft/s) 25-yr, 24-hr 4.98 6.18 50-yr, 24-hr 5.07 8.62 100-yr, 24-hr 5.09 8.61 2768_3152 Existing 2-yr, 24-hr 3.67 5.31 10-yr, 24-hr 5.05 6.33 25-yr, 24-hr 5.07 6.34 50-yr, 24-hr 5.1 6.38 100-yr, 24-hr 5.14 6.42 Future 2-yr, 24-hr 3.68 5.31 10-yr, 24-hr 5.05 6.33 25-yr, 24-hr 5.07 6.35 50-yr, 24-hr 5.07 6.35 100-yr, 24-hr 5.07 6.34 Pre-Development 2-yr, 24-hr 2.51 5.01 10-yr, 24-hr 4.82 6.06 25-yr, 24-hr 4.98 6.24 50-yr, 24-hr 5.07 6.35 100-yr, 24-hr 5.09 6.37 3152_2804 Existing 2-yr, 24-hr 3.67 5.12 10-yr, 24-hr 5.05 6.4 25-yr, 24-hr 5.07 6.42 50-yr, 24-hr 5.12 6.46 100-yr, 24-hr 5.15 6.51 Future 2-yr, 24-hr 3.67 5.12 10-yr, 24-hr 5.05 6.4 25-yr, 24-hr 5.07 6.43 50-yr, 24-hr 5.07 6.43 100-yr, 24-hr 5.07 6.42 Pre-Development 2-yr, 24-hr 2.51 4.85 10-yr, 24-hr 4.82 6.13 25-yr, 24-hr 4.98 6.32 50-yr, 24-hr 5.09 6.43 100-yr, 24-hr 5.12 6.46 2804_3150 Existing 2-yr, 24-hr 3.67 7.24 10-yr, 24-hr 5.06 9 25-yr, 24-hr 5.16 8.95 50-yr, 24-hr 5.22 7.37 100-yr, 24-hr 5.26 7.44 Future 2-yr, 24-hr 3.67 7.24 10-yr, 24-hr 5.03 9 25-yr, 24-hr 5.04 8.95 50-yr, 24-hr 5.04 7.37 100-yr, 24-hr 5.04 7.44 Pre-Development 2-yr, 24-hr 2.51 6.45 10-yr, 24-hr 4.82 7.46 25-yr, 24-hr 4.97 8.99 50-yr, 24-hr 5.16 7.53 100-yr, 24-hr 5.21 7.53 2891_3150 Existing 2-yr, 24-hr -0.03 0.12 10-yr, 24-hr -0.05 0.18 25-yr, 24-hr 0.07 0.2 50-yr, 24-hr -0.07 0.28 100-yr, 24-hr 0.05 0.2 Future 2-yr, 24-hr -0.03 0.12 10-yr, 24-hr -0.99 2.56 25-yr, 24-hr -1.06 2.6 50-yr, 24-hr 1.29 3.49 100-yr, 24-hr 1.33 3.59 Max. Flow Max. Name Scenario Storm Rate (cfs) Velocity (ft/s) 25-yr, 24-hr 23.67 5.91 50-yr, 24-hr 25.25 6.32 100-yr, 24-hr 25.89 6.48 3149_3148 Existing 2-yr, 24-hr 19.09 5.14 10-yr, 24-hr 24.61 6.08 25-yr, 24-hr 25.07 6.29 50-yr, 24-hr 26.26 6.59 100-yr, 24-hr 26.57 6.67 Future 2-yr, 24-hr 19.09 5.13 10-yr, 24-hr 24.5 6.03 25-yr, 24-hr 24.78 6.17 50-yr, 24-hr 25.5 6.4 100-yr, 24-hr 25.68 6.45 Pre-Development 2-yr, 24-hr 12.04 4.81 10-yr, 24-hr 22.89 5.51 25-yr, 24-hr 23.68 5.7 50-yr, 24-hr 25.28 6.35 100-yr, 24-hr 25.98 6.52 3111_3112 Existing 2-yr, 24-hr 2.48 7.46 10-yr, 24-hr 3.44 7.48 25-yr, 24-hr 3.47 7.53 50-yr, 24-hr 3.52 7.7 100-yr, 24-hr 3.54 16.16 Future 2-yr, 24-hr 2.48 7.45 10-yr, 24-hr 3.45 7.5 25-yr, 24-hr 3.47 7.53 50-yr, 24-hr 3.52 7.7 100-yr, 24-hr 3.54 16.16 Pre-Development 2-yr, 24-hr 1.51 7.32 10-yr, 24-hr 3.42 7.93 25-yr, 24-hr 3.43 7.99 50-yr, 24-hr 3.49 7.77 100-yr, 24-hr 3.53 16.14 3112_3113 Existing 2-yr, 24-hr 2.48 5.8 10-yr, 24-hr 2.64 5.76 25-yr, 24-hr 2.65 5.82 50-yr, 24-hr 2.67 5.95 100-yr, 24-hr 2.68 6.01 Future 2-yr, 24-hr 2.47 5.8 10-yr, 24-hr 2.64 5.77 25-yr, 24-hr 2.65 5.81 50-yr, 24-hr 2.66 5.95 100-yr, 24-hr 2.68 6.01 Pre-Development 2-yr, 24-hr 1.51 5.84 10-yr, 24-hr 2.61 6.13 25-yr, 24-hr 2.63 6.15 50-yr, 24-hr 2.66 6.07 100-yr, 24-hr 2.67 6.08 3113_3114 Existing 2-yr, 24-hr 2.16 4.7 10-yr, 24-hr 2.16 4.7 25-yr, 24-hr 2.15 4.69 50-yr, 24-hr 2.17 4.72 100-yr, 24-hr 2.17 4.75 Future 2-yr, 24-hr 2.16 4.71 10-yr, 24-hr 2.16 4.7 25-yr, 24-hr 2.15 4.69 50-yr, 24-hr 2.17 4.73 100-yr, 24-hr 2.17 4.75 Max. Flow Max. Name Scenario Storm Rate (cfs) Velocity (ft/s) 25-yr, 24-hr 1.99 4.36 50-yr, 24-hr 2.18 4.78 100-yr, 24-hr 2.3 5.02 3115_3110 Existing 2-yr, 24-hr 2.85 5.09 10-yr, 24-hr 2.96 5.26 25-yr, 24-hr 2.98 5.28 50-yr, 24-hr 3.02 7.08 100-yr, 24-hr 3.04 5.37 Future 2-yr, 24-hr 2.86 5.1 10-yr, 24-hr 2.96 5.26 25-yr, 24-hr 2.98 5.28 50-yr, 24-hr 3.02 7.08 100-yr, 24-hr 3.04 5.37 Pre-Development 2-yr, 24-hr 2.33 4.73 10-yr, 24-hr 2.91 5.18 25-yr, 24-hr 2.93 5.21 50-yr, 24-hr 2.98 7.06 100-yr, 24-hr 3.01 5.33 3110_2962 Existing 2-yr, 24-hr 2.85 5.23 10-yr, 24-hr 2.96 5.34 25-yr, 24-hr 2.98 5.36 50-yr, 24-hr 3.02 5.43 100-yr, 24-hr 3.04 5.62 Future 2-yr, 24-hr 2.85 5.23 10-yr, 24-hr 2.96 5.34 25-yr, 24-hr 2.98 5.36 50-yr, 24-hr 3.02 5.42 100-yr, 24-hr 3.04 5.62 Pre-Development 2-yr, 24-hr 2.27 5.23 10-yr, 24-hr 2.91 5.26 25-yr, 24-hr 2.93 5.29 50-yr, 24-hr 2.98 5.37 100-yr, 24-hr 3.01 5.6 2962_3521 Existing 2-yr, 24-hr 2.85 4.25 10-yr, 24-hr 2.96 4.26 25-yr, 24-hr 2.98 4.26 50-yr, 24-hr 3.02 4.26 100-yr, 24-hr 3.04 4.26 Future 2-yr, 24-hr 2.85 4.25 10-yr, 24-hr 2.96 4.26 25-yr, 24-hr 2.98 4.25 50-yr, 24-hr 3.02 4.26 100-yr, 24-hr 3.04 4.26 Pre-Development 2-yr, 24-hr 2.27 4.14 10-yr, 24-hr 2.91 4.25 25-yr, 24-hr 2.93 4.25 50-yr, 24-hr 2.98 4.26 100-yr, 24-hr 3.01 4.26 3521_3148 Existing 2-yr, 24-hr 2.85 6.04 10-yr, 24-hr 2.96 6.09 25-yr, 24-hr 2.98 6.1 50-yr, 24-hr 3.02 6.11 100-yr, 24-hr 3.04 6.12 Future 2-yr, 24-hr 2.85 6.04 10-yr, 24-hr 2.98 6.07 25-yr, 24-hr 2.98 6.07 50-yr, 24-hr 3.02 6.07 100-yr, 24-hr 3.04 6.07 Max. Flow Max. Name Scenario Storm Rate (cfs) Velocity (ft/s) 25-yr, 24-hr 26.52 5.32 50-yr, 24-hr 28.13 5.65 100-yr, 24-hr 28.88 5.96 3119_3118 Existing 2-yr, 24-hr 2.54 4.99 10-yr, 24-hr 2.74 4.99 25-yr, 24-hr 2.76 5.01 50-yr, 24-hr 2.82 5.1 100-yr, 24-hr 2.85 5.14 Future 2-yr, 24-hr 2.54 4.99 10-yr, 24-hr 2.74 4.98 25-yr, 24-hr 2.76 5.01 50-yr, 24-hr 2.82 5.1 100-yr, 24-hr 2.84 5.14 Pre-Development 2-yr, 24-hr 1.73 4.97 10-yr, 24-hr 2.68 5.21 25-yr, 24-hr 2.71 5.23 50-yr, 24-hr 2.79 5.15 100-yr, 24-hr 2.82 5.16 3118_3117 Existing 2-yr, 24-hr 2.36 4.35 10-yr, 24-hr 2.35 4.36 25-yr, 24-hr 2.38 4.36 50-yr, 24-hr 2.38 4.35 100-yr, 24-hr 2.37 4.33 Future 2-yr, 24-hr 2.36 4.34 10-yr, 24-hr 2.38 4.36 25-yr, 24-hr 2.38 4.36 50-yr, 24-hr 2.38 4.35 100-yr, 24-hr 2.37 4.33 Pre-Development 2-yr, 24-hr 1.7 4.45 10-yr, 24-hr 2.4 4.48 25-yr, 24-hr 2.39 4.48 50-yr, 24-hr 2.39 4.47 100-yr, 24-hr 2.4 4.48 3117_3116 Existing 2-yr, 24-hr 3.15 5.57 10-yr, 24-hr 3.23 5.68 25-yr, 24-hr 3.24 5.69 50-yr, 24-hr 3.29 5.77 100-yr, 24-hr 3.32 5.81 Future 2-yr, 24-hr 3.15 5.57 10-yr, 24-hr 3.23 5.68 25-yr, 24-hr 3.24 5.69 50-yr, 24-hr 3.29 5.76 100-yr, 24-hr 3.31 5.79 Pre-Development 2-yr, 24-hr 2.75 4.98 10-yr, 24-hr 3.2 5.64 25-yr, 24-hr 3.21 5.65 50-yr, 24-hr 3.25 5.71 100-yr, 24-hr 3.28 5.75 3116_2961 Existing 2-yr, 24-hr 3.15 5.7 10-yr, 24-hr 3.23 5.83 25-yr, 24-hr 3.24 5.84 50-yr, 24-hr 3.27 5.88 100-yr, 24-hr 3.28 5.91 Future 2-yr, 24-hr 3.15 5.7 10-yr, 24-hr 3.23 5.83 25-yr, 24-hr 3.24 5.85 50-yr, 24-hr 3.28 5.9 100-yr, 24-hr 3.31 5.94 Max. Flow Max. Name Scenario Storm Rate (cfs) Velocity (ft/s) 25-yr, 24-hr 3.21 4.08 50-yr, 24-hr 3.25 4.11 100-yr, 24-hr 3.26 4.12 3153_3522 Existing 2-yr, 24-hr 3.15 3.86 10-yr, 24-hr 3.24 4.06 25-yr, 24-hr 3.25 4.13 50-yr, 24-hr 3.27 4.17 100-yr, 24-hr 3.29 4.18 Future 2-yr, 24-hr 3.15 3.86 10-yr, 24-hr 3.24 4.05 25-yr, 24-hr 3.25 4.14 50-yr, 24-hr 3.29 4.17 100-yr, 24-hr 3.32 4.21 Pre-Development 2-yr, 24-hr 2.75 3.76 10-yr, 24-hr 3.2 3.94 25-yr, 24-hr 3.21 3.97 50-yr, 24-hr 3.25 4.14 100-yr, 24-hr 3.27 4.16 3522_2805 Existing 2-yr, 24-hr 3.15 4.22 10-yr, 24-hr 3.24 4.27 25-yr, 24-hr 3.25 4.27 50-yr, 24-hr 3.27 4.28 100-yr, 24-hr 3.28 4.28 Future 2-yr, 24-hr 3.15 4.22 10-yr, 24-hr 3.24 4.26 25-yr, 24-hr 3.27 4.28 50-yr, 24-hr 3.31 4.28 100-yr, 24-hr 3.34 4.27 Pre-Development 2-yr, 24-hr 2.74 4.02 10-yr, 24-hr 3.2 4.25 25-yr, 24-hr 3.21 4.25 50-yr, 24-hr 3.25 4.27 100-yr, 24-hr 3.26 4.28 2805_3147 Existing 2-yr, 24-hr 3.15 5.71 10-yr, 24-hr 3.24 5.75 25-yr, 24-hr 3.25 5.75 50-yr, 24-hr 3.27 5.76 100-yr, 24-hr 3.29 5.76 Future 2-yr, 24-hr 3.15 5.71 10-yr, 24-hr 3.26 5.74 25-yr, 24-hr 3.27 5.73 50-yr, 24-hr 3.36 5.73 100-yr, 24-hr 3.4 5.73 Pre-Development 2-yr, 24-hr 2.74 5.55 10-yr, 24-hr 3.2 5.73 25-yr, 24-hr 3.21 5.74 50-yr, 24-hr 3.25 5.75 100-yr, 24-hr 3.26 5.75 2890_3147 Existing 2-yr, 24-hr 0 0 10-yr, 24-hr 0 0 25-yr, 24-hr 0 0 50-yr, 24-hr 0 0 100-yr, 24-hr 0 0 Future 2-yr, 24-hr 0 0 10-yr, 24-hr -2 1.11 25-yr, 24-hr -1.64 1.61 50-yr, 24-hr -1.64 2.29 100-yr, 24-hr -1.7 2.4 Max. Flow Max. Name Scenario Storm Rate (cfs) Velocity (ft/s) 25-yr, 24-hr 29.64 6.75 50-yr, 24-hr 31.27 6.78 100-yr, 24-hr 32.02 6.79 3120_2960 Existing 2-yr, 24-hr 3.28 5.92 10-yr, 24-hr 3.48 6.19 25-yr, 24-hr 3.49 6.21 50-yr, 24-hr 3.52 6.25 100-yr, 24-hr 3.56 6.31 Future 2-yr, 24-hr 3.29 5.93 10-yr, 24-hr 3.48 6.18 25-yr, 24-hr 3.49 6.21 50-yr, 24-hr 3.52 6.25 100-yr, 24-hr 3.56 6.3 Pre-Development 2-yr, 24-hr 1.51 4.21 10-yr, 24-hr 3.38 6.05 25-yr, 24-hr 3.41 6.07 50-yr, 24-hr 3.49 6.21 100-yr, 24-hr 3.5 6.22 2960_1143 Existing 2-yr, 24-hr 3.29 4.56 10-yr, 24-hr 3.48 4.6 25-yr, 24-hr 3.49 4.57 50-yr, 24-hr 3.53 4.61 100-yr, 24-hr 3.56 4.62 Future 2-yr, 24-hr 3.29 4.57 10-yr, 24-hr 3.48 4.63 25-yr, 24-hr 3.49 4.59 50-yr, 24-hr 3.52 4.54 100-yr, 24-hr 3.56 4.57 Pre-Development 2-yr, 24-hr 1.51 4.02 10-yr, 24-hr 3.38 4.57 25-yr, 24-hr 3.41 4.58 50-yr, 24-hr 3.49 4.6 100-yr, 24-hr 3.5 4.61 1143_3146 Existing 2-yr, 24-hr 3.29 5.5 10-yr, 24-hr 3.48 5.54 25-yr, 24-hr 3.49 5.54 50-yr, 24-hr 3.53 5.55 100-yr, 24-hr 3.56 5.56 Future 2-yr, 24-hr 3.29 5.5 10-yr, 24-hr 3.48 5.54 25-yr, 24-hr 3.49 5.54 50-yr, 24-hr 3.52 5.55 100-yr, 24-hr 3.56 5.56 Pre-Development 2-yr, 24-hr 1.51 4.6 10-yr, 24-hr 3.38 5.52 25-yr, 24-hr 3.41 5.52 50-yr, 24-hr 3.49 5.54 100-yr, 24-hr 3.5 5.55 3146_2799 Existing 2-yr, 24-hr 28.29 6.87 10-yr, 24-hr 34.03 5.14 25-yr, 24-hr 34.4 5.16 50-yr, 24-hr 35.81 5.19 100-yr, 24-hr 36.24 5.23 Future 2-yr, 24-hr 28.3 6.87 10-yr, 24-hr 33.87 5.13 25-yr, 24-hr 34.16 5.14 50-yr, 24-hr 34.76 5.17 100-yr, 24-hr 34.85 5.18 Max. Flow Max. Name Scenario Storm Rate (cfs) Velocity (ft/s) 25-yr, 24-hr 32.94 7.01 50-yr, 24-hr 34.64 7.09 100-yr, 24-hr 35.23 7.12 3526_3292 Existing 2-yr, 24-hr 1.33 4.59 10-yr, 24-hr 1.81 4.81 25-yr, 24-hr 1.83 4.84 50-yr, 24-hr 1.78 4.72 100-yr, 24-hr 1.78 4.73 Future 2-yr, 24-hr 1.32 4.59 10-yr, 24-hr 1.81 4.81 25-yr, 24-hr 1.83 4.84 50-yr, 24-hr 1.78 4.72 100-yr, 24-hr 1.78 4.73 Pre-Development 2-yr, 24-hr 0.85 4.25 10-yr, 24-hr 1.82 4.83 25-yr, 24-hr 1.84 4.88 50-yr, 24-hr 1.88 4.98 100-yr, 24-hr 1.85 4.93 3292_3291 Existing 2-yr, 24-hr 1.27 4.4 10-yr, 24-hr 1.76 4.75 25-yr, 24-hr 1.76 4.75 50-yr, 24-hr 1.76 4.73 100-yr, 24-hr 1.76 4.74 Future 2-yr, 24-hr 1.28 4.4 10-yr, 24-hr 1.76 4.75 25-yr, 24-hr 1.76 4.75 50-yr, 24-hr 1.76 4.73 100-yr, 24-hr 1.76 4.74 Pre-Development 2-yr, 24-hr 0.84 4.37 10-yr, 24-hr 1.77 4.76 25-yr, 24-hr 1.77 4.76 50-yr, 24-hr 1.77 4.77 100-yr, 24-hr 1.77 4.77 3291_3290 Existing 2-yr, 24-hr 1.28 2.99 10-yr, 24-hr 1.76 3.26 25-yr, 24-hr 1.76 3.21 50-yr, 24-hr 1.75 3.3 100-yr, 24-hr 1.79 3.37 Future 2-yr, 24-hr 1.28 2.99 10-yr, 24-hr 1.76 2.98 25-yr, 24-hr 1.76 3 50-yr, 24-hr 1.75 3.08 100-yr, 24-hr 1.76 3.13 Pre-Development 2-yr, 24-hr 0.84 3.16 10-yr, 24-hr 1.77 3.49 25-yr, 24-hr 1.77 3.5 50-yr, 24-hr 1.77 3.47 100-yr, 24-hr 1.77 3.48 3290_3289 Existing 2-yr, 24-hr 4.13 5.11 10-yr, 24-hr 4.22 5.22 25-yr, 24-hr 4.2 5.19 50-yr, 24-hr 4.22 5.18 100-yr, 24-hr 4.25 5.21 Future 2-yr, 24-hr 4.14 5.12 10-yr, 24-hr 4.22 5.22 25-yr, 24-hr 4.19 5.19 50-yr, 24-hr 4.19 5.18 100-yr, 24-hr 4.21 5.21 Max. Flow Max. Name Scenario Storm Rate (cfs) Velocity (ft/s) 25-yr, 24-hr 4.18 5.71 50-yr, 24-hr 4.19 5.24 100-yr, 24-hr 4.21 5.24 3525_3524 Existing 2-yr, 24-hr -0.08 0.11 10-yr, 24-hr 0.19 0.34 25-yr, 24-hr 0.17 0.29 50-yr, 24-hr 0.22 0.37 100-yr, 24-hr 0.23 0.39 Future 2-yr, 24-hr -0.09 0.11 10-yr, 24-hr 0.37 0.47 25-yr, 24-hr 0.37 0.45 50-yr, 24-hr 0.6 0.98 100-yr, 24-hr 0.54 1.09 Pre-Development 2-yr, 24-hr -0.02 0.07 10-yr, 24-hr 0.16 0.2 25-yr, 24-hr -0.18 0.27 50-yr, 24-hr -0.21 0.33 100-yr, 24-hr 0.22 0.39 3524_3523 Existing 2-yr, 24-hr 4.03 5.08 10-yr, 24-hr 4.15 5.2 25-yr, 24-hr 4.17 5.22 50-yr, 24-hr 4.22 5.28 100-yr, 24-hr 4.25 5.3 Future 2-yr, 24-hr 4.05 5.11 10-yr, 24-hr 4.13 5.19 25-yr, 24-hr 4.11 5.18 50-yr, 24-hr 4.1 5.17 100-yr, 24-hr 4.12 5.18 Pre-Development 2-yr, 24-hr 1.98 3.16 10-yr, 24-hr 4.11 5.17 25-yr, 24-hr 4.11 5.17 50-yr, 24-hr 4.18 5.22 100-yr, 24-hr 4.21 5.26 3523_2798 Existing 2-yr, 24-hr 3.98 5.2 10-yr, 24-hr 4.15 5.24 25-yr, 24-hr 4.17 5.26 50-yr, 24-hr 4.22 5.32 100-yr, 24-hr 4.25 5.35 Future 2-yr, 24-hr 3.98 5.19 10-yr, 24-hr 4.09 5.19 25-yr, 24-hr 4.09 5.17 50-yr, 24-hr 4.09 5.18 100-yr, 24-hr 4.1 5.19 Pre-Development 2-yr, 24-hr 1.97 4.66 10-yr, 24-hr 4.08 5.17 25-yr, 24-hr 4.11 5.19 50-yr, 24-hr 4.18 5.27 100-yr, 24-hr 4.21 5.3 2798_2801 Existing 2-yr, 24-hr 3.98 5.09 10-yr, 24-hr 4.15 5.29 25-yr, 24-hr 4.17 5.31 50-yr, 24-hr 4.22 5.37 100-yr, 24-hr 4.25 5.4 Future 2-yr, 24-hr 3.98 5.09 10-yr, 24-hr 4.23 5.38 25-yr, 24-hr 4.13 5.23 50-yr, 24-hr 4.2 5.28 100-yr, 24-hr 4.09 5.22 Max. Flow Max. Name Scenario Storm Rate (cfs) Velocity (ft/s) 25-yr, 24-hr 0 0 50-yr, 24-hr 0 0 100-yr, 24-hr 0 0 2801_2800 Existing 2-yr, 24-hr 3.98 6.61 10-yr, 24-hr 4.16 6.68 25-yr, 24-hr 4.17 6.69 50-yr, 24-hr 4.23 6.71 100-yr, 24-hr 4.25 6.72 Future 2-yr, 24-hr 3.98 6.61 10-yr, 24-hr 4.33 6.65 25-yr, 24-hr 7 6.65 50-yr, 24-hr 6.83 6.65 100-yr, 24-hr 7.29 6.65 Pre-Development 2-yr, 24-hr 1.97 5.47 10-yr, 24-hr 4.08 6.65 25-yr, 24-hr 4.11 6.66 50-yr, 24-hr 4.18 6.69 100-yr, 24-hr 4.21 6.7 2800_3459 Existing 2-yr, 24-hr 32.27 7.25 10-yr, 24-hr 38.13 7.54 25-yr, 24-hr 38.53 7.55 50-yr, 24-hr 39.99 7.59 100-yr, 24-hr 40.31 7.6 Future 2-yr, 24-hr 32.28 7.25 10-yr, 24-hr 49.22 7.76 25-yr, 24-hr 51.77 7.53 50-yr, 24-hr 48.54 7.65 100-yr, 24-hr 38.56 7.54 Pre-Development 2-yr, 24-hr 20.45 6.45 10-yr, 24-hr 36.16 7.45 25-yr, 24-hr 36.97 7.48 50-yr, 24-hr 38.71 7.56 100-yr, 24-hr 39.34 7.59 3459_2894 Existing 2-yr, 24-hr 32.27 10.04 10-yr, 24-hr 38.41 10.07 25-yr, 24-hr 38.8 10.05 50-yr, 24-hr 40.5 10.08 100-yr, 24-hr 40.8 10.1 Future 2-yr, 24-hr 32.28 10.04 10-yr, 24-hr 81.48 10.07 25-yr, 24-hr 82.25 10.05 50-yr, 24-hr 84.52 10.08 100-yr, 24-hr 86.16 10.17 Pre-Development 2-yr, 24-hr 20.45 9.05 10-yr, 24-hr 36.17 10.17 25-yr, 24-hr 36.96 10.17 50-yr, 24-hr 39.02 10.14 100-yr, 24-hr 39.46 10.12 2894_3530 Existing 2-yr, 24-hr 32.27 8.76 10-yr, 24-hr 38.91 8.7 25-yr, 24-hr 39.14 8.73 50-yr, 24-hr 40.61 8.77 100-yr, 24-hr 40.77 8.76 Future 2-yr, 24-hr 32.28 8.77 10-yr, 24-hr 81.21 16.1 25-yr, 24-hr 81.77 16.2 50-yr, 24-hr 84.16 16.65 100-yr, 24-hr 85.62 16.93 Max. Flow Max. Name Scenario Storm Rate (cfs) Velocity (ft/s) 25-yr, 24-hr 36.84 8.7 50-yr, 24-hr 38.7 8.66 100-yr, 24-hr 39.54 8.63 2488_BC3A Existing 2-yr, 24-hr 251.48 5.84 10-yr, 24-hr 620.93 7.59 25-yr, 24-hr 692.82 7.82 50-yr, 24-hr 934.83 8.48 100-yr, 24-hr 1071.44 8.57 Future 2-yr, 24-hr 251.49 5.84 10-yr, 24-hr 832.55 7.36 25-yr, 24-hr -978.9 7.42 50-yr, 24-hr -2095.81 7.55 100-yr, 24-hr -2701.75 8.27 Pre-Development 2-yr, 24-hr 102.09 4.21 10-yr, 24-hr 385.35 6.79 25-yr, 24-hr 437.98 6.93 50-yr, 24-hr 610.85 7.49 100-yr, 24-hr 724.56 7.89 L-BC3A-H11 Existing 2-yr, 24-hr 286.23 5.54 10-yr, 24-hr 681.75 6.6 25-yr, 24-hr 760.85 6.64 50-yr, 24-hr 1014.74 6.75 100-yr, 24-hr 1162.5 6.69 Future 2-yr, 24-hr 286.22 5.54 10-yr, 24-hr 877.1 6.6 25-yr, 24-hr 989.67 6.64 50-yr, 24-hr -2008 7.41 100-yr, 24-hr -2601.77 7.76 Pre-Development 2-yr, 24-hr 116.8 3.93 10-yr, 24-hr 425.91 6.01 25-yr, 24-hr 478.49 6.09 50-yr, 24-hr 668.94 6.26 100-yr, 24-hr 798.74 6.33 L-EG1D-EG1C Existing 2-yr, 24-hr 159.83 4.53 10-yr, 24-hr 459.29 6.62 25-yr, 24-hr 524.49 6.93 50-yr, 24-hr 753.39 7.81 100-yr, 24-hr 892.64 8.01 Future 2-yr, 24-hr 159.81 4.53 10-yr, 24-hr 616.98 6.49 25-yr, 24-hr 528.65 6.58 50-yr, 24-hr 843.78 6.82 100-yr, 24-hr 931.09 6.94 Pre-Development 2-yr, 24-hr 93.16 3.71 10-yr, 24-hr 367.02 6.18 25-yr, 24-hr 423.57 6.49 50-yr, 24-hr 616.61 7.38 100-yr, 24-hr 730.79 7.81 L-EG1C-H10 Existing 2-yr, 24-hr 189.06 3.12 10-yr, 24-hr 546.84 4.76 25-yr, 24-hr 621.76 5 50-yr, 24-hr 876.84 5.61 100-yr, 24-hr 990.7 5.67 Future 2-yr, 24-hr 189.15 3.12 10-yr, 24-hr 673.45 4.64 25-yr, 24-hr 621.17 4.71 50-yr, 24-hr 967.2 4.93 100-yr, 24-hr 1082.51 5.31 Max. Flow Max. Name Scenario Storm Rate (cfs) Velocity (ft/s) 25-yr, 24-hr 314.81 10.53 50-yr, 24-hr 460.46 11.96 100-yr, 24-hr 551.57 12.67 L-H12-H10 Existing 2-yr, 24-hr 187.37 4.94 10-yr, 24-hr 471.84 6.26 25-yr, 24-hr 525.94 6.39 50-yr, 24-hr 705.5 6.61 100-yr, 24-hr 738.47 6.66 Future 2-yr, 24-hr 187.34 4.94 10-yr, 24-hr 834.15 6.14 25-yr, 24-hr 501.51 6.18 50-yr, 24-hr 691.72 6.26 100-yr, 24-hr 797.31 6.25 Pre-Development 2-yr, 24-hr 84.5 3.69 10-yr, 24-hr 301.8 5.48 25-yr, 24-hr 341.53 5.69 50-yr, 24-hr 502.58 6.15 100-yr, 24-hr 600.78 6.33 L-H10-H18 Existing 2-yr, 24-hr 372.19 6.9 10-yr, 24-hr 1012.18 9.42 25-yr, 24-hr 1140.2 9.73 50-yr, 24-hr 1568.04 10.45 100-yr, 24-hr 1659.67 10.5 Future 2-yr, 24-hr 372.12 6.9 10-yr, 24-hr 1121.11 8.95 25-yr, 24-hr 1181.48 9.04 50-yr, 24-hr 1564.94 9.22 100-yr, 24-hr 1830.47 9.2 Pre-Development 2-yr, 24-hr 191.67 5.46 10-yr, 24-hr 721.1 8.6 25-yr, 24-hr 823.29 8.91 50-yr, 24-hr 1169.29 9.88 100-yr, 24-hr 1408.56 10.29 L-EG2B-H18 Existing 2-yr, 24-hr 11.17 0.3 10-yr, 24-hr 22.83 0.37 25-yr, 24-hr 25.31 0.38 50-yr, 24-hr 47.2 0.39 100-yr, 24-hr 202.11 1.01 Future 2-yr, 24-hr 11.06 0.3 10-yr, 24-hr -597.62 1.9 25-yr, 24-hr 669.74 3.3 50-yr, 24-hr -626.58 2.37 100-yr, 24-hr -735.38 2.51 Pre-Development 2-yr, 24-hr 3.2 0.19 10-yr, 24-hr 14.09 0.2 25-yr, 24-hr 16.21 0.21 50-yr, 24-hr 22.95 0.22 100-yr, 24-hr 26.85 0.23 L-H18-H11 Existing 2-yr, 24-hr 382.27 6.42 10-yr, 24-hr 1027.97 8.07 25-yr, 24-hr 1158.68 8.16 50-yr, 24-hr 1554.45 8.33 100-yr, 24-hr 1688.02 8.4 Future 2-yr, 24-hr 382.21 6.42 10-yr, 24-hr 1181.79 7.9 25-yr, 24-hr 1054.61 7.97 50-yr, 24-hr 1590.82 8.05 100-yr, 24-hr 1857.66 8.68 Max. Flow Max. Name Scenario Storm Rate (cfs) Velocity (ft/s) 25-yr, 24-hr 1307.56 7.45 50-yr, 24-hr 1446.12 7.53 100-yr, 24-hr 1457.97 7.57 L-EG2D-H6 Existing 2-yr, 24-hr 783.88 7.57 10-yr, 24-hr 1564.1 7.77 25-yr, 24-hr 1589.51 7.89 50-yr, 24-hr 1652.85 8.2 100-yr, 24-hr 1689.13 8.38 Future 2-yr, 24-hr 783.89 7.57 10-yr, 24-hr 1358.16 7.76 25-yr, 24-hr 1681.72 8.17 50-yr, 24-hr 2065 10.14 100-yr, 24-hr 2411.22 11.63 Pre-Development 2-yr, 24-hr 344.42 6.25 10-yr, 24-hr 1244.13 7.08 25-yr, 24-hr 1400.96 7 50-yr, 24-hr 1549.11 7.69 100-yr, 24-hr 1577.07 7.83 L-EG2A-2C Existing 2-yr, 24-hr 72.7 6.97 10-yr, 24-hr 214.74 10.88 25-yr, 24-hr 245.57 11.36 50-yr, 24-hr 347.25 12.73 100-yr, 24-hr 407.01 13.42 Future 2-yr, 24-hr 72.64 6.97 10-yr, 24-hr 214.66 10.05 25-yr, 24-hr 245.23 10.14 50-yr, 24-hr 476.01 10.45 100-yr, 24-hr 545.27 10.55 Pre-Development 2-yr, 24-hr 72.25 7.01 10-yr, 24-hr 213.59 10.83 25-yr, 24-hr 243.95 11.37 50-yr, 24-hr 345.8 12.79 100-yr, 24-hr 405.78 13.47 L-H19-EG2C Existing 2-yr, 24-hr 0 0 10-yr, 24-hr 0 0 25-yr, 24-hr 0 0 50-yr, 24-hr 0 0 100-yr, 24-hr 0 0 Future 2-yr, 24-hr 0 0 10-yr, 24-hr 0 0 25-yr, 24-hr 0 0 50-yr, 24-hr 0 0 100-yr, 24-hr -355.58 0.82 Pre-Development 2-yr, 24-hr 0 0 10-yr, 24-hr 0 0 25-yr, 24-hr 0 0 50-yr, 24-hr 0 0 100-yr, 24-hr 0 0 L-EG2C-2E Existing 2-yr, 24-hr 102.83 3.6 10-yr, 24-hr 335.92 6.43 25-yr, 24-hr 383.53 6.77 50-yr, 24-hr 538.55 7.76 100-yr, 24-hr 626.86 8.22 Future 2-yr, 24-hr 102.74 3.6 10-yr, 24-hr 321.51 6.36 25-yr, 24-hr 371.69 6.44 50-yr, 24-hr 526.8 6.76 100-yr, 24-hr 612.74 6.54 Max. Flow Max. Name Scenario Storm Rate (cfs) Velocity (ft/s) 25-yr, 24-hr 32.21 1.93 50-yr, 24-hr 44.69 2.1 100-yr, 24-hr 51.88 2.17 L-EG1B-1A Existing 2-yr, 24-hr 69.31 4.76 10-yr, 24-hr 199.25 7.17 25-yr, 24-hr 226.3 7.53 50-yr, 24-hr 318.92 8.56 100-yr, 24-hr 374.21 9.07 Future 2-yr, 24-hr 69.3 4.76 10-yr, 24-hr 199.25 7.17 25-yr, 24-hr 226.12 7.53 50-yr, 24-hr 380.73 8.34 100-yr, 24-hr 418.57 8.72 Pre-Development 2-yr, 24-hr 27.78 3.32 10-yr, 24-hr 136.05 6.26 25-yr, 24-hr 157.09 6.61 50-yr, 24-hr 227.83 7.61 100-yr, 24-hr 268.98 8.1 L-EG1A-H9 Existing 2-yr, 24-hr 123.12 3.06 10-yr, 24-hr 313.97 5.09 25-yr, 24-hr 351.2 5.41 50-yr, 24-hr 476.86 6.52 100-yr, 24-hr 550.9 7.08 Future 2-yr, 24-hr 123.12 3.06 10-yr, 24-hr 319.14 5.16 25-yr, 24-hr 350.81 5.5 50-yr, 24-hr 478.35 6.42 100-yr, 24-hr 539.93 6.51 Pre-Development 2-yr, 24-hr 53.34 1.83 10-yr, 24-hr 203.4 4.04 25-yr, 24-hr 231.34 4.33 50-yr, 24-hr 339.59 5.31 100-yr, 24-hr 408.17 5.89 L-EG1F-H9 Existing 2-yr, 24-hr 41.03 0.54 10-yr, 24-hr 99.65 0.54 25-yr, 24-hr 109.78 0.57 50-yr, 24-hr 146.17 0.71 100-yr, 24-hr 166.95 0.78 Future 2-yr, 24-hr 41.5 0.54 10-yr, 24-hr 4359.8 21.57 25-yr, 24-hr 474.12 2.34 50-yr, 24-hr 256.78 1.25 100-yr, 24-hr 210.87 1.05 Pre-Development 2-yr, 24-hr 24.78 0.41 10-yr, 24-hr 61.49 0.37 25-yr, 24-hr 69.3 0.4 50-yr, 24-hr 95.43 0.51 100-yr, 24-hr 113.59 0.57 L-H9-EG1E Existing 2-yr, 24-hr 161.34 2.78 10-yr, 24-hr 408.89 4.32 25-yr, 24-hr 456.8 4.55 50-yr, 24-hr 619.07 5.23 100-yr, 24-hr 714.38 5.59 Future 2-yr, 24-hr 161.31 2.78 10-yr, 24-hr 1237.32 6.09 25-yr, 24-hr 584.55 4.5 50-yr, 24-hr 676.11 4.75 100-yr, 24-hr 755.54 4.84 Max. Flow Max. Name Scenario Storm Rate (cfs) Velocity (ft/s) 25-yr, 24-hr 476.64 3.55 50-yr, 24-hr 518.38 3.33 100-yr, 24-hr 622.62 3.44 L-H6-H7 Existing 2-yr, 24-hr 898.48 6.37 10-yr, 24-hr 1324.32 6.92 25-yr, 24-hr 1326.13 6.92 50-yr, 24-hr 1325.21 6.84 100-yr, 24-hr 1321.76 6.87 Future 2-yr, 24-hr 898.57 6.37 10-yr, 24-hr 1609.18 7.85 25-yr, 24-hr 1635.04 7.98 50-yr, 24-hr 1666.19 8.1 100-yr, 24-hr 1671.65 8.12 Pre-Development 2-yr, 24-hr 450.34 5.18 10-yr, 24-hr 1331.75 6.96 25-yr, 24-hr 1336.66 6.98 50-yr, 24-hr 1339.62 7.04 100-yr, 24-hr 1341.14 7.05 L-H7-EG3A Existing 2-yr, 24-hr 932.71 5.95 10-yr, 24-hr 1328.76 6.62 25-yr, 24-hr 1336.21 6.65 50-yr, 24-hr 1330.14 6.63 100-yr, 24-hr 1324.39 6.61 Future 2-yr, 24-hr 932.63 5.95 10-yr, 24-hr 1682.9 8.31 25-yr, 24-hr 1708.24 8.45 50-yr, 24-hr 1748.23 8.65 100-yr, 24-hr 1751.08 8.65 Pre-Development 2-yr, 24-hr 456.68 4.71 10-yr, 24-hr 1348.13 6.62 25-yr, 24-hr 1349.2 6.68 50-yr, 24-hr 1361.71 6.75 100-yr, 24-hr 1364 6.76 L-EG3A-4C Existing 2-yr, 24-hr 940.31 6.09 10-yr, 24-hr 1314.87 6.54 25-yr, 24-hr 1317.03 6.54 50-yr, 24-hr 1323.46 6.58 100-yr, 24-hr 1335.07 6.64 Future 2-yr, 24-hr 940.26 6.09 10-yr, 24-hr 1700 8.42 25-yr, 24-hr 1725.8 8.55 50-yr, 24-hr 1773.19 8.79 100-yr, 24-hr 1768.32 8.76 Pre-Development 2-yr, 24-hr 458.64 4.64 10-yr, 24-hr 1349.06 6.68 25-yr, 24-hr 1351.73 6.68 50-yr, 24-hr 1359.37 6.69 100-yr, 24-hr 1360.85 6.68 L-EG5B-4A Existing 2-yr, 24-hr 87.1 4.19 10-yr, 24-hr 189.05 5.27 25-yr, 24-hr 207.79 5.34 50-yr, 24-hr 282.1 5.47 100-yr, 24-hr 326.53 5.69 Future 2-yr, 24-hr 87.08 4.19 10-yr, 24-hr 293.87 5.21 25-yr, 24-hr 279.07 5.26 50-yr, 24-hr 422.7 5.39 100-yr, 24-hr 376.34 5.39 Max. Flow Max. Name Scenario Storm Rate (cfs) Velocity (ft/s) 25-yr, 24-hr 142.61 3.47 50-yr, 24-hr 208.9 3.83 100-yr, 24-hr 249.58 4.01 L-EG4C-5G Existing 2-yr, 24-hr 1074.72 8.19 10-yr, 24-hr 1490.3 8.86 25-yr, 24-hr 1498.26 8.86 50-yr, 24-hr 1517.37 8.85 100-yr, 24-hr 1525.61 8.85 Future 2-yr, 24-hr 1074.61 8.19 10-yr, 24-hr 1804.16 8.87 25-yr, 24-hr 1821.51 8.87 50-yr, 24-hr 1850.34 8.97 100-yr, 24-hr 1850.85 8.97 Pre-Development 2-yr, 24-hr 498.97 6.25 10-yr, 24-hr 1452.34 8.87 25-yr, 24-hr 1483.21 8.87 50-yr, 24-hr 1493.3 8.88 100-yr, 24-hr 1497.52 8.88 L-EG5G-H4 Existing 2-yr, 24-hr 1101.01 8.19 10-yr, 24-hr 1619.2 8.8 25-yr, 24-hr 1460.01 8.8 50-yr, 24-hr 1519.26 8.78 100-yr, 24-hr 1959.51 9.77 Future 2-yr, 24-hr 1100.74 8.19 10-yr, 24-hr 2120.14 10.3 25-yr, 24-hr 2311.99 11.03 50-yr, 24-hr 2169.5 10.47 100-yr, 24-hr 2289.07 10.93 Pre-Development 2-yr, 24-hr 510.89 6.37 10-yr, 24-hr 1696.02 8.81 25-yr, 24-hr 1831.43 9.13 50-yr, 24-hr 1576.27 8.9 100-yr, 24-hr 1512.84 8.91 L-H4-H3 Existing 2-yr, 24-hr 1105.19 8.51 10-yr, 24-hr 1430.18 8.96 25-yr, 24-hr 1402.65 8.97 50-yr, 24-hr 1431.42 8.95 100-yr, 24-hr 1421.24 8.95 Future 2-yr, 24-hr 1105.02 8.51 10-yr, 24-hr 1882.1 9.2 25-yr, 24-hr 2399.62 11.31 50-yr, 24-hr 1939.92 9.47 100-yr, 24-hr 1994.34 9.75 Pre-Development 2-yr, 24-hr 512.09 6.76 10-yr, 24-hr 1464.84 9.01 25-yr, 24-hr 1424.51 9.02 50-yr, 24-hr 1447.17 9.05 100-yr, 24-hr 1446.79 9.05 L-H3-H2 Existing 2-yr, 24-hr 1248.5 8.38 10-yr, 24-hr 1473.95 8.55 25-yr, 24-hr 1474.23 8.55 50-yr, 24-hr 1470.35 8.53 100-yr, 24-hr 1468.4 8.55 Future 2-yr, 24-hr 1247.83 8.51 10-yr, 24-hr 1798.54 8.96 25-yr, 24-hr 1983.38 9.43 50-yr, 24-hr 1831.04 8.95 100-yr, 24-hr 1860.16 9.04 Max. Flow Max. Name Scenario Storm Rate (cfs) Velocity (ft/s) 25-yr, 24-hr 0 0 50-yr, 24-hr 0 0 100-yr, 24-hr 0 0 L-EGT1A-1B Existing 2-yr, 24-hr 76.91 3.29 10-yr, 24-hr 208.86 4.79 25-yr, 24-hr 235.79 5.01 50-yr, 24-hr 328.4 5.64 100-yr, 24-hr 384.27 5.96 Future 2-yr, 24-hr 76.94 3.29 10-yr, 24-hr 224.02 4.86 25-yr, 24-hr 254.56 4.94 50-yr, 24-hr 339.17 5.13 100-yr, 24-hr 386.41 5.18 Pre-Development 2-yr, 24-hr 44.17 2.67 10-yr, 24-hr 156.46 4.31 25-yr, 24-hr 178.39 4.52 50-yr, 24-hr 252.59 5.13 100-yr, 24-hr 296.32 5.44 L-EGT1B-H1 Existing 2-yr, 24-hr 78.75 3.71 10-yr, 24-hr 214.21 4.89 25-yr, 24-hr 241.73 5.08 50-yr, 24-hr 336.17 5.67 100-yr, 24-hr 392.61 5.98 Future 2-yr, 24-hr 78.75 3.71 10-yr, 24-hr -262.55 4.9 25-yr, 24-hr -289.07 4.97 50-yr, 24-hr 348.48 5.07 100-yr, 24-hr 395.68 5.02 Pre-Development 2-yr, 24-hr 45.9 2.98 10-yr, 24-hr 160.29 4.52 25-yr, 24-hr 182.55 4.76 50-yr, 24-hr 257.98 5.09 100-yr, 24-hr 302.53 5.39 L-EGT2A-H1 Existing 2-yr, 24-hr 60.93 3.45 10-yr, 24-hr 183.03 4.77 25-yr, 24-hr 208.76 4.97 50-yr, 24-hr 296.66 5.6 100-yr, 24-hr 349.08 5.93 Future 2-yr, 24-hr 60.92 3.45 10-yr, 24-hr 194.91 4.79 25-yr, 24-hr 206.64 4.88 50-yr, 24-hr 294.27 5.05 100-yr, 24-hr 496.19 5.04 Pre-Development 2-yr, 24-hr 48.53 3.22 10-yr, 24-hr 162.11 4.91 25-yr, 24-hr 183.09 5.18 50-yr, 24-hr 255.39 5.52 100-yr, 24-hr 305.72 5.81 L-H1-H2 Existing 2-yr, 24-hr 136.92 3.27 10-yr, 24-hr 383.42 4.27 25-yr, 24-hr 437.25 4.34 50-yr, 24-hr 620.22 4.46 100-yr, 24-hr 727.41 4.78 Future 2-yr, 24-hr 136.92 3.36 10-yr, 24-hr 442.33 4.62 25-yr, 24-hr 438.63 4.71 50-yr, 24-hr 613.88 4.76 100-yr, 24-hr 713.66 4.59 Max. Flow Max. Name Scenario Storm Rate (cfs) Velocity (ft/s) 25-yr, 24-hr 1603.28 9.21 50-yr, 24-hr 1597.75 9.17 100-yr, 24-hr 1588.82 9.16 L-EG6A-H15 Existing 2-yr, 24-hr 257.79 5.42 10-yr, 24-hr 259.72 5.45 25-yr, 24-hr 259.92 5.46 50-yr, 24-hr 273.57 5.68 100-yr, 24-hr 275.97 5.72 Future 2-yr, 24-hr 1492.88 9.65 10-yr, 24-hr 2517.44 12.4 25-yr, 24-hr 2624.53 12.83 50-yr, 24-hr 3002.17 14.3 100-yr, 24-hr 3261.96 15.21 Pre-Development 2-yr, 24-hr 752.25 7.88 10-yr, 24-hr 1826.36 10.09 25-yr, 24-hr 1830.94 10.1 50-yr, 24-hr 1840.29 10.07 100-yr, 24-hr 1843.75 10.05 L-EG7H-H17 Existing 2-yr, 24-hr 143.48 5.17 10-yr, 24-hr 346.53 5.15 25-yr, 24-hr 388.09 5.18 50-yr, 24-hr 533.99 5.26 100-yr, 24-hr 697.22 5.22 Future 2-yr, 24-hr 143.35 5.17 10-yr, 24-hr 346.53 5.15 25-yr, 24-hr 387.93 5.18 50-yr, 24-hr 532.55 5.26 100-yr, 24-hr 802.81 5.21 Pre-Development 2-yr, 24-hr 44.79 3.51 10-yr, 24-hr 164.9 4.3 25-yr, 24-hr 192.86 4.32 50-yr, 24-hr 293.8 4.42 100-yr, 24-hr 357.69 4.47 L-EG7B-7C Existing 2-yr, 24-hr 63.38 3.17 10-yr, 24-hr 191.85 4.7 25-yr, 24-hr 218.14 4.9 50-yr, 24-hr 309.12 5.45 100-yr, 24-hr 453.43 7.8 Future 2-yr, 24-hr 63.35 3.17 10-yr, 24-hr 191.74 4.84 25-yr, 24-hr 218 5.07 50-yr, 24-hr 309.08 5.72 100-yr, 24-hr 463.4 7.87 Pre-Development 2-yr, 24-hr 45.3 3.01 10-yr, 24-hr 165 4.83 25-yr, 24-hr 190.08 5.07 50-yr, 24-hr 278.12 5.77 100-yr, 24-hr 331.81 6.03 L-EG7G-7C Existing 2-yr, 24-hr 80.48 3.69 10-yr, 24-hr 209.2 5.07 25-yr, 24-hr 235.12 5.24 50-yr, 24-hr 327.79 5.84 100-yr, 24-hr 472.75 7.99 Future 2-yr, 24-hr 80.47 3.69 10-yr, 24-hr 209.15 5.16 25-yr, 24-hr 235.04 5.38 50-yr, 24-hr 327.65 6.04 100-yr, 24-hr 477.52 8.03 Max. Flow Max. Name Scenario Storm Rate (cfs) Velocity (ft/s) 25-yr, 24-hr 538.91 5.38 50-yr, 24-hr 803.86 6.09 100-yr, 24-hr 968.21 6.13 L-H17-H15 Existing 2-yr, 24-hr 362.1 5.77 10-yr, 24-hr 966.67 7.62 25-yr, 24-hr 1093.17 7.84 50-yr, 24-hr 1501.7 8.55 100-yr, 24-hr 1556.74 8.54 Future 2-yr, 24-hr 362.08 5.55 10-yr, 24-hr 968.03 7.97 25-yr, 24-hr 1092.86 8.32 50-yr, 24-hr 1530.32 9.31 100-yr, 24-hr 1801.69 9.56 Pre-Development 2-yr, 24-hr 165.02 4.27 10-yr, 24-hr 627.7 6.91 25-yr, 24-hr 729.89 7.34 50-yr, 24-hr 1095.07 8.54 100-yr, 24-hr 1323.39 8.66 Page 33 of 33 Bozeman Storm Water Facilities Plan Appendix D-1: Low Impact Development Appendix D-1: Low Impact Development D-1-1. Introduction Low impact development is a new approach to storm water management that focuses on managing rainfall and runoff at the source using a large number of runoff reduction and water quality BMPs. Related to low impact development is the LEED (Leadership in Energy and Environmental Design) rating system for “green” building development. The LEED rating system encourages low impact development practices by awarding “points” toward LEED certification. Although many low impact development BMPs rely on infiltration using, for example, porous pavement, many others can be effective in Bozeman’s climate. Refer to additional discussion below, including a more detailed description of the LEED certification program. D-1-2. Low Impact Development Low Impact Development (LID) is an innovative storm water management approach with a basic principle that is modeled after nature: Manage rainfall at the source using uniformly distributed decentralized micro-scale controls. LID's goal is to mimic a site's predevelopment hydrology by using design techniques that infiltrate, filter, store, evaporate, and detain runoff near its source. Techniques are based on the premise that storm water management should not be seen as storm water disposal. Instead of conveying and managing/treating storm water in large, costly end-of-pipe facilities located at the bottom of drainage areas, LID addresses storm water through small, cost-effective landscape features located at the lot level. These landscape features, known as Integrated Management Practices (IMPs), are the building blocks of LID. Almost all components of the urban environment have the potential to serve as an IMP. This includes not only open space, but also rooftops, streetscapes, parking lots, sidewalks, and medians. LID is a versatile approach that can be applied equally to new development, urban retrofits, and redevelopment/revitalization projects. In some cases, adoption of LID standards could lead to necessary revision of street standards. In all cases, LID should be designed carefully so not to introduce pest management issues, such as mosquito abatement, or other problems. If LID is adopted in Bozeman, the City should provide the Public Works Department with the flexibility to reject LID designs during project reviews. The term Low Impact Development (LID) has recently been used in conjunction with storm water management and is used in this report to refer to a set of tools and design guidelines that may reduce storm water runoff and assist with maintaining the natural hydrologic cycle. Research has shown that LID practices alone will not provide sufficient flood and erosion control. However, LID has been shown to decrease runoff when compared to conventional storm water management solutions and improve storm water quality. Those design techniques which may be beneficial to the City of Bozeman are described below. Site Design. New development and re-development can be designed to minimize storm water runoff and provide treatment on site by making relatively inexpensive design changes. These changes would be based on the LID concept of treating storm water as close to the source as practical, using discrete, simple facilities and minimizing large-scale storm water collection and conveyance. Examples of these changes include: • Trees planted in a park strip could be placed in existing low spots with curb cuts, and not in planters. D-1-1 Bozeman Storm Water Facilities Plan Typical Bioretention Area • Green spaces or open spaces adjacent to parking lots could be constructed to collect storm water runoff, not isolated by a curb, and placed at a lower elevation than the pavement. • Bioretention is a soil and plant based infiltration area, graded to receive runoff. Bioretention increases retention time and evapotranspiration, and thus helps control storm water. In areas of high groundwater, an underdrain should also be routed to a storm water collection system. Bioretention areas should be incorporated in new development whenever feasible. Tree Retention. Trees are beneficial to storm water management by attenuating runoff, providing added infiltration capabilities, soil stabilization, shade, and habitat. Tree retention could be accomplished through any of several methods used in other jurisdictions, including number of trees per acre for new development (for example, 220 trees per acre requirement in the Olympia, WA municipal code) or a certain percentage of tree cover in an area (for example, 60% tree cover is required in Issaquah, WA, a fast developing suburban area of Seattle near Issaquah Creek, which is critical to the Chinook Salmon population). The City of Lacey, WA adopted a Zero Impact Development (ZID) ordinance, in which a project adheres to the 60/0 development standard meaning 60% forest cover preserved and zero effective impervious surface. Another method of managing storm water through the use of trees is installation of ‘tree boxes’ (see the figure above). These should be designed with an underdrain system to infiltrate or convey excess runoff to another location. These can be an effective measure to hold, evaporate, and infiltrate storm water. Grass Swales. Grass swales can be used in place of curb and gutter in some areas. This allows runoff to infiltrate locally, where soils are permeable, and high volume flows should be channeled away. Soil Amendments. Normally, conventional site development earthwork practices remove the topsoil layer and landscape soils are not adequately prepared (LID, 2005). This activity removes critical organic material from the upper ground surface layers and reduces the tendency for storm water to infiltrate. Since the upper soil layers are critical to infiltrating and storing storm water runoff, the City of Bozeman could enact an ordinance to require organic soil amendments to encourage retention of the hydrologic benefits of native top soils. For D-1-2 Appendix D-1: Low Impact Development example, the soils at a recent low impact development design project were high in clay and standing water had been a constant problem. Approximately $200 of worms was added to the soils to enhance soil permeability. Storage was increased in the topsoil and infiltration was increased resulting in less ponding. This is a very low cost, organic, zero maintenance solution. Alternately, specifications can be developed to insure imported top soils used for landscaping are blended such that they support vegetation and provide an adequate grain size distribution for storm water infiltration. Rainwater Harvesting. Urbanized development that simulates a pre-development hydrologic condition is not possible for single-family housing without reducing the contribution of storm water runoff from rooftops. One effective way of reducing rooftop runoff is to collect and reuse this water. Harvested storm water runoff is commonly used for onsite landscape irrigation and building interior sewage conveyance (toilet flushing). The Banner Bank Building in Boise, Idaho, for example, is designed to use harvested storm water runoff for flushing toilets and urinals on all floors of this 11-story building and 100% of irrigation water needed for the site’s landscaping. Healthy Soil Structure (LID, 2005) D-1-3 Bozeman Storm Water Facilities Plan Storm Water Flows at Banner Bank Building (Gibney, 2005) Minimal Excavation Foundation Systems. Heavy equipment used for earthwork operations causes soil compaction and limits the natural capacity of an area to retain and absorb storm water runoff. Minimizing the use of heavy equipment during construction can improve the soils’ retention capacity by minimizing soil compaction and disturbance of the native soils. Native soils in some areas of Bozeman function better for storm water infiltration and retention prior to disturbance. One method of reducing the amount of heavy equipment necessary for building construction is through the construction of alternative foundation systems, such as Pin Foundations™. These systems provide structural bearing capacity with minimal disturbance to the native upper soil layers which infiltrate and store storm water while providing native soils for developing vegetation (LID, 2005). Another method is to limit construction disturbance to a portion of a site. Permeable Pavers. Alternative paving materials can be used to locally infiltrate rainwater and reduce the runoff leaving a site. Roads, sidewalks, and parking lots can be constructed using porous concrete and paving blocks. Permeable pavers could be problematic in areas with cold, snowy climates, such as Bozeman, due to snow removal and repetitive freeze-thaw cycles. However, this type of LID system has been used successfully in areas such as these when properly designed and when sand and gravel roadway maintenance operations are not conducted over this type of surface. Vegetated Roofs. Conventional urbanization consists of removal of natural, vegetated ground surface, and replaces this surface with an artificial, impervious paving or roofing. This change in surface condition increases the overall volume of storm water runoff as the collected precipitation does not infiltrate or evapo-transpire nearly as effectively as the natural setting. As a means of mitigating the effect of increased storm water runoff, some developments are constructing roof systems with vegetated cover to mimic the storm water storage and flow attenuation characteristics of an undeveloped condition. Vegetated roofs also reduce individual rooftop contribution to urban heat island effects. Low Impact Development Special Considerations. This chapter includes several specific LID techniques (BMP’s) that could be implemented in the City of Bozeman. However, it should be noted that these are not the only BMP’s available, nor will all those presented be appropriate to implement in all areas of the City. The City of Bozeman has numerous challenges to storm water management including high ground water, clay soils, cold weather, rain-on-snow storm events, and rapid population growth and development. For example, snow melt runoff should not be directed towards infiltration trenches or basins if groundwater contamination from chlorides or other sources is a concern. Low Impact Development design and implementation should be completed by a design professional with relevant, climate specific experience in LID, and care should be taken for proper implementation and function of those elements described above. D-1-3. LEED Certification Leadership in Energy and Environmental Design (LEED) Green Building Rating System was created by the United State Green Building Council (USGBC) as a means to weigh the levels of environmental sustainability of a particular building and site design. LEED projects may be awarded rating system points for environmental sustainability in the following categories: D-1-4 Appendix D-1: Low Impact Development • Sustainable Sites • Water Efficiency • Energy and Atmosphere • Materials and Resources • Indoor Environmental Quality • Innovation and Design Process LEED certification is often sought after by developers who seek to market their facilities to customers who are environmentally conscious. However, many developers have found that LEED practices produce tangible economic benefits. For example, reduced power consumption, particularly in a deregulated energy market, can lead to significant cost-savings for building owners and tenants. The use of indigenous materials supports the local economy, particularly in areas with abundant building resources. Storm water runoff treatment and control is accounted for mostly in the LEED Sustainable Sites Credit 6, Storm Water Management. A prerequisite to obtaining any credits in the Sustainable Sites category is Erosion and Sedimentation Control. Water efficient landscaping, innovative wastewater technologies, and water use reduction are also credits in the Water Efficiency Category that can be related to onsite storm water management. The City may consider encouraging LEED designs to be submitted within the City. This is consistent with the type of high-end development that is occurring and is expected to continue in Bozeman. Other communities, such as the City of Boise, Idaho and King County, Washington, have gone as far as to adopt a resolution for new City/County-owned buildings to be built “green” by requiring LEED certification. Projects which undergo LEED certification will almost assuredly be designed with best management practices from low impact development techniques. This results in minimal disruption to natural hydrologic cycle, improves runoff conditions as re-development occurs, and contributes to the overall quality of life in Bozeman. For more information on LEED and sustainable design, visit the USGBC website at http://www.usgbc.org/. Cold Weather Best Management Practices. The best management practices authorized under the City’s current Standards for Design and Construction are based upon common design practices by many storm water management jurisdictions at the time the standards were prepared. In the past few years several jurisdictions have dedicated time and resources to preparing storm water management tools, guidelines, and manuals. The Washington State Department of Ecology developed a storm water design manual for use by communities managing storm water in the semi-arid, continental climates found in Eastern Washington. Also, Storm water BMP Design Supplement for Cold Climates describes how to design storm water management best management practices to be more effective for cold climates. This manual reviews the applicability of specific water quantity and water quality BMP’s and compares the BMP’s most recommended by experts for application in cold climates. The graph below summarizes these recommendations as reported in Storm water BMP Design D-1-5 Bozeman Storm Water Facilities Plan Supplement for Cold Climates. BMP's Recommended in Cold Climates (Caraco and Claytor, 1997) D-1-4. Low Impact Development Recommendations Current Policy. The City currently does not have a policy with regard to low impact development. Recommended Policy Encourage developers to plant trees in existing low spots, and provide curb cuts for overflow during high runoff events. Encourage green spaces or open spaces to be constructed at a lower elevation than adjacent pavement, to collect storm water runoff, and convey it through un-paved areas. Curb cuts or flush curbs could be used between paved and un-paved areas. Promote sheet flow across grass or landscaped areas. This would provide a treatment benefit, as well as extended retention time and increased evapotranspiration. Require a fixed minimum percentage of tree cover in all landscaped areas, based on mature tree canopy size and taking into account overlap for closely planted trees. Encourage or allow the use of grass swales in addition to curb and gutter in some areas. This allows runoff to infiltrate locally, where soils are permeable, and high volume flows should be channeled away. Require organic soil amendments to encourage retention of the hydrologic benefits of native topsoils and enhance soil permeability. Develop D-1-6 Appendix D-1: Low Impact Development D-1-7 specifications ensure imported top soils used for landscaping are blended such that they support vegetation and provide an adequate grain size distribution for storm water infiltration. Normally, conventional site development earthwork practices remove the topsoil layer and landscape soils are not adequately prepared (LID, 2005). This activity removes critical organic material from the upper ground surface layers and reduces the tendency for storm water to infiltrate. Encourage LEED-certified construction. The Leadership in Energy and Environmental Design (LEED) Green Building Rating System awards points for storm water runoff treatment and control. Projects which undergo LEED certification will almost assuredly be designed with best management practices from low impact development techniques. Bozeman Storm Water Facilities Plan Appendix D: Storm Water Policy Bozeman Storm Water Facilities Plan Appendix D-2: Storm Water Management Best Management Practices Bozeman Storm Water Facilities Plan Appendix E: Infrastructure Rating System Alternatives Appendix E: Infrastructure Rating System Alternatives E.1 Introduction Whenever a noticeable defect in the pipe condition is identified during the TV inspection, a code should be assigned indicating the type and severity of the defect. For consistency in inspection and rating, specific storm water utility personnel should be assigned to develop, test and refine a rating system that can be carried through as staff turnover occurs. We recommend that you use a numerical condition rating system as described in E2, however a decision tree method is simpler and is described in E3. E.2 Example Condition Rating System Table E.2-1 presents an example table of impairment code, defect type, and the corresponding points assigned. The rating system should include pipe inlets, outlets & junctions. Table E.2-1 Existing City Standard Defect Codes and Point Values in Maintenance Software Code Defect Points Code Defect Points Broken Joint (BJ) Longitudinal Crack (LC) BJ-A Broken Joint (Light) 3 LC-D Long Crack – 1-2 Inches 3 BJ-B Broken Joint (Medium) 5 LC-E Long Crack – 3-5 Inches 7 BJ-C Broken Joint (Heavy) 7 LC-F Long Crack – >5 Inches 9 Structural Deterioration (SD) Misaligned Joint (MJ) DS-A Broken Pipe Light 3 MJ-D Wide Joint 1-2 Inches 3 DS-B Broken Pipe Medium 5 MJ-E Wide Joint 3-5 Inches 7 DS-C Broken Pipe Heavy 9 MJ-F Wide Joint >5 Inches 9 DS-D Light Deterioration Pipe 3 MJ-G Rolled Gasket 5 DS-E Medium Deterioration Pipe 5 Root Intrusion (R) DS-F Heavy Deterioration Pipe 9 R-A Light 3 DS-EG Egg Shaped Pipe 7 R-B Medium 5 DS-G Camera ¼ Under 3 R-C Heavy 7 DS-H Camera ¼ Out 3 Radial Crack (RC) DS-I Camera ½ Under 5 RC-A Radial Crack 1-2 Inches 3 DS-J Camera ½ Out 5 RC-B Radial Crack 3-5 Inches 7 DS-K Camera Under 7 RC-C Radial Crack >5 Inches 9 DS-L Camera Out 7 Inflow/Infiltration (I) E-1 Bozeman Storm Water Facilities Plan E-2 Table E.2-1 Existing City Standard Defect Codes and Point Values in Maintenance Software Code Defect Points Code Defect Points DS-MB Bottom Missing 9 I-A Through Joint 7 DS-SM Side Wall Missing 9 I-B Through Tap 7 The City is considering investing in a maintenance management system with a scoring system to assess system condition. One example software uses structural, root and infiltration and inflow (I/I) scores to develop an overall score. I/I is used as part of the overall score even in the storm drain system because I/I can take up system pipe capacity needed during major storm events. The scores are calculated using the following formulae: [] [ ] MainLength Structural Score Sum RC Sum LC Sum MJ Sum BJ Sum L Sum DS MainLength 300 ( ) + ( ) + ( ) + ( ) + ( ) + 4 ( ) * = [ ] MainLength I IScore Sum I & 300 ( ) = [ ] MainLength RootScore Sum R 300 ( ) = ( 6 3 1 ) 6 ( ) 3 ( & ) 1 ( ) + + + + = OverallSco re Structural Score I IScore RootScore The City might consider adding the categories and point values shown in Table E.2-2 to their system to have a more complete assessment of the existing pipe condition. These values would be added to the structural score equation listed above. Appendix E: Infrastructure Rating System Alternatives Table E.2-2 Potential Additional Defect Codes and Point Values Code Defect Points Code Defect Points Mineral Deposits (MD) Corrosion (C) MD-A Mineral Deposits (Light) 1 C-A Corrosion (Light) 1 MD-B Mineral Deposits (Medium) 3 C-B Corrosion (Medium) 3 MD-C Mineral Deposits (Heavy) 5 C-C Corrosion (Heavy) 5 Debris (D) D-A Debris (Light) 1 D-B Debris (Medium) 3 D-C Debris (Heavy) 5 It is recommended that the City develop a system condition map with three categories of facility condition: • Satisfactory • Repair • Replace As closed circuit television inspections are completed, the system map should be updated in GIS. Pipes could be classified the based on overall condition score. This approach would take advantage of the scoring system in the maintenance software. For example, pipes with a small number of defects, say 0 - 5, could be considered “Satisfactory,” pipes with an overall score of 5 - 15 could be classified as “Repair,” and pipes with a score of 16 or more could be scheduled for replacement. E.3 Alternative Condition Rating System Another way to classify storm water pipe condition would be to use a decision tree method. An example of a decision tree is shown in Table E.3-1, using the same defect categories as Table E.2-1. This approach allows the City to more appropriately classify storm drains by applying critical criteria to determine what type of action is needed. Using the decision tree method, there are six classifications for pipe condition: • Satisfactory • Point Repair • Rehab • Evaluate for Rehab or Replace • Point Repair and Rehab • Replace E-3 Bozeman Storm Water Facilities Plan E-4 Defect types would be classified as shown in Table E.3-1 to use in the decision tree. Table E.3-1 Decision Tree Defect Types for Improved Condition Rating System Code Defect Type* Code Defect Type* Broken Joint Longitudinal Crack BJ-A Broken Joint (Light) -- LC-D Long Crack – 1-2 Inches -- BJ-B Broken Joint (Medium) P,M LC-E Long Crack – 3-5 Inches -- BJ-C Broken Joint (Heavy) P,M,BK LC-F Long Crack – >5 Inches -- Structural Deterioration Misaligned Joint DS-A Broken Pipe Light -- MJ-D Wide Joint 1-2 Inches -- DS-B Broken Pipe Medium P, M MJ-E Wide Joint 3-5 Inches -- DS-C Broken Pipe Heavy P,M,BK MJ-F Wide Joint >5 Inches P, BK DS-D Light Deterioration Pipe -- MJ-G Rolled Gasket -- DS-E Medium Deterioration Pipe P Root Intrusion DS-F Heavy Deterioration Pipe P,M, R-A Light -- DS-EG Egg Shaped Pipe P,M R-B Medium -- DS-G Camera ¼ Under -- R-C Heavy M DS-H Camera ¼ Out -- Radial Crack DS-I Camera ½ Under B RC-A Radial Crack 1-2 Inches -- DS-J Camera ½ Out B RC-B Radial Crack 3-5 Inches -- DS-K Camera Under B RC-C Radial Crack >5 Inches -- DS-L Camera Out B Inflow/Infiltration DS-MB Bottom Missing M,P I-A Through Joint -- DS-SM Side Wall Missing M,P I-B Through Tap -- * NOTE: P=Point; M=Major; B=Bend, BK=Break Additional database development is needed to match the existing data in the inspection log to the data stored in the base pipe and manhole table. Prioritization and costs of projects arising from the above-described condition rating system are discussed in Chapter 6 (Recommended Plan). Bozeman Storm Water Facilities Plan Appendix F: NPDES Materials Model Illicit Discharge and ConnectionStormwater Ordinance ORDINANCE NO. ______ SECTION 1. PURPOSE/INTENT. The purpose of this ordinance is to provide for the health, safety, and general welfare of the citizens of ( ) through the regulation of non-storm water discharges to the storm drainage system to the maximum extent practicable as required by federal and state law. This ordinance establishes methods for controlling the introduction of pollutants into the municipal separate storm sewer system (MS4) in order to comply with requirements of the National Pollutant Discharge Elimination System (NPDES) permit process. The objectives of this ordinance are: (1) To regulate the contribution of pollutants to the municipal separate storm sewer system (MS4) by stormwater discharges by any user (2) To prohibit Illicit Connections and Discharges to the municipal separate storm sewer system (3) To establish legal authority to carry out all inspection, surveillance and monitoring procedures necessary to ensure compliance with this ordinance SECTION 2. DEFINITIONS. For the purposes of this ordinance, the following shall mean: Authorized Enforcement Agency: employees or designees of the director of the municipal agency designated to enforce this ordinance. Best Management Practices (BMPs): schedules of activities, prohibitions of practices, general good house keeping practices, pollution prevention and educational practices, maintenance procedures, and other management practices to prevent or reduce the discharge of pollutants directly or indirectly to stormwater, receiving waters, or stormwater conveyance systems. BMPs also include treatment practices, operating procedures, and practices to control site runoff, spillage or leaks, sludge or water disposal, or drainage from raw materials storage. Clean Water Act. The federal Water Pollution Control Act (33 U.S.C. § 1251 et seq.), and any subsequent amendments thereto. Construction Activity. Activities subject to NPDES Construction Permits. Currently these include construction projects resulting in land disturbance of 5 acres or more. Beginning in March 2003, NPDES Storm Water Phase II permits will be required for construction projects resulting in land disturbance of 1 acre or more. Such activities include but are not limited to clearing and grubbing, grading, excavating, and demolition. Hazardous Materials. Any material, including any substance, waste, or combination thereof, which because of its quantity, concentration, or physical, chemical, or infectious characteristics may cause, or significantly contribute to, a substantial present or potential hazard to human health, safety, property, or the environment when improperly treated, stored, transported, disposed of, or otherwise managed. Illegal Discharge. Any direct or indirect non-storm water discharge to the storm drain system, except as exempted in Section X of this ordinance. Illicit Connections. An illicit connection is defined as either of the following: Any drain or conveyance, whether on the surface or subsurface, which allows an illegal discharge to enter the storm drain system including but not limited to any conveyances which allow any non- storm water discharge including sewage, process wastewater, and wash water to enter the storm drain system and any connections to the storm drain system from indoor drains and sinks, regardless of whether said drain or connection had been previously allowed, permitted, or approved by an authorized enforcement agency or, Any drain or conveyance connected from a commercial or industrial land use to the storm drain system which has not been documented in plans, maps, or equivalent records and approved by an authorized enforcement agency. Industrial Activity. Activities subject to NPDES Industrial Permits as defined in 40 CFR, Section 122.26 (b)(14). National Pollutant Discharge Elimination System (NPDES) Storm Water Discharge Permit. means a permit issued by EPA (or by a State under authority delegated pursuant to 33 USC § 1342(b)) that authorizes the discharge of pollutants to waters of the United States, whether the permit is applicable on an individual, group, or general area-wide basis. Non-Storm Water Discharge. Any discharge to the storm drain system that is not composed entirely of storm water. Person. means any individual, association, organization, partnership, firm, corporation or other entity recognized by law and acting as either the owner or as the owner's agent. Pollutant. Anything which causes or contributes to pollution. Pollutants may include, but are not limited to: paints, varnishes, and solvents; oil and other automotive fluids; non-hazardous liquid and solid wastes and yard wastes; refuse, rubbish, garbage, litter, or other discarded or abandoned objects, ordinances, and accumulations, so that same may cause or contribute to pollution; floatables; pesticides, herbicides, and fertilizers; hazardous substances and wastes; sewage, fecal coliform and pathogens; dissolved and particulate metals; animal wastes; wastes and residues that result from constructing a building or structure; and noxious or offensive matter of any kind. Premises. Any building, lot, parcel of land, or portion of land whether improved or unimproved including adjacent sidewalks and parking strips. Storm Drainage System. Publicly-owned facilities by which storm water is collected and/or conveyed, including but not limited to any roads with drainage systems, municipal streets, gutters, curbs, inlets, piped storm drains, pumping facilities, retention and detention basins, natural and human-made or altered drainage channels, reservoirs, and other drainage structures. Storm Water. Any surface flow, runoff, and drainage consisting entirely of water from any form of natural precipitation, and resulting from such precipitation. Stormwater Pollution Prevention Plan. A document which describes the Best Management Practices and activities to be implemented by a person or business to identify sources of pollution or contamination at a site and the actions to eliminate or reduce pollutant discharges to Stormwater, Stormwater Conveyance Systems, and/or Receiving Waters to the Maximum Extent Practicable. Wastewater means any water or other liquid, other than uncontaminated storm water, discharged from a facility. SECTION 3. APPLICABILITY. This ordinance shall apply to all water entering the storm drain system generated on any developed and undeveloped lands unless explicitly exempted by an authorized enforcement agency. SECTION4. RESPONSIBILITY FOR ADMINISTRATION. The [authorized enforcement agency] shall administer, implement, and enforce the provisions of this ordinance. Any powers granted or duties imposed upon the authorized enforcement agency may be delegated in writing by the Director of the authorized enforcement agency to persons or entities acting in the beneficial interest of or in the employ of the agency. SECTION 5. SEVERABILITY. The provisions of this ordinance are hereby declared to be severable. If any provision, clause, sentence, or paragraph of this Ordinance or the application thereof to any person, establishment, or circumstances shall be held invalid, such invalidity shall not affect the other provisions or application of this Ordinance. SECTION 6. ULTIMATE RESPONSIBILITY. The standards set forth herein and promulgated pursuant to this ordinance are minimum standards; therefore this ordinance does not intend nor imply that compliance by any person will ensure that there will be no contamination, pollution, nor unauthorized discharge of pollutants. SECTION 7. DISCHARGE PROHIBITIONS. Prohibition of Illegal Discharges. No person shall discharge or cause to be discharged into the municipal storm drain system or watercourses any materials, including but not limited to pollutants or waters containing any pollutants that cause or contribute to a violation of applicable water quality standards, other than storm water. The commencement, conduct or continuance of any illegal discharge to the storm drain system is prohibited except as described as follows: (a) The following discharges are exempt from discharge prohibitions established by this ordinance: water line flushing or other potable water sources, landscape irrigation or lawn watering, diverted stream flows, rising ground water, ground water infiltration to storm drains, uncontaminated pumped ground water, foundation or footing drains (not including active groundwater dewatering systems), crawl space pumps, air conditioning condensation, springs, non-commercial washing of vehicles, natural riparian habitat or wet-land flows, swimming pools (if dechlorinated - typically less than one PPM chlorine), fire fighting activities, and any other water source not containing Pollutants. (b) Discharges specified in writing by the authorized enforcement agency as being necessary to protect public health and safety. (c) Dye testing is an allowable discharge, but requires a verbal notification to the authorized enforcement agency prior to the time of the test. (d) The prohibition shall not apply to any non-storm water discharge permitted under an NPDES permit, waiver, or waste discharge order issued to the discharger and administered under the authority of the Federal Environmental Protection Agency, provided that the discharger is in full compliance with all requirements of the permit, waiver, or order and other applicable laws and regulations, and provided that written approval has been granted for any discharge to the storm drain system. Prohibition of Illicit Connections. (a) The construction, use, maintenance or continued existence of illicit connections to the storm drain system is prohibited. (b) This prohibition expressly includes, without limitation, illicit connections made in the past, regardless of whether the connection was permissible under law or practices applicable or prevailing at the time of connection. (c) A person is considered to be in violation of this ordinance if the person connects a line conveying sewage to the MS4, or allows such a connection to continue. SECTION 8. SUSPENSION OF MS4 ACCESS. Suspension due to Illicit Discharges in Emergency Situations The [authorized enforcement agency] may, without prior notice, suspend MS4 discharge access to a person when such suspension is necessary to stop an actual or threatened discharge which presents or may present imminent and substantial danger to the environment, or to the health or welfare of persons, or to the MS4 or Waters of the United States. If the violator fails to comply with a suspension order issued in an emergency, the authorized enforcement agency may take such steps as deemed necessary to prevent or minimize damage to the MS4 or Waters of the United States, or to minimize danger to persons. Suspension due to the Detection of Illicit Discharge Any person discharging to the MS4 in violation of this ordinance may have their MS4 access terminated if such termination would abate or reduce an illicit discharge. The authorized enforcement agency will notify a violator of the proposed termination of its MS4 access. The violator may petition the authorized enforcement agency for a reconsideration and hearing. A person commits an offense if the person reinstates MS4 access to premises terminated pursuant to this Section, without the prior approval of the authorized enforcement agency. SECTION 9. INDUSTRIAL OR CONSTRUCTION ACTIVITY DISCHARGES. Any person subject to an industrial or construction activity NPDES storm water discharge permit shall comply with all provisions of such permit. Proof of compliance with said permit may be required in a form acceptable to the [authorized enforcement agency] prior to the allowing of discharges to the MS4. SECTION 10. MONITORING OF DISCHARGES. A. Applicability. This section applies to all facilities that have storm water discharges associated with industrial activity, including construction activity. B. Access to Facilities. (a) The [authorized enforcement agency] shall be permitted to enter and inspect facilities subject to regulation under this ordinance as often as may be necessary to determine compliance with this ordinance. If a discharger has security measures in force which require proper identification and clearance before entry into its premises, the discharger shall make the necessary arrangements to allow access to representatives of the authorized enforcement agency. (b) Facility operators shall allow the [authorized enforcement agency] ready access to all parts of the premises for the purposes of inspection, sampling, examination and copying of records that must be kept under the conditions of an NPDES permit to discharge storm water, and the performance of any additional duties as defined by state and federal law. (c) The [authorized enforcement agency] shall have the right to set up on any permitted facility such devices as are necessary in the opinion of the authorized enforcement agency to conduct monitoring and/or sampling of the facility's storm water discharge. (d) The [authorized enforcement agency] has the right to require the discharger to install monitoring equipment as necessary. The facility's sampling and monitoring equipment shall be maintained at all times in a safe and proper operating condition by the discharger at its own expense. All devices used to measure stormwater flow and quality shall be calibrated to ensure their accuracy. (e) Any temporary or permanent obstruction to safe and easy access to the facility to be inspected and/or sampled shall be promptly removed by the operator at the written or oral request of the [authorized enforcement agency] and shall not be replaced. The costs of clearing such access shall be borne by the operator. (f) Unreasonable delays in allowing the [authorized enforcement agency] access to a permitted facility is a violation of a storm water discharge permit and of this ordinance. A person who is the operator of a facility with a NPDES permit to discharge storm water associated with industrial activity commits an offense if the person denies the authorized enforcement agency reasonable access to the permitted facility for the purpose of conducting any activity authorized or required by this ordinance. (g) If the [authorized enforcement agency] has been refused access to any part of the premises from which stormwater is discharged, and he/she is able to demonstrate probable cause to believe that there may be a violation of this ordinance, or that there is a need to inspect and/or sample as part of a routine inspection and sampling program designed to verify compliance with this ordinance or any order issued hereunder, or to protect the overall public health, safety, and welfare of the community, then the authorized enforcement agency may seek issuance of a search warrant from any court of competent jurisdiction. SECTION 11. REQUIREMENT TO PREVENT, CONTROL, AND REDUCE STORM WATER POLLUTANTS BY THE USE OF BEST MANAGEMENT PRACTICES. [Authorized enforcement agency] will adopt requirements identifying Best Management Practices for any activity, operation, or facility which may cause or contribute to pollution or contamination of storm water, the storm drain system, or waters of the U.S. The owner or operator of a commercial or industrial establishment shall provide, at their own expense, reasonable protection from accidental discharge of prohibited materials or other wastes into the municipal storm drain system or watercourses through the use of these structural and non-structural BMPs. Further, any person responsible for a property or premise, which is, or may be, the source of an illicit discharge, may be required to implement, at said person's expense, additional structural and non-structural BMPs to prevent the further discharge of pollutants to the municipal separate storm sewer system. Compliance with all terms and conditions of a valid NPDES permit authorizing the discharge of storm water associated with industrial activity, to the extent practicable, shall be deemed compliance with the provisions of this section. These BMPs shall be part of a stormwater pollution prevention plan (SWPP) as necessary for compliance with requirements of the NPDES permit. SECTION12. WATERCOURSE PROTECTION. Every person owning property through which a watercourse passes, or such person's lessee, shall keep and maintain that part of the watercourse within the property free of trash, debris, excessive vegetation, and other obstacles that would pollute, contaminate, or significantly retard the flow of water through the watercourse. In addition, the owner or lessee shall maintain existing privately owned structures within or adjacent to a watercourse, so that such structures will not become a hazard to the use, function, or physical integrity of the watercourse. SECTION 13. NOTIFICATION OF SPILLS. Notwithstanding other requirements of law, as soon as any person responsible for a facility or operation, or responsible for emergency response for a facility or operation has information of any known or suspected release of materials which are resulting or may result in illegal discharges or pollutants discharging into storm water, the storm drain system, or water of the U.S. said person shall take all necessary steps to ensure the discovery, containment, and cleanup of such release. In the event of such a release of hazardous materials said person shall immediately notify emergency response agencies of the occurrence via emergency dispatch services. In the event of a release of non-hazardous materials, said person shall notify the authorized enforcement agency in person or by phone or facsimile no later than the next business day. Notifications in person or by phone shall be confirmed by written notice addressed and mailed to the [authorized enforcement agency] within three business days of the phone notice. If the discharge of prohibited materials emanates from a commercial or industrial establishment, the owner or operator of such establishment shall also retain an on-site written record of the discharge and the actions taken to prevent its recurrence. Such records shall be retained for at least three years. SECTION 14. ENFORCEMENT. A. Notice of Violation. Whenever the [authorized enforcement agency] finds that a person has violated a prohibition or failed to meet a requirement of this Ordinance, the authorized enforcement agency may order compliance by written notice of violation to the responsible person. Such notice may require without limitation: (a) The performance of monitoring, analyses, and reporting; (b) The elimination of illicit connections or discharges; (c) That violating discharges, practices, or operations shall cease and desist; (d) The abatement or remediation of storm water pollution or contamination hazards and the restoration of any affected property; and (e) Payment of a fine to cover administrative and remediation costs; and (f) The implementation of source control or treatment BMPs. If abatement of a violation and/or restoration of affected property is required, the notice shall set forth a deadline within which such remediation or restoration must be completed. Said notice shall further advise that, should the violator fail to remediate or restore within the established deadline, the work will be done by a designated governmental agency or a contractor and the expense thereof shall be charged to the violator. SECTION 15. APPEAL OF NOTICE OF VIOLATION. Any person receiving a Notice of Violation may appeal the determination of the authorized enforcement agency. The notice of appeal must be received within days from the date of the Notice of Violation. Hearing on the appeal before the appropriate authority or his/her designee shall take place within 15 days from the date of receipt of the notice of appeal. The decision of the municipal authority or their designee shall be final. SECTION 16. ENFORCEMENT MEASURES AFTER APPEAL. If the violation has not been corrected pursuant to the requirements set forth in the Notice of Violation, or , in the event of an appeal, within days of the decision of the municipal authority upholding the decision of the authorized enforcement agency, then representatives of the authorized enforcement agency shall enter upon the subject private property and are authorized to take any and all measures necessary to abate the violation and/or restore the property. It shall be unlawful for any person, owner, agent or person in possession of any premises to refuse to allow the government agency or designated contractor to enter upon the premises for the purposes set forth above. SECTION 17. COST OF ABATEMENT OF THE VIOLATION. Within days after abatement of the violation, the owner of the property will be notified of the cost of abatement, including administrative costs. The property owner may file a written protest objecting to the amount of the assessment within days. If the amount due is not paid within a timely manner as determined by the decision of the municipal authority or by the expiration of the time in which to file an appeal, the charges shall become a special assessment against the property and shall constitute a lien on the property for the amount of the assessment. Any person violating any of the provisions of this article shall become liable to the city by reason of such violation. The liability shall be paid in not more than 12 equal payments. Interest at the rate of percent per annum shall be assessed on the balance beginning on the st day following discovery of the violation. SECTION 18. INJUNCTIVE RELIEF. It shall be unlawful for any person to violate any provision or fail to comply with any of the requirements of this Ordinance. If a person has violated or continues to violate the provisions of this ordinance, the authorized enforcement agency may petition for a preliminary or permanent injunction restraining the person from activities which would create further violations or compelling the person to perform abatement or remediation of the violation. SECTION 19. COMPENSATORY ACTION. In lieu of enforcement proceedings, penalties, and remedies authorized by this Ordinance, the authorized enforcement agency may impose upon a violator alternative compensatory actions, such as storm drain stenciling, attendance at compliance workshops, creek cleanup, etc. SECTION 20. VIOLATIONS DEEMED A PUBLIC NUISANCE. In addition to the enforcement processes and penalties provided, any condition caused or permitted to exist in violation of any of the provisions of this Ordinance is a threat to public health, safety, and welfare, and is declared and deemed a nuisance, and may be summarily abated or restored at the violator's expense, and/or a civil action to abate, enjoin, or otherwise compel the cessation of such nuisance may be taken. SECTION 21. CRIMINAL PROSECUTION. Any person that has violated or continues to violate this ordinance shall be liable to criminal prosecution to the fullest extent of the law, and shall be subject to a criminal penalty of ______ dollars per violation per day and/or imprisonment for a period of time not to exceed ____ days. The authorized enforcement agency may recover all attorney’s fees court costs and other expenses associated with enforcement of this ordinance, including sampling and monitoring expenses. SECTION 22. REMEDIES NOT EXCLUSIVE. The remedies listed in this ordinance are not exclusive of any other remedies available under any applicable federal, state or local law and it is within the discretion of the authorized enforcement agency to seek cumulative remedies. SECTION 23. ADOPTION OF ORDINANCE. This ordinance shall be in full force and effect __ days after its final passage and adoption. All prior ordinances and parts of ordinances in conflict with this ordinance are hereby repealed. PASSED AND ADOPTED this ____ day of ___________, 19__, by the following vote: Municipality/Organization: EPA NPDES Permit Number: MaDEP Transmittal Number: W- Annual Report Number & Reporting Period: NPDES PII Small MS4 General Permit Annual Report Part I. General Information Contact Person: Title: Telephone #: Email: Certification: I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. Signature: Printed Name: Title: Date: 2 Part II. Self-Assessment 3 Part III. Summary of Minimum Control Measures 1. Public Education and Outreach BMP ID # BMP Description Responsible Dept./Person Name Measurable Goal(s) Progress on Goal(s) – Permit Year 1 (Reliance on non-municipal partners indicated, if any) Planned Activities – Permit Year 2 Revised Revised Revised Revised Revised Revised 1a. Additions 4 2. Public Involvement and Participation BMP ID # BMP Description Responsible Dept./Person Name Measurable Goal(s) Progress on Goal(s) – Permit Year 1 (Reliance on non-municipal partners indicated, if any) Planned Activities – Permit Year 2 Revised Revised Revised Revised Revised Revised 2a. Additions 5 3. Illicit Discharge Detection and Elimination BMP ID # BMP Description Responsible Dept./Person Name Measurable Goal(s) Progress on Goal(s) – Permit Year 1 (Reliance on non-municipal partners indicated, if any) Planned Activities – Permit Year 2 Revised Revised Revised Revised Revised Revised 3a. Additions 6 4. Construction Site Stormwater Runoff Control BMP ID # BMP Description Responsible Dept./Person Name Measurable Goal(s) Progress on Goal(s) – Permit Year 1 (Reliance on non-municipal partners indicated, if any) Planned Activities – Permit Year 2 Revised Revised Revised Revised Revised Revised 4a. Additions 7 5. Post-Construction Stormwater Management in New Development and Redevelopment BMP ID # BMP Description Responsible Dept./Person Name Measurable Goal(s) Progress on Goal(s) – Permit Year 1 (Reliance on non-municipal partners indicated, if any) Planned Activities – Permit Year 2 Revised Revised Revised Revised Revised Revised 5a. Additions 8 6. Pollution Prevention and Good Housekeeping in Municipal Operations BMP ID # BMP Description Responsible Dept./Person Name Measurable Goal(s) Progress on Goal(s) – Permit Year 1 (Reliance on non-municipal partners indicated, if any) Planned Activities – Permit Year 2 Revised Revised Revised Revised Revised Revised 6a. Additions 9 7. BMPs for Meeting Total Maximum Daily Load (TMDL) Waste Load Allocations (WLA) <<if applicable>> BMP ID # BMP Description Responsible Dept./Person Name Measurable Goal(s) Progress on Goal(s) – Permit Year 1 (Reliance on non-municipal partners indicated, if any) Planned Activities – Permit Year 2 Revised Revised Revised Revised Revised Revised 7a. Additions 7b. WLA Assessment 10 Part IV. Summary of Information Collected and Analyzed Part V. Program Outputs & Accomplishments (OPTIONAL) Programmatic Stormwater management position created/staffed (y/n) Annual program budget/expenditures ($) Education, Involvement, and Training Estimated number of residents reached by education program(s) (# or %) Stormwater management committee established (y/n) Stream teams established or supported (# or y/n) Shoreline clean-up participation or quantity of shoreline miles cleaned (y/n or mi.) Household Hazardous Waste Collection Days days sponsored (#) community participation (%) material collected (tons or gal) School curricula implemented (y/n) 11 Legal/Regulatory In Place Prior to Under Phase II Review Drafted Adopted Regulatory Mechanism Status (indicate with “X”) Illicit Discharge Detection & Elimination Erosion & Sediment Control Post-Development Stormwater Management Accompanying Regulation Status (indicate with “X”) Illicit Discharge Detection & Elimination Erosion & Sediment Control Post-Development Stormwater Management Mapping and Illicit Discharges Outfall mapping complete (%) Estimated or actual number of outfalls (#) System-Wide mapping complete (%) Mapping method(s) Paper/Mylar (%) CADD (%) GIS (%) Outfalls inspected/screened (# or %) Illicit discharges identified (#) Illicit connections removed (# ) (est. gpd) % of population on sewer (%) % of population on septic systems (%) 12 Construction Number of construction starts (>1-acre) (#) Estimated percentage of construction starts adequately regulated for erosion and sediment control (%) Site inspections completed (# or %) Tickets/Stop work orders issued (# or %) Fines collected (# and $) Complaints/concerns received from public (#) Post-Development Stormwater Management Estimated percentage of development/redevelopment projects adequately regulated for post- construction stormwater control (%) Site inspections completed (# or %) Estimated volume of stormwater recharged (gpy) Operations and Maintenance Average frequency of catch basin cleaning (non-commercial/non-arterial streets) (times/yr) Average frequency of catch basin cleaning (commercial/arterial or other critical streets) (times/yr) Total number of structures cleaned (#) Storm drain cleaned (LF or mi.) Qty. of screenings/debris removed from storm sewer infrastructure (lbs. or tons) Disposal or use of sweepings (landfill, POTW, compost, recycle for sand, beneficial use, etc.) Cost of screenings disposal ($) Average frequency of street sweeping (non-commercial/non-arterial streets) (times/yr) Average frequency of street sweeping (commercial/arterial or other critical streets) (times/yr) 13 Qty. of sand/debris collected by sweeping (lbs. or tons) Disposal of sweepings (landfill, POTW, compost, beneficial use, etc.) (location) Cost of sweepings disposal ($) Vacuum street sweepers purchased/leased (#) Vacuum street sweepers specified in contracts (y/n) Reduction in application on public land of: (“N/A” = never used; “100%” = elimination) Fertilizers (lbs. or %) Herbicides (lbs. or %) Pesticides (lbs. or %) Anti-/De-Icing products and ratios % NaCl % CaCl2 % MgCl2 % CMA % Kac % KCl % Sand Pre-wetting techniques utilized (y/n) Manual control spreaders used (y/n) Automatic or Zero-velocity spreaders used (y/n) Estimated net reduction in typical year salt application (lbs. or %) Salt pile(s) covered in storage shed(s) (y/n) Storage shed(s) in design or under construction (y/n) Bozeman Storm Water Facilities Plan Appendix G: Storm Water Design Report - Submittal Guidelines Appendix G – Storm Water Design Report – Submittal Guidelines Computer-generated reports and calculation summaries shall be attached behind a summary report generally following the organizational format presented below. All applicable and required information (identified below and/or in the current Design Standards and Specifications Policy) shall be submitted. Report text and summary shall precede software printout data. G.1 Input Summary - Flow Routing: Describe, for historic (pre-development) and developed (post- development) conditions, how runoff is routed through or around the project. - Hydrologic Soil Group: Identify distribution of hydrologic group A, B, C and D soils within the study area, in the text or on an attached NRCS soil survey map showing all drainage basins used in the calculations. - Runoff Coefficients: List the value and description of all runoff coefficients that were used to calculate the composite (sub-basin) coefficients used in the pre- and post-development runoff calculations. Runoff coefficients shall be determined based on the standard City coefficient tables. The description should include hydrologic soil group, and ground surface/vegetation type and condition. - Time of Concentration: Describe calculation method used, list input parameters (e.g., roughness coefficients), and include applicable tables and graphs. Assess the effect of irregular distribution of impervious areas on peak runoff rate, and make the necessary adjustments so the runoff calculations do not underestimate overall peak runoff from the site. For example, a drainage sub-basin that is primarily impervious may generate a higher peak runoff rate than an expanded basin that includes a larger percentage of pervious areas, due to the difference in time of concentration. - Basin Input Summary: For each basin, provide a summary of input values used in the calculations. The text may refer to a computer-generated report for this information. - Constructed Storm Drain Facilities: Describe existing and proposed constructed facilities with respect to dimensions, sizes, elevations and roughness coefficients used in the hydraulic calculations. Include existing and proposed culverts, storm drain pipe, natural swales, constructed ditches, and detention/retention facility structures such as orifices, risers, weirs, manholes, vaults and pipes. Also include stage-storage information for proposed surface and underground detention/retention/infiltration facilities. The written summary description may reference attached topographic maps or computer-generated reports for this information. G-1 Bozeman Storm Water Facilities Plan G-2 G.2 Output Summary - Basin Runoff Summary: For each historic (pre-development) and developed (post- development) basin, provide peak runoff (cfs), time to peak (hrs), and runoff volume (cu. ft. or acre-feet). The text may refer to a computer-generated report for this information. - Detention/Retention Facilities: For each facility, provide a summary of pond routing results for the 10 and 100-year storm events. Results shall include maximum stored volume (cu. ft.), maximum water depth (ft.), and calculated water surface elevation (WSEL). Verify that the 100-year WSEL is a minimum of one foot below the finished floor elevation of proposed and existing buildings. - Hydraulic Conveyance Summary: Describe flow conveyance and routing through and around the project site. Summarize headwater depths and hydraulic grade lines for all culverts and pipes for a 25-year storm event, and compare to overtopping/maximum headwater depth to verify full conveyance of 25-year peak runoff in closed conduits. Provide flow depth and velocity calculations for all open channels. Demonstrate that the 25-year flood limits are below proposed and existing pavement, sidewalks and trails. The written summary description may reference detailed information in an attached computer-generated report. - 100-year Flood Conveyance: Describe flow routing in the 100-year storm. Demonstrate that the 100-year flood limits are a minimum of one foot below the finished floor elevation of proposed and existing buildings. - Overall Change in 10- and 25-year Peak Runoff Rate: State the overall change in peak runoff from historic (pre-development) to developed (post-development) conditions for the 10-year and 25-year storm events. In both cases, the overall post-development peak runoff rate from the site shall not exceed the pre-development rate. G.3 Drainage Maps - Provide historic (pre-development) and developed (post-development) drainage maps. The map for developed conditions shall show general flow routing and finished floor elevations of all buildings. - Drainage maps shall include topography, drainage basin boundaries, flow directions, natural and constructed channels, detention facilities, culverts, and other drainage features. Minimum elevation contour interval shall be one foot where average ground slope is 2 percent or less, and 5 feet for all other areas. Bozeman Storm Water Facilities Plan Appendix I: Storm Drain Map Bozeman Storm Water Facilities Plan Appendix J: Screening Guidance Kalispell Storm Water Management Permit Stormwater Management (SWM) Permit FEE: $10 Less Than an Acre $45 Greater than an Acre Stormwater Management is increasingly important for the purpose of maintaining clean water and preserving waterbodies such as streams, rivers, and lakes. The City of Kalispell’s Stormwater Management Ordinance 1600 went into effect May 2, 2007, as mandated under the Federal Clean Water Act (CWA) and the Montana Pollution Discharge Elimination (MPDES) regulation. These regulations are designed to protect water quality in waterbodies by reducing the amount of pollutants that stormwater collects and carries into storm conveyance systems and then onto streams, rivers, and lakes. City Stormwater Management Permits are required for all land disturbances within the City of Kalispell. This permit is issued and administered by the Public Works Department. The requirements for the permit are established by land disturbance size: (1) LESS than one acre, and (2) GREATER than and equal to one acre. The documents outlining the permit requirements and the permit forms are listed by permit requirement below. The following activities are exempt from the requirement to obtain a City Stormwater Management Permit: 1. Emergencies posing an immediate danger to life or property, or substantial flood or fire hazards. 2. Any activity where the total volume of material disturbed, stored, disposed of or used as fill does not exceed five (5) cubic yards or the area disturbed does not exceed one thousand (1000) square feet provided it does not obstruct a watercourse, and is not located in a floodplain. LESS than an acre GREATER than and equal to an acre 1. SWM Permit Application Form 2. SWM Permit Transfer Form 3. Less Permit Cover Notice 4. Less Checklist 5. Less Map 6. Example Residential SWM Map 1. SWM Permit Application 2. SWM Permit Transfer Form 3. Greater Permit Cover Notice 4. Greater Checklist SWM Permit Application Page 1 of 2 Note: This permit is separate from any permits required by the Montana Department of Environmental Quality. A State Stormwater Construction Permit is required for all land disturbance activities equal to or greater than one (1) acre or for land disturbance activities less than one (1) acre that are part of a larger common plan of development or sale that would disturb one (1) acre or more. **No land disturbance is permitted on any project site without an approved City of Kalispell Stormwater Management Permit** (1) Contact Information: (a) Project Owner Contact Person: Company: Mail Address: State: Zip: Phone: Email: Fax: Mobile: Other: (b) Contractor Contact Person: Company: Mail Address: State: Zip: Phone: Email: Fax: Mobile: Other: (c) Engineer Contact Person: Company: Mail Address: State: Zip: Phone: Email: Fax: Mobile: Other: (2) Project Information Project Address : Lot Number: Subdivision (if applicable): Project Size: (Land Disturbance) LESS than one acre $10.00 GREATER or equal to one acre $45.00 (3) Nature of Construction Check the appropriate box(es) or provide a brief description that indicates the general nature of the construction activities. Single Family Residential Multi-Family Residential Utility Commercial/Industrial Highway / Road Other (describe): Description of proposed work: City of Kalispell, Montana Stormwater Management Permit Application Permit Number _________________ Date Submitted_________________ Final Stabilization Date __________ Public Works Department 306 1st Ave East Kalispell, Montana 59901 (406) 758‐7720 SWM Permit Application Page 2 of 2 City of Kalispell, Montana Stormwater Management Permit Application Permit Number ________________ Date Submitted________________ Final Stabilization Date _________ (4) Project Schedule Start Date: Completion Date: Final Stabilization Date: (5) Waterbodies and Storm Conveyance Systems (a) List Waterbodies within 200’ of project Streams: Lakes: Wetlands: Rivers: Sloughs: Other: (b) List Storm Conveyance Systems within 100’ of project Ditches: Swales: Detention Facilities: Storm Drain Inlets: Pipe Inlets/Outlets: Gutter: (6) Acknowledgement Certificate: I certify that I am the Owner or Owner’s authorized agent. If acting as an authorized agent, I further certify that I am authorized to act as the Owners agent regarding the property at the above-referenced address for the purpose of filing applications for decisions, permits or review under the City of Kalispell Ordinance 1600 and have full power and authority to perform on behalf of the Owner all acts required to enable the City to process and review such applications I certify that the information on this application is true and correct and understand that I shall not start this project until this application is approved. I shall comply with the laws of the State of Montana and the ordinances of the City of Kalispell. ______________________________________________________ _______________ Signature of Legally Responsible Person (Submission must include original signature) Date Signed ________________________________________________________________________ _____________________ Name (printed) Title **For Official Use Only** LESS than one acre Received City By Date SMP Checklist Yes No Field Visit SMP Plan Yes No Approval SMP Map Yes No Comments: Payment-$10.00 Yes No GREATER or equal to one acre Received MT Stormwater Discharge Permit (NOI) Yes No SWPPP Yes No Site Map showing BMPs Yes No MT Stormwater Discharge Permit (NOT) Yes No SMP Checklist Yes No SMP Plan Yes No SMP Map Yes No Payment-$45.00 Yes No New construction subject to impact fees Yes No SWM Permit Transfer Page 1 of 1 Note: This permit is separate from any permits required by the Montana Department of Environmental Quality. A State Stormwater Construction Permit is required for all land disturbance activities equal to or greater than one (1) acre or for land disturbance activities less than one (1) acre that are part of a larger common plan of development or sale that would disturb one (1) acre or more. (1) New Contact Information: (a) Project Owner Contact Person: Company: Mail Address: State: Zip: Phone: Email: Fax: Mobile: Other: (b) Contractor Contact Person: Company: Mail Address: State: Zip: Phone: Email: Fax: Mobile: Other: (c) Engineer Contact Person: Company: Mail Address: State: Zip: Phone: Email: Fax: Mobile: Other: City of Kalispell, Montana Stormwater Management Permit Transfer Permit Number _______________________ Public Works Department 306 1st Ave East Kalispell, Montana 59901 (406) 758‐7720 (3) Acknowledgement Certificate: I certify that I am the Owner or Owner’s authorized agent. If acting as an authorized agent, I further certify that I am authorized to act as the Owners agent regarding the property at the above-referenced address for the purpose of filing applications for decisions, permits or review under the City of Kalispell Ordinance 1600 and have full power and authority to perform on behalf of the Owner all acts required to enable the City to process and review such applications I certify that the information on this application is true and correct and I shall comply with the laws of the State of Montana and the ordinances of the City of Kalispell. ______________________________________________________ _______________ Signature of Legally Responsible Person (Submission must include original signature) Date Signed ________________________________________________________________________ _____________________ Name (printed) Title (2) Project Information Project Size: (Land Disturbance) LESS than one acre GREATER or equal to one acre Stormwater Management Regulations For Land Disturbance Sites LESS Than One Acre Less Permit Cover Notice Page 1 of 2 Stormwater Management is increasingly important for the purpose of maintaining clean water and preserving waterbodies such as streams, rivers, and lakes. The City of Kalispell’s Stormwater Management Ordinance 1600 went into effect May 2, 2007, as mandated under the Federal Clean Water Act (CWA) and the Montana Pollution Discharge Elimination (MPDES) regulation. These regulations are designed to improve water quality in waterbodies by reducing the amount of pollutants that stormwater collects and carries into storm conveyance systems. Permit and Fee Owners/operators of construction sites less than one (1) acre are required to apply for a City of Kalispell Stormwater Management Permit (SMP). The SMP requires submittals of an application form and a Stormwater Management Plan in compliance with the City of Kalispell’s Stormwater Management Ordinance 1600. The Stormwater Management Plan shall contain the following items; 1. A completed Stormwater Management Plan checklist which outlines the project site’s Best Management Practices (BMPs) 2. A short narrative explaining how the permittee(s) will implement BMPs described on the checklist 3. A map of the construction site showing the locations of the BMPs The Stormwater Management Permit application must be submitted to the City of Kalispell Public Works Department a minimum of five days before construction begins. A fee of $10 for sites less than one (1) acre shall be paid at the time the permit application is submitted. Inspection and Review Site plan review and inspection programs aid in compliance and enforcement, and provide an opportunity for guidance and education. The City will perform a site plan review of potential water quality impacts at the time the Stormwater Management Permit is submitted and will conduct regular inspections of the construction site. The permittee(s) will be required to perform site inspections every 14 days and after major storm events to ensure all BMPs have been constructed and are functioning properly. The purpose of such inspections will be to determine the overall effectiveness of the control plan and the possible need for BMPs. All inspections shall be documented in written form, kept on the project site, and made available for review by the City. Violation and Enforcement If any violation is found, a notice will be issued to the Responsible Party. The notice will state the nature of the alleged violation(s), the action required to fix the violation(s), and a time limit to fix the violation(s). The City has the authority to issue a stop work order, clean the public way and bill the owner directly for the actual cost of cleanup plus a $200 administrative fee, and issuing a civil citations. Any person, firm or corporation violating any of the provisions or terms of Ordinance #1600 of the City of Kalispell may be subject to penalties as a municipal infraction City of Kalispell, Montana Public Works Department Stormwater Erosion/Sediment/Pollution Prevention Regulation For Land Disturbance Sites Less Than One Acre Less Permit Cover Notice Page 2 of 2 pursuant of Chapter 1, Article II of the Kalispell City Code. Each day of continued violation shall constitute a separate, additional offence. Permit Transfer When authorization of a Stormwater Management Permit is no longer accurate because the property was sold or there is a position or contact change from the original permit application a new authorization must be submitted to the City Public Works Office. The authorization change must be submitted and signed within 15 calendar days of the change. A copy of the permit transfer document is included in this packet. If you have any questions contact the Public Works Department at 306 1st Ave. E., (Phone) 406- 758-7720. City of Kalispell, Montana Public Works Department LessChecklist 1 Required Best Management Practice (BMPs) Stormwater Management Plan Descriptive Narrative *Show on Map Initial Here 1 Prevent silt, dirt, topsoil, etc. from washing into the streets, alleys, drainage easements, drainage conveyance systems, and storm drains. 2 Implement and maintain erosion control BMPs to prevent the erosion and transport of sediment by water/rain runoff. 3 Include spoil areas and staging areas as part of the project/construction site. X 4 Establish permanent erosion control for all disturbed land areas related to the project activity before final occupancy of structures located thereon. 5 Identify all erosion and sediment control BMPs to be installed and maintained throughout the duration of the project. X 6 Use clearing techniques that retain natural vegetation and retain natural drainage patterns. (where feasible) 7 Stabilize soil within fourteen (14) days of clearing or inactivity in construction. 8 Stabilize or cover soil stockpiles at the end of EACH workday. 9 Employ wind erosion techniques to prevent the blowing of dust or sediment from the site. 10 Employ techniques that divert upland runoff past disturbed slopes. (where necessary) X 11 Provide sediment controls in the form of settling basins, sediment traps or tanks, and perimeter controls. (where necessary) X City of Kalispell, Montana Stormwater Management Checklist LESS Than One Acre Permit Number ________________ Date Submitted________________ Site Name/Address:_____________________________________________________________ _____________________________________________________________________________ LessChecklist 2 Required Best Management Practice (BMPs) Stormwater Management Plan Descriptive Narrative *Show on Map Initial Here 12 Protect adjacent properties by the use of a vegetated buffer strip, silt fence, fiber rolls or other BMP perimeter controls. X 13 Install and maintain a vehicle tracking approach per City of Kalispell Standards for Design and Construction. X 14 Keep solid waste materials in either a container or an enclosed waste collection area on site. X 15 Store chemicals, paint, petroleum, fertilizer and pesticides in a covered enclosure. X 17 Dispose of empty/unused chemical and hazardous waste containers in accordance with label instruction. 18 Segregate potentially hazardous waste from non-hazardous waste. 19 Perform daily cleanup of construction site to ensure that all litter is contained in an appropriate enclosure or container. X 20 Recycle waste materials where feasible. 21 Contain concrete truck washout water on site in a designated washout pit, and remove and properly dispose of concrete residue at conclusion of construction. X 22 Ensure exposed aggregate waste wash water does not leave the construction site and or get into the curb and gutters, catch basins or any other storm conveyance systems. 23 Locate sanitary waste facilities a minimum of 15 feet from storm drain inlets and receiving waterbodies. X 24 Delineate and stake the Flood Plain and install perimeter BMPs. X 25 List waterbodies within 200’ of project. (stream, lake, river, wetland, slough, other) X 26 List stormwater conveyance systems within 100’ of project. (ditch, swale, detention facility, storm drain inlet, drywell, gutter, pipe inlet/outlet) X *Show on Map: X requires BMP item to be shown on Stormwater Management Map. Less Map 1 Draw Map on back of this paper. The Map should include the following items and symbols: ⎯ North arrow ⎯ Street name ⎯ Construction site location or address ⎯ Location of stormwater conveyance system(s) within 100’of project 1. Ditch: d→d→d 2. Culvert: c→ 3. Catch basin inlet: ⊕ 4. Detention facility: ⎯ Location and name of waterbodies within 200’of project (stream, lake, wetland, river, slough) ⎯ Tracking approach: ⎯ Perimeter control 1. Silt Fence: SF SF 2. Fiber Roll: FR FR ⎯ Catch basin inlet protection: ⊕IP ⎯ Concrete washout area: © ⎯ Erosion control blanket: ⎯ Flow direction → ⎯ Covered trash container: ⎯ Stock pile Area: SP ⎯ Other Relevant Items City of Kalispell, Montana Stormwater Management Permit Application MAP Permit Number ________________ Date Submitted________________ Site Name/Address:____________________________________________________________ ____________________________________________________________________________ DF T SWM Permit Application Page 1 of 2 Note: This permit is separate from any permits required by the Montana Department of Environmental Quality. A State Stormwater Construction Permit is required for all land disturbance activities equal to or greater than one (1) acre or for land disturbance activities less than one (1) acre that are part of a larger common plan of development or sale that would disturb one (1) acre or more. **No land disturbance is permitted on any project site without an approved City of Kalispell Stormwater Management Permit** (1) Contact Information: (a) Project Owner Contact Person: Company: Mail Address: State: Zip: Phone: Email: Fax: Mobile: Other: (b) Contractor Contact Person: Company: Mail Address: State: Zip: Phone: Email: Fax: Mobile: Other: (c) Engineer Contact Person: Company: Mail Address: State: Zip: Phone: Email: Fax: Mobile: Other: (2) Project Information Project Address : Lot Number: Subdivision (if applicable): Project Size: (Land Disturbance) LESS than one acre $10.00 GREATER or equal to one acre $45.00 (3) Nature of Construction Check the appropriate box(es) or provide a brief description that indicates the general nature of the construction activities. Single Family Residential Multi-Family Residential Utility Commercial/Industrial Highway / Road Other (describe): Description of proposed work: City of Kalispell, Montana Stormwater Management Permit Application Permit Number _________________ Date Submitted_________________ Final Stabilization Date __________ Public Works Department 306 1st Ave East Kalispell, Montana 59901 (406) 758‐7720 SWM Permit Application Page 2 of 2 City of Kalispell, Montana Stormwater Management Permit Application Permit Number ________________ Date Submitted________________ Final Stabilization Date _________ (4) Project Schedule Start Date: Completion Date: Final Stabilization Date: (5) Waterbodies and Storm Conveyance Systems (a) List Waterbodies within 200’ of project Streams: Lakes: Wetlands: Rivers: Sloughs: Other: (b) List Storm Conveyance Systems within 100’ of project Ditches: Swales: Detention Facilities: Storm Drain Inlets: Pipe Inlets/Outlets: Gutter: (6) Acknowledgement Certificate: I certify that I am the Owner or Owner’s authorized agent. If acting as an authorized agent, I further certify that I am authorized to act as the Owners agent regarding the property at the above-referenced address for the purpose of filing applications for decisions, permits or review under the City of Kalispell Ordinance 1600 and have full power and authority to perform on behalf of the Owner all acts required to enable the City to process and review such applications I certify that the information on this application is true and correct and understand that I shall not start this project until this application is approved. I shall comply with the laws of the State of Montana and the ordinances of the City of Kalispell. ______________________________________________________ _______________ Signature of Legally Responsible Person (Submission must include original signature) Date Signed ________________________________________________________________________ _____________________ Name (printed) Title **For Official Use Only** LESS than one acre Received City By Date SMP Checklist Yes No Field Visit SMP Plan Yes No Approval SMP Map Yes No Comments: Payment-$10.00 Yes No GREATER or equal to one acre Received MT Stormwater Discharge Permit (NOI) Yes No SWPPP Yes No Site Map showing BMPs Yes No MT Stormwater Discharge Permit (NOT) Yes No SMP Checklist Yes No SMP Plan Yes No SMP Map Yes No Payment-$45.00 Yes No New construction subject to impact fees Yes No SWM Permit Transfer Page 1 of 1 Note: This permit is separate from any permits required by the Montana Department of Environmental Quality. A State Stormwater Construction Permit is required for all land disturbance activities equal to or greater than one (1) acre or for land disturbance activities less than one (1) acre that are part of a larger common plan of development or sale that would disturb one (1) acre or more. (1) New Contact Information: (a) Project Owner Contact Person: Company: Mail Address: State: Zip: Phone: Email: Fax: Mobile: Other: (b) Contractor Contact Person: Company: Mail Address: State: Zip: Phone: Email: Fax: Mobile: Other: (c) Engineer Contact Person: Company: Mail Address: State: Zip: Phone: Email: Fax: Mobile: Other: City of Kalispell, Montana Stormwater Management Permit Transfer Permit Number _______________________ Public Works Department 306 1st Ave East Kalispell, Montana 59901 (406) 758‐7720 (3) Acknowledgement Certificate: I certify that I am the Owner or Owner’s authorized agent. If acting as an authorized agent, I further certify that I am authorized to act as the Owners agent regarding the property at the above-referenced address for the purpose of filing applications for decisions, permits or review under the City of Kalispell Ordinance 1600 and have full power and authority to perform on behalf of the Owner all acts required to enable the City to process and review such applications I certify that the information on this application is true and correct and I shall comply with the laws of the State of Montana and the ordinances of the City of Kalispell. ______________________________________________________ _______________ Signature of Legally Responsible Person (Submission must include original signature) Date Signed ________________________________________________________________________ _____________________ Name (printed) Title (2) Project Information Project Size: (Land Disturbance) LESS than one acre GREATER or equal to one acre Stormwater Management Regulations For Land Disturbance Sites GREATER or equal to One Acre Greater Permit Cover Notice Page 1 of 2 Stormwater Management is increasingly important for the purpose of maintaining clean water and preserving waterbodies such as streams, rivers, and lakes. The City of Kalispell’s Stormwater Management Ordinance 1600 went into effect May 2, 2007, as mandated under the Federal Clean Water Act (CWA) and the Montana Pollution Discharge Elimination (MPDES) regulation. These regulations are designed to improve water quality in waterbodies by reducing the amount of pollutants that stormwater collects and carries into storm conveyance systems. In order for a construction project to begin follow the steps below regarding stormwater permits and requirements. There are two sets of guidelines one from the Montana Department of Environmental Quality (MDEQ) and a second from the City of Kalispell. MDEQ Requirements for the General Permit for Stormwater Discharges Associated with Construction Activity (Permit MTR100000) 1. Develop a Stormwater Pollution Prevention Plan (SWPPP) • The SWPPP is a document that is developed to direct and assist operators in identifying sources of potential pollutants at the construction activity site and Best Management Practices (BMPs) to be used to help ensure pollutants do not impact receiving surface water through stormwater runoff. • The SWPPP must contain a narrative description of the project and a drawing of the site with proposed improvements and BMPs. • The plan is to be kept on site and available for inspection by MDEQ and the City of Kalispell. 2. Review and submit a Notice of Intent (NOI) • To obtain the forms necessary to complete the NOI refer to the MPDES General Permit for Stormwater Discharges Associated with Construction Activity, which can be downloaded from www.deq.state.mt.us. 3. Provide a copy of the NOI, SWPPP, and approval letter to the City of Kalispell Public Works Department a minimum of 5 days prior to starting land disturbance activities. 4. Post a copy of the complete NOI and SWPPP at the construction site until completion of construction activity. 5. Implement SWPPP prior to beginning land disturbance activity. 6. Inspect and maintain BMPs outlined in Permit MTR100000 7. At the completion of the project submit a Notice of Termination (NOT) following permit requirements. A copy of the NOT must be submitted to the City of Kalispell Public Works Department. City of Kalispell, Montana Public Works Department Stormwater Erosion/Sediment/Pollution Prevention Regulation For Land Disturbance Sites GREATER or Equal to One Acre Greater Permit Cover Notice Page 2 of 2 City of Kalispell Stormwater Management Permit Requirements 1. Submit a complete Stormwater Management Permit Application to the City of Kalispell Public Works Department a minimum of five (5) days prior to land disturbance. • The permit application must have the following complete forms 1. Stormwater Management Permit Application Form 2. Stormwater Management GREATER Checklist (included in application packet) 3. NOI, SWPPP, Site Map and approval letter from DEQ • The permit fee of $45 for sites greater than or equal to one (1) acre is to be paid at the time the permit application is submitted. 2. Inspect and Maintain BMPs • The permittee(s) will be required to perform a site inspection every 14 days and after major storm events to ensure all BMPs have been constructed and are functioning properly. • All inspections shall be documented in written form, kept on the project site, and made available for review by the City. 3. All changes and notifications submitted to DEQ for the General Permit must also be submitted to the City. This includes notification of facility contact changes and changes to authorization. 4. At the completion of the project, submit a copy of the Notice of Termination (NOT) to the City of Kalispell Public Works Office. City Inspection and Review Site plan review and inspection programs aid in compliance and enforcement, and provide an opportunity for guidance and education. The City will perform a site plan review for potential water quality impacts at the time the Stormwater Management Permit is submitted and will conduct regular inspections of the construction sites. Violation and Enforcement If any violation is found, a notice will be issued to the Responsible Party. The notice will state the nature of the alleged violation(s), the action required to fix the violation(s), and a time limit to fix the violation(s). The City has the authority to issue a stop work order, clean the public way and bill the owner directly for the actual cost of cleanup plus a $200 administrative fee, and issuing a civil citations. Any person, firm, or corporation violating any of the provisions or terms of Ordinance #1600 of the City of Kalispell may be subject to penalties as a municipal infraction pursuant of Chapter 1, Article II of the Kalispell City Code. Each day of continued violation shall constitute a separate, additional offence. If you have any questions contact the Public Works Department at 306 1st Ave. E., (Phone) 406- 758-7720. GreaterChecklist 1 Required Best Management Practice (BMPs) 1Described in SWPPP On Page (__) In Section (___) 2Shown on Site Map Initial Here 1 Prevent silt, dirt, topsoil, etc. from washing into the streets, alleys, drainage easements, drainage conveyance systems, and storm drains. 2 Identify all erosion and sediment control BMPs to be installed and maintained throughout the duration of the project. 3 Identify Spoil area, storage area, and staging area locations as part of the project/construction site. 4 Establish permanent erosion control for all disturbed land areas related to the project activity before final occupancy of structures located thereon. 5 Identify staff to do required site inspections and record keeping. 6 Identify clearing techniques that retain natural vegetation and retain natural drainage patterns. 7 Stabilize soil within fourteen (14) days of clearing or inactivity in construction. 8 Stabilize or cover soil stockpiles at the end of EACH workday. 9 Identify wind erosion techniques to prevent the blowing of dust or sediment from the site. 10 Identify techniques that divert upland runoff past disturbed slopes. (where necessary) 11 Provide sediment controls in the form of settling basins, sediment traps or tanks, and perimeter controls. (where necessary) 12 Protect adjacent properties by the use of a vegetated buffer strip, or in combination with perimeter controls. 13 Provide stabilization adequate to prevent erosion at the outlets of all pipes and channels. 14 Install and maintain a vehicle tracking approach per City of Kalispell Standards for Design and Construction. City of Kalispell, Montana Stormwater Management Checklist GREATER or Equal to One Acre Permit Number ________________ Date Submitted________________ Site Name/Address:____________________________________________________________ ____________________________________________________________________________ GreaterChecklist 2 Required Best Management Practice (BMPs) 1Described in SWPPP On Page (__) In Section (___) 2Shown on Site Map Initial Here 15 Keep solid waste materials in either a container or an enclosed waste collection area on site. Identify trash container. 16 Store chemicals, paint, petroleum, fertilizer, and pesticides in a covered enclosure. 17 Dispose of empty/unused chemical and hazardous waste containers in accordance with label instruction. 18 Perform daily cleanup of construction site to ensure that all litter is contained in an appropriate enclosure or container. 20 Identify on site staff to perform item 19. 20 Contain concrete truck washout water on site in a designated washout pit and remove and properly dispose of concrete residue at conclusion of construction. 21 Ensure exposed aggregate waste wash water does not leave the construction site and/or get into the curb and gutter, catch basins, or any other storm conveyance systems. 22 Locate sanitary waste facilities a minimum of 15 feet from storm drain inlets and receiving waterbodies. 23 Other: 24 Delineate and stake the Flood Plain and install perimeter BMPs. 25 List receiving waters within 200’ of project. (stream, lake, river, wetland, slough, other) 26 List stormwater conveyance systems within 100’ of project. (ditch, swale, detention facility, storm drain inlet, drywell, gutter, pipe inlet/outlet) 1. If a BMP is not described on the attached SWPPP provide a brief narrative on how that BMP will be implemented. 2. Mark with X to indicate the BMP is shown on the attached SWPPP Site Map. Pre-Development 2-yr, 24-hr 24.52 2.13 10-yr, 24-hr 116.51 4 25-yr, 24-hr 136.96 4.26 50-yr, 24-hr 210.88 4.99 100-yr, 24-hr 257.22 5.27 L-EG7C-H17 Existing 2-yr, 24-hr 219.56 3.56 10-yr, 24-hr 622.84 4.71 25-yr, 24-hr 707.43 4.85 50-yr, 24-hr 984.55 5.32 100-yr, 24-hr 1093.9 5.44 Future 2-yr, 24-hr 219.48 3.56 10-yr, 24-hr 623.56 5.2 25-yr, 24-hr 707.35 5.42 50-yr, 24-hr 1001.14 6.04 100-yr, 24-hr 1182.65 6.21 Pre-Development 2-yr, 24-hr 121.33 3.1 10-yr, 24-hr 464.35 5.12 Page 32 of 33 Pre-Development 2-yr, 24-hr 93.21 3.19 10-yr, 24-hr 314.8 4.68 25-yr, 24-hr 359.51 4.9 50-yr, 24-hr 505.8 5.15 100-yr, 24-hr 590.65 5.27 L-H2-EG6A Existing 2-yr, 24-hr 1376.33 7.85 10-yr, 24-hr 1540.38 7.91 25-yr, 24-hr 1541.77 7.91 50-yr, 24-hr 1545.12 7.91 100-yr, 24-hr 1546.35 7.92 Future 2-yr, 24-hr 1377.53 9.11 10-yr, 24-hr 2062.85 9.73 25-yr, 24-hr 2096.83 9.85 50-yr, 24-hr 2303.35 10.5 100-yr, 24-hr 2423.85 10.82 Pre-Development 2-yr, 24-hr 634.04 7.19 10-yr, 24-hr 1602.35 9.24 Page 31 of 33 Pre-Development 2-yr, 24-hr 545.08 6.61 10-yr, 24-hr 1451.42 8.73 25-yr, 24-hr 1454.85 8.74 50-yr, 24-hr 1460.37 8.74 100-yr, 24-hr 1464.76 8.74 L-H13-GT1A Existing 2-yr, 24-hr 0 0 10-yr, 24-hr 0 0 25-yr, 24-hr 0 0 50-yr, 24-hr 0 0 100-yr, 24-hr 0 0 Future 2-yr, 24-hr 0 0 10-yr, 24-hr 0 0 25-yr, 24-hr 0 0 50-yr, 24-hr 0 0 100-yr, 24-hr 0 0 Pre-Development 2-yr, 24-hr 0 0 10-yr, 24-hr 0 0 Page 30 of 33 Pre-Development 2-yr, 24-hr 23.92 2.53 10-yr, 24-hr 88.29 4.09 25-yr, 24-hr 101.86 4.21 50-yr, 24-hr 149.62 4.75 100-yr, 24-hr 178.92 4.85 L-EG4A-4C Existing 2-yr, 24-hr 121.82 3.64 10-yr, 24-hr 251.44 4.5 25-yr, 24-hr 280.48 4.56 50-yr, 24-hr 379.82 4.67 100-yr, 24-hr 438.94 4.6 Future 2-yr, 24-hr 121.81 3.64 10-yr, 24-hr -510.98 4.51 25-yr, 24-hr -532.62 4.57 50-yr, 24-hr -574.12 4.7 100-yr, 24-hr -545.05 4.62 Pre-Development 2-yr, 24-hr 37.81 2.24 10-yr, 24-hr 130.82 3.24 Page 29 of 33 Pre-Development 2-yr, 24-hr 71.26 1.87 10-yr, 24-hr 263.73 3.52 25-yr, 24-hr 299.48 3.73 50-yr, 24-hr 431.19 4.42 100-yr, 24-hr 517.83 4.82 L-EG1E-H12 Existing 2-yr, 24-hr 168.31 8.44 10-yr, 24-hr 431.43 11.77 25-yr, 24-hr 481.99 12.2 50-yr, 24-hr 652.45 13.41 100-yr, 24-hr 751.86 13.7 Future 2-yr, 24-hr 168.28 8.44 10-yr, 24-hr 1139.64 11.57 25-yr, 24-hr 611.57 11.73 50-yr, 24-hr 680.51 12.11 100-yr, 24-hr 744.6 12.23 Pre-Development 2-yr, 24-hr 75.46 6.23 10-yr, 24-hr 277.56 10.08 Page 26 of 33 Pre-Development 2-yr, 24-hr 96.53 4.22 10-yr, 24-hr 405 7.03 25-yr, 24-hr 443.11 7.33 50-yr, 24-hr 521.58 7.69 100-yr, 24-hr 610.96 8.16 L-EG2E-H6 Existing 2-yr, 24-hr 133.89 2.14 10-yr, 24-hr 339.74 2.05 25-yr, 24-hr 385.92 2.11 50-yr, 24-hr 551.69 2.75 100-yr, 24-hr 623.21 3.09 Future 2-yr, 24-hr 134.44 2.14 10-yr, 24-hr 641.11 3.11 25-yr, 24-hr -811.16 3.5 50-yr, 24-hr 845.77 3.97 100-yr, 24-hr -1046.09 5 Pre-Development 2-yr, 24-hr 111.85 3.27 10-yr, 24-hr 443.91 3.62 Page 28 of 33 Pre-Development 2-yr, 24-hr 194.32 5.08 10-yr, 24-hr 731.98 7.79 25-yr, 24-hr 831.95 7.92 50-yr, 24-hr 1187.12 8.35 100-yr, 24-hr 1427.05 8.43 L-H11-EG2D Existing 2-yr, 24-hr 666.14 6.92 10-yr, 24-hr 1430.17 7.69 25-yr, 24-hr 1443.33 7.7 50-yr, 24-hr 1463.64 7.57 100-yr, 24-hr 1469.87 7.58 Future 2-yr, 24-hr 666.05 6.92 10-yr, 24-hr 1240.02 7.69 25-yr, 24-hr 1359.63 7.7 50-yr, 24-hr 1568.05 7.69 100-yr, 24-hr 1600.73 7.88 Pre-Development 2-yr, 24-hr 309.63 5.24 10-yr, 24-hr 1125.8 7.43 Page 27 of 33 Pre-Development 2-yr, 24-hr 108.89 2.55 10-yr, 24-hr 420.26 4.44 25-yr, 24-hr 482.73 4.69 50-yr, 24-hr 693.32 5.37 100-yr, 24-hr 817.89 5.7 L-EG1G-H12 Existing 2-yr, 24-hr 20.17 1.69 10-yr, 24-hr 42.75 2.09 25-yr, 24-hr 46.51 2.14 50-yr, 24-hr 58.6 2.25 100-yr, 24-hr 65.49 2.31 Future 2-yr, 24-hr 20.17 1.69 10-yr, 24-hr -467.31 2.09 25-yr, 24-hr -198.48 2.13 50-yr, 24-hr -387.54 2.23 100-yr, 24-hr -476.92 2.27 Pre-Development 2-yr, 24-hr 9.53 1.28 10-yr, 24-hr 28.43 1.87 Page 25 of 33 Pre-Development 2-yr, 24-hr 20.45 7.98 10-yr, 24-hr 36.15 8.81 25-yr, 24-hr 36.87 8.81 50-yr, 24-hr 39.55 8.8 100-yr, 24-hr 39.73 8.77 3530_2488 Existing 2-yr, 24-hr 32.27 8.66 10-yr, 24-hr 38.04 8.58 25-yr, 24-hr 38.75 8.61 50-yr, 24-hr 40.33 8.65 100-yr, 24-hr 40.78 8.62 Future 2-yr, 24-hr 32.28 8.66 10-yr, 24-hr 81.2 16.19 25-yr, 24-hr 81.79 16.3 50-yr, 24-hr 84.02 16.71 100-yr, 24-hr 85.35 16.97 Pre-Development 2-yr, 24-hr 20.45 7.86 10-yr, 24-hr 36.14 8.7 Page 24 of 33 Pre-Development 2-yr, 24-hr 1.97 4.57 10-yr, 24-hr 4.08 5.21 25-yr, 24-hr 4.11 5.24 50-yr, 24-hr 4.18 5.32 100-yr, 24-hr 4.21 5.35 1138_2801 Existing 2-yr, 24-hr 0 0 10-yr, 24-hr 0 0 25-yr, 24-hr 0 0 50-yr, 24-hr 0 0 100-yr, 24-hr 0 0 Future 2-yr, 24-hr 0 0 10-yr, 24-hr 0 0 25-yr, 24-hr 0 0 50-yr, 24-hr 0 0 100-yr, 24-hr 0 0 Pre-Development 2-yr, 24-hr 0 0 10-yr, 24-hr 0 0 Page 23 of 33 Pre-Development 2-yr, 24-hr 1.98 4.22 10-yr, 24-hr 4.22 5.22 25-yr, 24-hr 4.22 5.22 50-yr, 24-hr 4.24 5.25 100-yr, 24-hr 4.23 5.23 3289_3524 Existing 2-yr, 24-hr 4.1 5.12 10-yr, 24-hr 4.19 5.78 25-yr, 24-hr 4.17 5.72 50-yr, 24-hr 4.22 5.22 100-yr, 24-hr 4.25 5.24 Future 2-yr, 24-hr 4.12 5.14 10-yr, 24-hr 4.19 5.78 25-yr, 24-hr 4.16 5.72 50-yr, 24-hr 4.16 5.19 100-yr, 24-hr 4.17 5.21 Pre-Development 2-yr, 24-hr 1.98 2.81 10-yr, 24-hr 4.17 5.77 Page 22 of 33 Pre-Development 2-yr, 24-hr 18.48 4.19 10-yr, 24-hr 32.14 5.04 25-yr, 24-hr 32.94 5.08 50-yr, 24-hr 34.64 5.17 100-yr, 24-hr 35.24 5.2 2799_2800 Existing 2-yr, 24-hr 28.29 6.75 10-yr, 24-hr 34.04 7.06 25-yr, 24-hr 34.42 7.08 50-yr, 24-hr 35.82 7.14 100-yr, 24-hr 36.2 7.15 Future 2-yr, 24-hr 28.3 6.75 10-yr, 24-hr 34.87 7.04 25-yr, 24-hr 39.21 7.06 50-yr, 24-hr 34.63 7.09 100-yr, 24-hr 34.66 7.08 Pre-Development 2-yr, 24-hr 18.48 6.05 10-yr, 24-hr 32.15 6.97 Page 21 of 33 Pre-Development 2-yr, 24-hr 0 0 10-yr, 24-hr 0 0 25-yr, 24-hr 0 0 50-yr, 24-hr 0 0 100-yr, 24-hr 0 0 3147_3146 Existing 2-yr, 24-hr 25.03 6.62 10-yr, 24-hr 30.63 6.77 25-yr, 24-hr 30.99 6.78 50-yr, 24-hr 32.48 6.78 100-yr, 24-hr 32.77 6.78 Future 2-yr, 24-hr 25.04 6.62 10-yr, 24-hr 30.54 6.77 25-yr, 24-hr 30.82 6.77 50-yr, 24-hr 31.48 6.78 100-yr, 24-hr 31.65 6.78 Pre-Development 2-yr, 24-hr 16.99 6.2 10-yr, 24-hr 28.84 6.75 Page 20 of 33 Pre-Development 2-yr, 24-hr 2.75 5.29 10-yr, 24-hr 3.2 5.77 25-yr, 24-hr 3.21 5.79 50-yr, 24-hr 3.25 5.85 100-yr, 24-hr 3.26 5.87 2961_3153 Existing 2-yr, 24-hr 3.15 4.01 10-yr, 24-hr 3.24 4.1 25-yr, 24-hr 3.25 4.11 50-yr, 24-hr 3.27 4.13 100-yr, 24-hr 3.29 4.15 Future 2-yr, 24-hr 3.15 4.01 10-yr, 24-hr 3.24 4.1 25-yr, 24-hr 3.25 4.11 50-yr, 24-hr 3.28 4.14 100-yr, 24-hr 3.31 4.17 Pre-Development 2-yr, 24-hr 2.75 3.52 10-yr, 24-hr 3.2 4.06 Page 19 of 33 Pre-Development 2-yr, 24-hr 2.27 5.72 10-yr, 24-hr 2.91 6.06 25-yr, 24-hr 2.93 6.07 50-yr, 24-hr 2.98 6.1 100-yr, 24-hr 3.01 6.11 3148_3147 Existing 2-yr, 24-hr 21.92 4.79 10-yr, 24-hr 27.46 5.49 25-yr, 24-hr 27.83 5.57 50-yr, 24-hr 29.35 6.1 100-yr, 24-hr 29.64 6.15 Future 2-yr, 24-hr 21.93 4.79 10-yr, 24-hr 27.4 5.48 25-yr, 24-hr 27.68 5.54 50-yr, 24-hr 28.39 5.74 100-yr, 24-hr 28.52 5.79 Pre-Development 2-yr, 24-hr 14.32 4.09 10-yr, 24-hr 25.72 5.19 Page 18 of 33 Pre-Development 2-yr, 24-hr 1.5 4.71 10-yr, 24-hr 2.16 4.83 25-yr, 24-hr 2.17 4.85 50-yr, 24-hr 2.16 4.78 100-yr, 24-hr 2.18 4.8 3114_3115 Existing 2-yr, 24-hr 1.77 3.89 10-yr, 24-hr 1.97 4.32 25-yr, 24-hr 1.97 4.33 50-yr, 24-hr 2.26 4.95 100-yr, 24-hr 2.3 5.01 Future 2-yr, 24-hr 1.73 3.8 10-yr, 24-hr 1.97 4.32 25-yr, 24-hr 1.97 4.33 50-yr, 24-hr 2.27 4.95 100-yr, 24-hr 2.3 5.02 Pre-Development 2-yr, 24-hr 1.49 3.77 10-yr, 24-hr 1.91 4.17 Page 17 of 33 Pre-Development 2-yr, 24-hr -0.05 0.09 10-yr, 24-hr -0.05 0.15 25-yr, 24-hr -0.05 0.14 50-yr, 24-hr -0.06 0.19 100-yr, 24-hr 0.07 0.25 3150_3149 Existing 2-yr, 24-hr 19.11 5.4 10-yr, 24-hr 24.54 6.13 25-yr, 24-hr 25.08 6.26 50-yr, 24-hr 26.15 6.55 100-yr, 24-hr 26.57 6.65 Future 2-yr, 24-hr 19.11 5.4 10-yr, 24-hr 24.5 6.12 25-yr, 24-hr 24.78 6.2 50-yr, 24-hr 25.51 6.39 100-yr, 24-hr 25.68 6.43 Pre-Development 2-yr, 24-hr 12.05 5.08 10-yr, 24-hr 22.88 5.72 Page 16 of 33 Pre-Development 2-yr, 24-hr 1.69 4.74 10-yr, 24-hr 2.59 4.97 25-yr, 24-hr 2.63 4.96 50-yr, 24-hr 2.84 5.22 100-yr, 24-hr 2.85 5.24 2769_2768 Existing 2-yr, 24-hr 3.69 6.03 10-yr, 24-hr 5.06 6.27 25-yr, 24-hr 5.07 6.28 50-yr, 24-hr 5.1 6.6 100-yr, 24-hr 5.14 6.59 Future 2-yr, 24-hr 3.69 6.03 10-yr, 24-hr 5.06 6.27 25-yr, 24-hr 5.07 6.28 50-yr, 24-hr 5.08 6.6 100-yr, 24-hr 5.08 6.59 Pre-Development 2-yr, 24-hr 2.51 5.59 10-yr, 24-hr 4.82 6.09 Page 15 of 33 Pre-Development 2-yr, 24-hr 1.02 3.97 10-yr, 24-hr 1.08 3.81 25-yr, 24-hr 1.09 3.81 50-yr, 24-hr 1.1 3.82 100-yr, 24-hr 1.11 3.82 2778_2777 Existing 2-yr, 24-hr 1.04 6.8 10-yr, 24-hr 1.09 6.88 25-yr, 24-hr 1.1 6.89 50-yr, 24-hr 1.11 6.9 100-yr, 24-hr 1.11 8.71 Future 2-yr, 24-hr 1.04 6.8 10-yr, 24-hr 1.09 6.89 25-yr, 24-hr 1.1 6.9 50-yr, 24-hr 1.11 6.91 100-yr, 24-hr 1.11 8.71 Pre-Development 2-yr, 24-hr 1.02 6.77 10-yr, 24-hr 1.08 7.28 Page 14 of 33 Pre-Development 2-yr, 24-hr 4.54 5.04 10-yr, 24-hr 7.38 5.6 25-yr, 24-hr 7.56 5.62 50-yr, 24-hr 8.13 5.67 100-yr, 24-hr 8.41 5.69 2803_3528 Existing 2-yr, 24-hr 6.64 7.38 10-yr, 24-hr 7.65 7.53 25-yr, 24-hr 7.83 7.53 50-yr, 24-hr 8.29 7.45 100-yr, 24-hr 8.62 7.48 Future 2-yr, 24-hr 6.64 7.38 10-yr, 24-hr 7.63 7.53 25-yr, 24-hr 7.79 7.53 50-yr, 24-hr 8.32 7.45 100-yr, 24-hr 8.64 7.48 Pre-Development 2-yr, 24-hr 4.54 6.69 10-yr, 24-hr 7.38 7.51 Page 13 of 33 Pre-Development 2-yr, 24-hr 2.12 4.79 10-yr, 24-hr 2.65 5.81 25-yr, 24-hr 2.66 5.82 50-yr, 24-hr 2.65 5.78 100-yr, 24-hr 2.64 5.76 3106_3107 Existing 2-yr, 24-hr 2.6 5.25 10-yr, 24-hr 2.59 5.25 25-yr, 24-hr 2.6 5.25 50-yr, 24-hr 2.62 5.26 100-yr, 24-hr 2.64 5.27 Future 2-yr, 24-hr 2.59 5.26 10-yr, 24-hr 2.59 5.25 25-yr, 24-hr 2.6 5.25 50-yr, 24-hr 2.62 5.26 100-yr, 24-hr 2.64 5.27 Pre-Development 2-yr, 24-hr 2.11 5.16 10-yr, 24-hr 2.6 5.27 Page 12 of 33 Pre-Development 2-yr, 24-hr 1.77 3.43 10-yr, 24-hr 2.94 5.29 25-yr, 24-hr 2.96 5.31 50-yr, 24-hr 3.01 5.39 100-yr, 24-hr 3.03 5.41 3065_3069 Existing 2-yr, 24-hr 2.87 4.05 10-yr, 24-hr 2.96 4.05 25-yr, 24-hr 2.98 4.05 50-yr, 24-hr 3.04 4.04 100-yr, 24-hr 3.06 4.04 Future 2-yr, 24-hr 2.87 4.05 10-yr, 24-hr 2.96 4.06 25-yr, 24-hr 2.97 4.06 50-yr, 24-hr 3.03 4.05 100-yr, 24-hr 3.06 4.04 Pre-Development 2-yr, 24-hr 1.77 3.78 10-yr, 24-hr 2.94 4.05 Page 11 of 33 Pre-Development 2-yr, 24-hr 0.95 5.95 10-yr, 24-hr 2.18 6.97 25-yr, 24-hr 2.2 6.98 50-yr, 24-hr 2.22 6.99 100-yr, 24-hr 2.22 7 3058_3060 Existing 2-yr, 24-hr 1.55 5.68 10-yr, 24-hr 2.2 5.64 25-yr, 24-hr 2.21 5.69 50-yr, 24-hr 2.22 5.77 100-yr, 24-hr 2.22 5.85 Future 2-yr, 24-hr 1.55 5.67 10-yr, 24-hr 2.2 5.63 25-yr, 24-hr 2.21 5.69 50-yr, 24-hr 2.22 5.78 100-yr, 24-hr 2.22 5.85 Pre-Development 2-yr, 24-hr 0.95 5.26 10-yr, 24-hr 2.18 6.55 Page 10 of 33 Pre-Development 2-yr, 24-hr 5.45 6.85 10-yr, 24-hr 10.82 7.98 25-yr, 24-hr 11.2 8.02 50-yr, 24-hr 12.19 8.08 100-yr, 24-hr 12.67 8.08 2867_3151 Existing 2-yr, 24-hr 8.99 6.28 10-yr, 24-hr 11.87 6.39 25-yr, 24-hr 12.22 6.37 50-yr, 24-hr 12.87 6.4 100-yr, 24-hr 13.01 6.37 Future 2-yr, 24-hr 9 6.28 10-yr, 24-hr 11.86 6.27 25-yr, 24-hr 12.1 6.27 50-yr, 24-hr 12.6 6.26 100-yr, 24-hr 12.62 6.26 Pre-Development 2-yr, 24-hr 5.45 5.58 10-yr, 24-hr 10.89 6.42 Page 9 of 33 Pre-Development 2-yr, 24-hr 4.08 4.11 10-yr, 24-hr 7.52 4.62 25-yr, 24-hr 7.65 4.63 50-yr, 24-hr 7.76 4.63 100-yr, 24-hr 7.82 4.63 3068_2965 Existing 2-yr, 24-hr 8.99 5.97 10-yr, 24-hr 11.87 6.64 25-yr, 24-hr 12.12 6.78 50-yr, 24-hr 12.83 7.15 100-yr, 24-hr 12.97 7.22 Future 2-yr, 24-hr 9 5.96 10-yr, 24-hr 11.87 6.64 25-yr, 24-hr 12.11 6.77 50-yr, 24-hr 12.71 7.08 100-yr, 24-hr 12.81 7.14 Pre-Development 2-yr, 24-hr 5.45 5.43 10-yr, 24-hr 10.83 6.09 Page 8 of 33 Pre-Development 2-yr, 24-hr 4.09 4.99 10-yr, 24-hr 7.34 5.85 25-yr, 24-hr 7.41 5.9 50-yr, 24-hr 7.54 5.99 100-yr, 24-hr 7.6 6.04 3078_3520 Existing 2-yr, 24-hr -0.1 0.43 10-yr, 24-hr 0.34 0.81 25-yr, 24-hr 0.34 0.81 50-yr, 24-hr 0.36 0.73 100-yr, 24-hr 0.4 0.91 Future 2-yr, 24-hr -0.11 0.43 10-yr, 24-hr 0.31 0.8 25-yr, 24-hr 0.38 0.81 50-yr, 24-hr 0.37 0.73 100-yr, 24-hr 0.44 0.91 Pre-Development 2-yr, 24-hr 0 0 10-yr, 24-hr 0.31 0.65 Page 7 of 33 Pre-Development 2-yr, 24-hr 1.82 6.44 10-yr, 24-hr 4.27 7.64 25-yr, 24-hr 4.31 7.7 50-yr, 24-hr 4.41 7.85 100-yr, 24-hr 4.45 7.91 3070_3073 Existing 2-yr, 24-hr 3.65 7.81 10-yr, 24-hr 4.37 8.05 25-yr, 24-hr 4.38 8.02 50-yr, 24-hr 4.46 7.98 100-yr, 24-hr 4.52 8.04 Future 2-yr, 24-hr 3.65 7.81 10-yr, 24-hr 4.36 8.05 25-yr, 24-hr 4.38 8.03 50-yr, 24-hr 4.46 7.97 100-yr, 24-hr 4.49 8.04 Pre-Development 2-yr, 24-hr 1.82 6.54 10-yr, 24-hr 4.27 8.03 Page 6 of 33 Pre-Development 2-yr, 24-hr 1.43 4.25 10-yr, 24-hr 1.47 4.27 25-yr, 24-hr 1.48 4.27 50-yr, 24-hr 1.49 4.28 100-yr, 24-hr 1.49 4.28 3071_3072 Existing 2-yr, 24-hr 1.46 6.05 10-yr, 24-hr 1.48 6.08 25-yr, 24-hr 1.49 6.08 50-yr, 24-hr 1.49 6.1 100-yr, 24-hr 1.5 6.1 Future 2-yr, 24-hr 1.46 6.05 10-yr, 24-hr 1.48 6.08 25-yr, 24-hr 1.48 6.08 50-yr, 24-hr 1.5 6.1 100-yr, 24-hr 1.5 6.1 Pre-Development 2-yr, 24-hr 1.43 6.03 10-yr, 24-hr 1.47 6.07 Page 5 of 33 Pre-Development 2-yr, 24-hr 81.75 4.87 10-yr, 24-hr 351.58 7.76 25-yr, 24-hr 403.12 8.08 50-yr, 24-hr 574.05 8.95 100-yr, 24-hr 685.52 9.4 3519_3518 Existing 2-yr, 24-hr 1.57 7.12 10-yr, 24-hr 1.67 7.44 25-yr, 24-hr 1.69 7.51 50-yr, 24-hr 1.74 7.7 100-yr, 24-hr 1.76 7.79 Future 2-yr, 24-hr 1.57 7.13 10-yr, 24-hr 1.67 7.44 25-yr, 24-hr 1.69 7.5 50-yr, 24-hr 1.74 7.71 100-yr, 24-hr 1.76 7.79 Pre-Development 2-yr, 24-hr 1.47 6.78 10-yr, 24-hr 1.68 7.64 Page 4 of 33 Pre-Development 2-yr, 24-hr 21.27 2.43 10-yr, 24-hr 78.26 3.98 25-yr, 24-hr 89.1 4.17 50-yr, 24-hr 125.62 4.73 100-yr, 24-hr 147.14 5.01 L-BC2E-H14 Existing 2-yr, 24-hr 37.81 2.79 10-yr, 24-hr 94.84 3.96 25-yr, 24-hr 106.33 4.13 50-yr, 24-hr 145.9 4.64 100-yr, 24-hr 169.56 4.91 Future 2-yr, 24-hr 37.81 2.79 10-yr, 24-hr 94.78 3.96 25-yr, 24-hr 106.25 4.13 50-yr, 24-hr 145.81 4.64 100-yr, 24-hr 169.52 4.91 Pre-Development 2-yr, 24-hr 9.64 1.61 10-yr, 24-hr 48.81 3.06 Page 3 of 33 Pre-Development 2-yr, 24-hr -7.29 0.36 10-yr, 24-hr 570.67 2.84 25-yr, 24-hr 475.75 2.37 50-yr, 24-hr -311.26 1.42 100-yr, 24-hr 144.85 0.72 L-EG4B-H7 Existing 2-yr, 24-hr 38.82 1.63 10-yr, 24-hr 144.72 4.38 25-yr, 24-hr 158.48 4.57 50-yr, 24-hr 154.9 4.54 100-yr, 24-hr 167.46 4.7 Future 2-yr, 24-hr 38.82 1.63 10-yr, 24-hr -185.02 4.4 25-yr, 24-hr -243.97 4.43 50-yr, 24-hr -285.33 4.51 100-yr, 24-hr -367.57 4.43 Pre-Development 2-yr, 24-hr 8.29 0.74 10-yr, 24-hr 103.44 3.67 Page 2 of 33 25-yr, 24-hr 126.17 3.45 50-yr, 24-hr 189.67 3.9 100-yr, 24-hr 229.48 4.11 L-H16-H15 Existing 2-yr, 24-hr 129.04 3.66 10-yr, 24-hr 333.11 5.78 25-yr, 24-hr 374.72 6.05 50-yr, 24-hr 519.36 6.78 100-yr, 24-hr 606.9 7.19 Future 2-yr, 24-hr 128.97 3.42 10-yr, 24-hr 332.91 5.15 25-yr, 24-hr 374.49 5.42 50-yr, 24-hr 519.22 6.23 100-yr, 24-hr 606.76 6.63 Pre-Development 2-yr, 24-hr 51.69 2.51 10-yr, 24-hr 197.98 4.16 Page 1 of 33 Page 2 of 3 25-yr, 24-hr 7984065.33 4868.595 4850.326 0 235.268 18.27 50-yr, 24-hr 1.14E+07 4868.595 4850.737 0 328.591 17.86 100-yr, 24-hr 1.34E+07 4868.595 4850.979 0 387.833 17.62 Future 2-yr, 24-hr 2695665.82 4858.595 4849.478 0 80.55 19.12 10-yr, 24-hr 7017927.21 4858.595 4850.201 0 209.376 18.39 25-yr, 24-hr 7984397.34 4858.595 4850.325 0 235.268 18.27 Page 13 of 14 Future 2-yr, 24-hr 41057.127 4629.506 4620.524 0 2.733 18.98 10-yr, 24-hr 121000.41 4629.506 4718.585 427.1 7.104 -79.08 25-yr, 24-hr 135307.517 4629.506 4732.853 482.1 7.774 -93.35 50-yr, 24-hr 182709.555 4629.506 4796.878 626 9.909 -157.37 100-yr, 24-hr 210280.752 4629.506 4844.895 1056.5 11.117 -205.39 Future 2-yr, 24-hr 1653489.73 4634.084 4624.902 0 61.195 19.18 Page 12 of 14 50-yr, 24-hr 0 4792.04 4789.115 0 2.93 100-yr, 24-hr 0 4792.04 4789.642 0 2.4 Pre-Development 2-yr, 24-hr 0 4803.018 4784.769 0 18.25 10-yr, 24-hr 0 4803.018 4787.198 0 15.82 25-yr, 24-hr 0 4803.018 4787.594 0 15.42 50-yr, 24-hr 0 4803.018 4788.857 0 14.16 Page 11 of 14 10-yr, 24-hr 0 4804.99 4800.91 0 4.08 25-yr, 24-hr 0 4804.99 4801.103 0 3.89 50-yr, 24-hr 0 4804.99 4801.649 0 3.34 100-yr, 24-hr 0 4804.99 4801.912 0 3.08 2964 Existing 2-yr, 24-hr 0 4803.51 4797.962 0 5.55 10-yr, 24-hr 0 4803.51 4798.138 0 5.37 Page 10 of 14 100-yr, 24-hr 0 4811.09 4811.599 226.7 -0.51 Pre-Development 2-yr, 24-hr 0 4811.09 4806.614 0 4.48 10-yr, 24-hr 0 4811.09 4810.331 0 0.76 25-yr, 24-hr 0 4811.09 4810.611 0 0.48 50-yr, 24-hr 0 4811.09 4811.162 88.5 -0.07 100-yr, 24-hr 0 4811.09 4811.345 146.9 -0.26 Page 9 of 14 25-yr, 24-hr 0 4817.2 4817.415 187.8 -0.21 50-yr, 24-hr 0 4817.2 4817.751 333.6 -0.55 100-yr, 24-hr 0 4817.2 4817.918 431.1 -0.72 Pre-Development 2-yr, 24-hr 0 4817.2 4810.905 0 6.29 10-yr, 24-hr 0 4817.2 4816.971 0 0.23 25-yr, 24-hr 0 4817.2 4817.205 43.7 0 Page 8 of 14 Future 2-yr, 24-hr 68454.946 4843.04 4838.534 0 3.682 4.51 10-yr, 24-hr 141006.118 4843.04 4843.994 196.8 7.135 -0.95 25-yr, 24-hr 153918.355 4843.04 4844.135 226.7 7.692 -1.1 50-yr, 24-hr 197002.659 4843.04 4844.598 354.5 9.51 -1.56 100-yr, 24-hr 221963.016 4843.04 4844.825 444.4 10.557 -1.79 Pre-Development 2-yr, 24-hr 30242.96 4843.04 4838.22 0 1.824 4.82 Page 7 of 14 50-yr, 24-hr 0 4836.18 4830.165 0 6.02 100-yr, 24-hr 0 4836.18 4830.166 0 6.01 Future 2-yr, 24-hr 0 4836.18 4830.159 0 6.02 10-yr, 24-hr 0 4836.18 4830.163 0 6.02 25-yr, 24-hr 0 4836.18 4830.163 0 6.02 50-yr, 24-hr 0 4836.18 4830.165 0 6.02 Page 6 of 14 10-yr, 24-hr 0 4874.15 4874.813 974.8 -0.66 25-yr, 24-hr 0 4874.15 4874.901 1069.6 -0.75 50-yr, 24-hr 0 4874.15 4875.147 1936.8 -1 100-yr, 24-hr 0 4874.15 4875.313 2194 -1.16 Future 2-yr, 24-hr 0 4874.15 4874.211 306.8 -0.06 10-yr, 24-hr 0 4874.15 4874.814 969.4 -0.66 Page 5 of 14 100-yr, 24-hr 0 4898.136 4879.942 0 18.19 BC2B Existing 2-yr, 24-hr 557878.804 4867.878 4850.958 0 23.123 16.92 10-yr, 24-hr 1166174.08 4867.878 4851.989 0 51.195 15.89 25-yr, 24-hr 1275620.14 4867.878 4852.169 0 56.08 15.71 50-yr, 24-hr 1638725.46 4867.878 4852.746 0 72.03 15.13 100-yr, 24-hr 1851467.6 4867.878 4853.069 0 81.18 14.81 Page 4 of 14 25-yr, 24-hr 2923915.1 5020.201 5001.5 0 138.42 18.7 50-yr, 24-hr 4526421.51 5020.201 5001.879 0 208.643 18.32 100-yr, 24-hr 5518817.8 5020.201 5002.095 0 251.851 18.11 BC2C Existing 2-yr, 24-hr 299218.733 5081.314 5061.586 0 13.395 19.73 10-yr, 24-hr 713284.912 5081.314 5061.833 0 38.335 19.48 25-yr, 24-hr 800888.397 5081.314 5061.871 0 42.857 19.44 Page 3 of 14 Pre-Development 2-yr, 24-hr 206599.937 4665.612 4646.118 0 6.955 19.49 10-yr, 24-hr 810313.321 4665.612 4646.746 0 24.649 18.87 25-yr, 24-hr 929520.079 4665.612 4646.846 0 28.12 18.77 50-yr, 24-hr 1332124.12 4665.612 4647.285 0 39.872 18.33 100-yr, 24-hr 1568717.46 4665.612 4647.606 0 46.814 18.01 EG5E Existing 2-yr, 24-hr 127131.083 4644.045 4630.451 0 6.012 13.59 Page 2 of 14 Pre-Development 2-yr, 24-hr 494663.076 4489.227 4470.894 0 14.388 18.33 10-yr, 24-hr 2528844.45 4489.227 4471.84 0 54.426 17.39 25-yr, 24-hr 3020635.03 4489.227 4472.019 0 63.598 17.21 50-yr, 24-hr 4740189.24 4489.227 4472.621 0 96.856 16.61 Page 1 of 14 2801 0 0 0 0 4779.12 4788.26 Allowed 2800 0 0 0 0 4775.53 4788.26 Allowed Page 2 of 3 Page 1 of 3 9BPP2 2364_3421 K-4 2364 3421 BPE 1990 RD SD C RCP 12 4 9CP1-2 2358_3202 K-4 2358 3202 CS 1992 RD SD C RCP 12 51 0.82 12PA 2399_3233 K-5 2399 3233 NP 1996 RD SD C RCP 12 19 11.58 3221_3220 K-5 3221 3220 38PA 2390_3224 K-5 2390 3224 NP 1996 RD SD C RCP 12 6 15.17 37PA 2391_3224 K-5 2391 3224 NP 1996 RD SD C RCP 12 28 6 33PA 2392_3226 K-5 2392 3226 NP 1996 RD SD C RCP 12 28 9.32 34PA 2393_3226 K-5 2393 3226 NP 1996 RD SD C RCP 12 8 23.63 9PA 2394_3228 K-5 2394 3228 NP 1996 RD SD C RCP 12 30 5.99 2395_3229 K-5 2395 3229 SD 6PA 2396_3230 K-5 2396 3230 NP 1996 RD SD C RCP 12 49 2.97 3PA 2397_3232 K-5 2397 3232 NP 1996 RD SD C RCP 12 27 4.98 4PA 2398_3232 K-5 2398 3232 NP 1996 RD SD C RCP 12 6 16 12PA 2399_3233 K-5 2399 3233 SD 36VCB 2427_3250 K-5 2427 3250 VCBP 1996 RD 0.21 35VCB 2428_3250 K-5 2428 3250 VCBP 1996 RD 23VCB 2429_3253 K-5 2429 3253 VCBP 1996 RD SD C RCP 12 24VCB 2430_3253 K-5 2430 3253 VCBP 1996 RD SD C RCP 12 13VCB 2431_3258 K-5 2431 3258 VCBP 1996 RD SD C RCP 12 52 12VCB 2432_3258 K-5 2432 3258 VCBP 1996 RD SD C RCP 12 55 5VCB 2433_2434 K-5 2433 2434 VCBP 1996 RD SD C RCP 15 134 0.6 4VCB 2434_3263 K-5 2434 3263 VCBP 1996 RD SD C RCP 15 58 0.38 8USDA 2435_3261 K-5 2435 3261 MU 1994 RD SD C RCP 12 10USDA 2436_3260 K-5 2436 3260 MU 1994 RD SD C RCP 12 7USDA 2437_3261 K-5 2437 3261 MU 1994 RD 2438_3265 K-5 2438 3265 SD 4USDA 2439_3266 K-5 2439 3266 MU 1994 RD SD C 3USDA 2440_3266 K-5 2440 3266 MU 1994 RD SD C 16PA 2441_3268 K-5 2441 3268 NP 1996 RD SD C RCP 12 10 4.5 15PA 2442_3268 K-5 2442 3268 NP 1996 RD SD C RCP 12 26 6.73 36PA 3223_3224 K-5 3223 3224 NP 1996 RD SD C RCP 15 23 6.19 35PA 3224_3225 K-5 3224 3225 NP 1996 RD SD C RCP 15 358 0.42 32PA 3225_3226 K-5 3225 3226 NP 1996 RD SD C RCP 15 99 0.15 31PA 3226_3227 K-5 3226 3227 NP 1996 RD SD C RCP 15 93 0.15 30PA 3227_3228 K-5 3227 3228 NP 1996 RD SD C RCP 15 260 0.15 8PA 3228_3229 K-5 3228 3229 NP 1996 RD SD C RCP 15 177 2.36 7PA 3229_3230 K-5 3229 3230 NP 1996 RD SD C RCP 15 167 1.3 2PA 3230_3231 K-5 3230 3231 NP 1996 RD SD C RCP 15 121 1.45 14VC1 3231_3239 K-5 3231 3239 VCS 1995 RD SD C RCP 15 252 1.27 5PA 3232_3230 K-5 3232 3230 NP 1996 RD SD C RCP 15 18 0.38 10PA 3233_3232 K-5 3233 3232 NP 1996 RD SD C RCP 15 388 0.36 12VC1 3238_3237 K-5 3238 3260 VCS 1995 RD SD C RCP 15 107 1.33 13VC1 3239_3238 K-5 3239 3238 VCS 1995 RD SD C RCP 15 252 1.53 34VCB 3250_3460 K-5 3250 3460 VCBP 1996 RD SD C RCP 15 208 0.4 37VCB 3251_3250 K-5 3251 3250 VCBP 1996 RD SD C RCP 15 165 0.15 38VCB 3252_3251 K-5 3252 3251 VCBP 1996 RD SD C RCP 15 132 19VCB 3253_3256 K-5 3253 3256 VCBP 1996 RD SD C RCP 15 102 0.65 20VCB 3254_3253 K-5 3254 3253 VCBP 1996 RD SD C RCP 15 74 0.27 17VCB 3255_3447 K-5 3255 3447 VCBP 1996 RD SD C RCP 15 272 0.19 18VCB 3256_3255 K-5 3256 3255 VCBP 1996 RD SD C RCP 15 109 1.35 22VCB 3257_3256 K-5 3257 3256 VCBP 1996 RD SD C RCP 12 8 8VCB 3258_2433 K-5 3258 2433 VCBP 1996 RD SD C RCP 15 72 1 9VCB 3259_3258 K-5 3259 3258 VCBP 1996 RD SD C RCP 15 67 0.33 9USDA 3260_3261 K-5 3260 3261 MU 1994 RD SD C RCP 15 3261_3265 K-5 3261 3265 SD C 15 216 2VCB 3262_3264 K-5 3262 3264 VCBP 1996 RD SD C RCP 15 65 0.61 3VCB 3263_3262 K-5 3263 3262 VCBP 1996 RD SD C RCP 15 163 0.61 1VCB 3264_3266 K-5 3264 3266 VCBP 1996 RD SD C RCP 15 59 2.34 5USDA 3265_3266 K-5 3265 3266 MU 1994 RD 3266_3267 K-5 3266 3267 SD RCP 15 3267_3240 K-5 3267 3240 SD RCP 15 14PA 3268_3227 K-5 3268 3227 NP 1996 RD SD C RCP 15 57 0.16 17PA 3269_3268 K-5 3269 3268 NP 1996 RD SD C RCP 15 112 0.24 18PA 3270_3269 K-5 3270 3269 NP 1996 RD SD C RCP 15 73 0.25 21PA 3271_3270 K-5 3271 3270 NP 1996 RD SD C RCP 15 30 0.24 22PA 3272_3271 K-5 3272 3271 NP 1996 RD SD C RCP 15 73 0.24 23PA 3273_3272 K-5 3273 3272 NP 1996 RD SD C RCP 15 134 0.2 24PA 3274_3273 K-5 3274 3273 NP 1996 RD SD C RCP 15 334 0.73 39VCB 3443_3251 K-5 3443 3251 VCBP 1996 RD SD C RCP 12 34 41VCB 3444_3251 K-5 3444 3251 VCBP 1996 RD SD C RCP 12 16 40VCB 3445_3252 K-5 3445 3252 VCBP 1996 RD SD C RCP 12 34 42VCB 3446_3252 K-5 3446 3252 VCBP 1996 RD SD C RCP 12 16 21VCB 3448_3256 K-5 3448 3256 VCBP 1996 RD SD C RCP 12 8 3449_3265 K-5 3449 3265 SD 11USDA 3450_3260 K-5 3450 3260 MU 1994 RD SD C RCP 12 11PA 3451_3233 K-5 3451 3233 NP 1996 RD SD C RCP 12 33 6.67 13PA 3452_3227 K-5 3452 3227 NP 1996 RD SD C RCP 12 16 0.22 41PA 3453_3268 K-5 3453 3268 NP 1996 RD SD C RCP 12 48 0.22 19PA 3454_3269 K-5 3454 3269 NP 1996 RD SD C RCP 12 21 0.22 20PA 3455_3270 K-5 3455 3270 NP 1996 RD SD C RCP 12 42 0.22 25PA 3456_3273 K-5 3456 3273 NP 1996 RD SD C RCP 12 39 0.22 27PA 3457_3274 K-5 3457 3274 NP 1996 RD SD C RCP 12 17 0.22 26PA 3458_3274 K-5 3458 3274 NP 1996 RD SD C RCP 12 39 0.22 40PA 3459_3223 K-5 3459 3223 NP 1996 RD SD C RCP 12 40 0.22 25VCB 3462_3254 K-5 3462 3254 VCBP 1996 RD SD C RCP 12 8 10VCB 3463_3259 K-5 3463 3259 VCBP 1996 RD SD C RCP 12 8 11VCB 3464_3259 K-5 3464 3259 VCBP 1996 RD SD C RCP 12 8 3465_3467 K-5 3465 3467 D 3468_3466 K-5 3468 3466 D 3469_3468 K-5 3469 3468 C 3470_3469 K-5 3470 3469 D 3471_3470 K-5 3471 3470 C 3472_3471 K-5 3472 3471 D 3473_3472 K-5 3473 3472 C 3474_3473 K-5 3474 3473 D 3475_3474 K-5 3475 3474 C 3476_3475 K-5 3476 3475 D 39PA 3477_3223 K-5 3477 3223 NP 1996 RD SD C RCP 12 16 0.22 10VC1 2403_3235 K-5 2403 3235 VCS 1995 RD SD C RCP 18 36 3.95 11VC1 2402_3235 K-5 2402 3235 VCS 1995 RD SD C RCP 18 13 11.02 14VCB 2425_3441 K-5 2425 3441 VCBP 1996 RD SD C RCP 12 58 3 15VC1 3466_3465 K-5 3466 3465 VCS 1995 RD C C 15VCB 3249_2425 K-5 3249 2425 VCBP 1996 RD SD C RCP 12 17 9.38 16VCB 3461_3249 K-5 3461 3249 VCBP 1996 RD SD C RCP 12 61 0.53 1VC1 3237_3240 K-5 3237 3240 VCS 1995 RD SD C RCP 18 109 0.51 28PA 2443_3274 K-5 2443 3274 NP 1996 RD SD C RCP 12 22 0.41 29PA 2444_3274 K-5 2444 3274 NP 1996 RD SD C RCP 12 35 0.22 2VC1 2406_3207 K-5 2406 3237 VCS 1995 RD SD C RCP 12 39 8.67 Page 12 of 13 4HCP1 2841_2842 J-3 2841 2842 HCS, Ph 1 1999 RD SD A RCP 13.5 22 60 2843_3487 J-3 2843 3487 HCS, Ph 4 2001 RD SD C RCP 27 99 0.495 2844_2843 J-3 2844 2843 HCS, Ph 4 2001 RD SD C RCP 27 18 0.5 3486_2844 J-3 3486 2844 HCS, Ph 4 2001 D SD C RCP 27 153.33 0.496 3487_3488 J-3 3487 3488 HCS, Ph 4 2001 D SD C RCP 27 86.9 0.495 3488_3500 J-3 3488 3500 D 3492_1255 J-3 3492 1255 HCS, Ph 2 2000 RD SD C 3493_1258 J-3 3493 1258 HCS, Ph 2 2000 RD SD C 3498_3497 J-3 3498 3497 C 36 3500_3499 J-3 3500 3499 C A 31 52 3501_3488 J-3 3501 3488 D 1HCP2 3502_3501 J-3 3502 3501 HCS, Ph 2 2000 RD C 3503_3502 J-3 3503 3502 D 1HCP1 3504_3503 J-3 3504 3503 HCS, Ph 1 1999 RD CUL C 3505_3504 J-3 3505 3504 D 2HCP1 3506_3505 J-3 3506 3505 HCS, Ph 1 1999 RD 3HCP1 3508_2841 J-3 3508 2841 HCS, Ph 1 1999 RD SD C RCP 18 60 3509_3510 J-3 3509 3510 D 2540_3323 J-4 2540 3323 SD 2541_3323 J-4 2541 3323 SD 2WS 2543_2542 J-4 2543 2542 WS 1996 D SD A RCP 13.5 22 36 2545_2546 J-4 2545 2546 SD 24 2546_3513 J-4 2546 3513 SD 2548_3512 J-4 2548 3512 SD 2549_2548 J-4 2549 2548 SD 2550_2551 J-4 2550 2551 SD 3325_3324 J-4 3325 3324 SD 3507_3506 J-4 3507 3506 CUL C CMP 18 3511_3325 J-4 3511 3325 SD 3515_3514 J-4 3515 3514 CUL C CMP 24 3WS J-4 WS 1996 D SD A RCP 13.5 22 29 1500_2940 J-5 1500 2940 SD 1505_2942 J-5 1501 2942 SD 1501_2939 J-5 1501 2939 SD 1502_2939 J-5 1502 2939 SD 1503_2940 J-5 1503 2940 SD 1504_2941 J-5 1504 2941 SD 1506_2943 J-5 1506 2943 SD 1507_2943 J-5 1507 2943 SD 1739_1740 J-5 1739 1740 SD 1740_1741 J-5 1740 1741 SD 1741_1742 J-5 1741 1742 SD 1742_1743 J-5 1742 1743 SD 1743_1744 J-5 1743 1744 SD 1744_1745 J-5 1744 1745 SD 1745_1746 J-5 1745 1746 SD 8BMP1 1748_1749 J-5 1748 1749 BMS 1995 RD SD C RCP 12 36 0.22 6BMP1 1750_1751 J-5 1751 1750 BMS 1995 RD SD C RCP 12 36 0.22 4BMP1 1752_1753 J-5 1752 1753 BMS 1995 RD SD C RCP 12 44 0.34 2939_2940 J-5 2939 2940 SD 2941_2942 J-5 2941 2942 SD 2942_2943 J-5 2942 2943 SD 3026_3025 J-5 3026 3025 SD 11BMP1 J-5 BMS 1995 RD CUL C CMP 15 64 13BMP1 J-5 BMS 1995 RD A RCP 26 43 15BMP1 J-5 BMS 1995 RD SD C RCP 12 36 0.38 16BMP1 J-5 BMS 1995 RD SD C RCP 15 22 0.48 19BMP1 J-5 BMS 1995 RD SD C RCP 15 110 1.09 1BI2 J-5 BIH, Ph 2 1997 RD CUL C RCP 24 116 0.73 1BMP1 J-5 BMS 1995 RD CUL A RCP 26 43 20BMP1 J-5 BMS 1995 RD SD C RCP 12 49 0.22 21BMP1 J-5 BMS 1995 RD SD C RCP 15 15 0.21 2BI2 J-5 BIH, Ph 2 1997 RD CUL C CMP 30 60 0.5 2BMP1 J-5 BMS 1995 RD CUL C CMP 15 74 3BI2 J-5 BIH, Ph 2 1997 RD CUL C CMP 12 34 1.5 4BI2 J-5 BIH, Ph 2 1997 RD CG V CONC 1.2 72 37 0.4 5BMP1 J-5 BMS 1995 RD SD C RCP 15 27 0.5 7BMP1 J-5 BMS 1995 RD SD C RCP 15 118 0.22 9BMP1 J-5 BMS 1995 RD SD C RCP 15 123 0.2 2367_3208 K-4 2367 3208 SD 2368_3208 K-4 2368 3208 SD 2369_3209 K-4 2369 3209 SD 2370_3209 K-4 2370 3209 SD 2371_3212 K-4 2371 3212 SD 2372_3212 K-4 2372 3212 SD 2375_3214 K-4 2375 3214 SD 2376_3214 K-4 2376 3214 SD 2377_3216 K-4 2377 3216 SD 2378_3217 K-4 2378 3217 SD 2379_3217 K-4 2379 3217 SD 2380_3219 K-4 2380 3219 SD 2381_3219 K-4 2381 3219 SD 2382_3220 K-4 2382 3220 SD 2383_3220 K-4 2383 3220 SD 2384_3221 K-4 2384 3221 2385_3221 K-4 2385 3221 2386_3222 K-4 2386 3222 SD 2387_3222 K-4 2387 3222 SD 2410_3242 K-4 2410 3242 SD 2411_3242 K-4 2411 3242 SD 2412_3242 K-4 2412 3242 SD 2417_3245 K-4 2417 3245 SD 2418_3246 K-4 2418 3246 SD 2419_3247 K-4 2419 3247 SD 2420_3247 K-4 2420 3247 SD 3207_3208 K-4 3207 3208 SD 3208_3220 K-4 3208 3220 SD 3209_3210 K-4 3209 3210 SD 3210_3417 K-4 3210 3417 SD 3211_3210 K-4 3211 3210 SD RCP 36 3212_3213 K-4 3212 3213 SD 30 3213_3211 K-4 3213 3211 SD RCP 30 20BPP2 3214_3426 K-4 3214 3426 BPE 1990 RD SD C RCP 15 137 0.6 3214_3215 K-4 3214 3215 SD RCP 27 3215_3212 K-4 3215 3212 SD 3216_3214 K-4 3216 3214 SD 15 3217_3212 K-4 3217 3212 SD 15 3218_3383 K-4 3218 3383 SD RCP 18 Page 11 of 13 2885_2886 H-5 2885 2886 SD 36 2887_2888 H-5 2887 2888 SD C RCP 42 2888_2970 H-5 2888 2970 SD C RCP 42 2970_2971 H-5 2970 2971 SD C RCP 42 2973_1579 H-5 2973 1579 SD 2974_2973 H-5 2974 2973 SD C 24 3177_2880 H-5 3177 2880 SD 36 3178_2882 H-5 3178 2882 SD 15 3179_3180 H-5 3179 3180 SD 15 3180_3185 H-5 3180 3185 SD 3181_3182 H-5 3181 3182 SD 3182_2883 H-5 3182 2883 SD 15 3183_2884 H-5 3183 2884 SD 15 3184_3188 H-5 3184 3188 SD 3185_3187 H-5 3185 3187 SD 3186_3187 H-5 3186 3187 SD 15 3187_3188 H-5 3187 3188 SD 18 3188_3189 H-5 3188 3189 SD C 21 3189_2885 H-5 3189 2885 SD C 21 3190_3191 H-5 3190 3191 SD 18 3191_2339 H-5 3191 2339 SD 3192_2970 H-5 3192 2970 SD 3193_3194 H-5 3193 3194 SD 3194_3195 H-5 3194 3195 SD 21 3195_3196 H-5 3195 3196 SD 3197_3198 H-5 3197 3198 SD 3198_2974 H-5 3198 2974 SD C 24 3198_3197 H-5 3198 3197 SD 3199_2351 H-5 3199 2351 SD 15 1345_2884 H-5 13456 2884 SD 1323_2876 H-7 1323 2876 SID 538 D SD C RCP 12 42 1331_2875 H-7 1331 2875 SID 538 D SD C RCP 12 1333_2875 H-7 1333 2875 SID 538 D SD C RCP 12 35 1334_1323 H-7 1334 1323 SID 538 D SD C RCP 12 38 1335_2878 H-7 1335 2878 SD 1336_2877 H-7 1336 2877 SID 538 D SD C 12 1337_2878 H-7 1337 2878 SD 1400_2905 H-7 1400 2905 SD A RCP 18 28 1402_2909 H-7 1402 2909 SD C RC 12 28 1403_2909 H-7 1403 2909 SD C RC 12 83 2875_2876 H-7 2875 2876 SID 538 D SD C RCP 24 2877_2875 H-7 2877 2875 SID 538 D SD C RCP 21 2904_2906 H-7 2904 2906 SD C RCP 24 2905_2904 H-7 2905 2904 SD C 2906_2907 H-7 2906 2907 SD 2907_1401 H-7 2907 1401 SD 24 2908_1401 H-7 2908 1401 SD C RCP 21 2909_2908 H-7 2909 2908 SD 2491_2490 I-3 2491 2490 SD 7BP2 2493_2492 I-3 2493 2492 BS, Ph 2 1995 RD SD C RCP 12 37 2 2S649 2494_3295 I-3 2494 3295 AS, Ph 1 1985 RD SD C RCP 12 28 1 3S649 2495_3295 I-3 2495 3295 AS, Ph 1 1985 RD SD C RCP 12 39 1 2496_3297 I-3 2496 3297 SID 649 1985 SD 2497_3297 I-3 2497 3297 SID 649 1985 SD 4S649 3294_3295 I-3 3294 3295 AS, Ph 1 1985 RD SD C RCP 12 23 1 5S649 3295_3296 I-3 3295 3296 AS, Ph 1 1985 RD SD C RCP 21 204 0.25 3296_3297 I-3 3296 3297 SID 649 1985 SD C 21 3297_2498 I-3 3297 2498 SID 649 1985 SD C 21 10BP2 I-3 BS, Ph 2 1995 RD SD C RCP 12 15 11BP2 I-3 BS, Ph 2 1995 RD SD C RCP 12 37 2 12BP2 I-3 BS, Ph 2 1995 RD SD C RCP 12 15 1BP2 I-3 BS, Ph 2 1995 RD C RCP 24 84 0.9 2BP2 I-3 BS, Ph 2 1995 RD CUL C CMP 36 4CAP2 I-3 CA, Ph 2 2003 RD SD C PVC 24 91 0.6 5CAP2 I-3 CA, Ph 2 2003 RD SD C RCP 24 46 0.6 6CAP2 I-3 CA, Ph 2 2003 RD SD C RCP 18 21 1.54 6S649 I-3 AS, Ph 1 1985 RD SD C RCP 21 160 0.25 7CAP2 I-3 CA, Ph 2 2003 RD SD C RCP 15 15 1.02 7S649 I-3 AS, Ph 1 1985 RD SD C RCP 21 56 0.7 8BP2 I-3 BS, Ph 2 1995 RD SD C RCP 12 121 8CAP2 I-3 CA, Ph 2 2003 RD SD C RCP 15 28 7.25 9BP2 I-3 BS, Ph 2 1995 RD SD C RCP 12 2 9CAP2 I-3 CA, Ph 2 2003 RD SD C RCP 15 13 0.83 1494_2936 I-4 1494 2936 SD 1495_2936 I-4 1495 2936 SID 520 D SD 1496_2937 I-4 1496 2937 SID 520 D SD 1497_2937 I-4 1497 2937 SID 520 D SD 2553_2552 I-4 2553 2552 SD 2554_2555 I-4 2554 2555 SD 2558_2557 I-4 2558 2557 SD 2559_2560 I-4 2559 2560 2562_3327 I-4 2562 3327 SID 520 D SD 2563_3328 I-4 2563 3328 SID 520 D SD 2564_3328 I-4 2564 3328 SID 520 D SD 2565_3329 I-4 2565 3329 SID 520 D SD C RCP 12 6 2566_3329 I-4 2566 3329 SID 520 D SD C RCP 12 65 2871_2872 I-4 2871 2872 SD 2873_3372 I-4 2873 3372 SD 3327_3328 I-4 3327 3328 SID 520 D SD 1506_2943 I-5 1506 2943 SD 1507_2943 I-5 1507 2943 SD 1508_2944 I-5 1508 2944 SD 1509_2944 I-5 1509 2944 SD 1510_2948 I-5 1510 2948 SD 1511_2948 I-5 1511 2948 SD 1514_2950 I-5 1514 2950 SD 1580_2975 I-5 1580 2975 SID 562 D SD C RCP 47.8 1581_2975 I-5 1581 2975 SID 562 D SD C RCP 12 55 1582_2976 I-5 1582 2976 SID 562 D SD C RCP 12 17.5 1583_1582 I-5 1583 1582 SID 562 D SD C RCP 12 35 1713_3013 I-5 1713 3013 SID 562 D SD C RCP 12 53 1714_3013 I-5 1714 3013 SID 562 D SD C RCP 12 40 1715_3015 I-5 1715 3015 SID 562 D SD C RCP 12 28 1716_3016 I-5 1716 3016 SID 562 D SD C RCP 12 23 1717_3016 I-5 1717 3016 SID 562 D SD C RCP 12 12 1720_1724 I-5 1720 1724 SID 562 D SD C RCP 12 50 1724_3019 I-5 1724 3019 SID 562 D SD C RCP 12 10 Page 10 of 13 3054_3058 G-6 3054 3058 SD 11S228 G-6 SID 228 D 16S239 G-6 SID 239 D 18S239 G-6 SID 239 D 20S239 G-6 SID 239 D 23S239 G-6 SID 239 D 24S239 G-6 SID 239 D 25S239 G-6 SID 239 D 30S239 G-6 SID 239 D 31S239 G-6 SID 239 D 32S239 G-6 SID 239 D 33S239 G-6 SID 239 D 34S239 G-6 SID 239 D 36S239 G-6 SID 239 D 37S239 G-6 SID 239 D 38S239 G-6 SID 239 D 42S239 G-6 SID 239 D 44S239 G-6 SID 239 D 46S239 G-6 SID 239 D 47S239 G-6 SID 239 D 48S239 G-6 SID 239 D 9S228 G-6 SID 228 D 2445_3275 G-7 2445 3275 SD 2446_3275 G-7 2446 3275 SD 2447_3278 G-7 2447 3278 SD 2449_3279 G-7 2449 3279 SD 3275_3276 G-7 3275 3276 SD 3276_3277 G-7 3276 3277 SD RCP 15 3277_3278 G-7 3277 3278 SD 1S447 G-7 SID 447 RD SD C RCP 15 360 3S447 G-7 SID 447 RD SD C RCP 15 155 4S447 G-7 SID 447 RD 5S447 G-7 SID 447 RD 6S447 G-7 SID 447 RD 2450_3280 G-8 2450 3280 SD 2451_3280 G-8 2451 3280 SD 20 2452_3280 G-8 2452 3280 SD 36 2453_3281 G-8 2453 3281 SD 42 2454_3282 G-8 2454 3282 SD 2455_3282 G-8 2455 3282 SD 42 2456_3285 G-8 2456 3285 SD 2457_3285 G-8 2457 3285 SD 2458_3285 G-8 2458 3285 SD 2459_3287 G-8 2459 3287 SD 2460_3287 G-8 2460 3287 SD 2461_3288 G-8 2461 3288 SD 2462_2464 G-8 2462 2464 SD 2463_2462 G-8 2463 2462 SD 12 3281_3280 G-8 3281 3280 SD RCP 30 3282_3281 G-8 3282 3281 SD 3283_3282 G-8 3283 3282 SD 3284_3283 G-8 3284 3283 SD 42 3285_3283 G-8 3285 3283 SD 3286_3287 G-8 3286 3287 SD RCP 30 3287_3288 G-8 3287 3288 SD 3288_3285 G-8 3288 3285 SD 1241_1242 H-3 1241 1242 SD 12 1242_1244 H-3 1242 1244 SD 1243_2997 H-3 1243 2997 SD 66 1244_1243 H-3 1244 1243 SD 66 1692_2690 H-3 1690 2991 SD 1690_2991 H-3 1690 2991 SD 1691_2994 H-3 1691 2994 SD 1693_1691 H-3 1693 1691 SD 12 1694_2994 H-3 1694 2994 SD 1695_2996 H-3 1695 2996 SD 12 1696_1695 H-3 1696 1695 SD 4BSD 1697_2999 H-3 1697 2999 BSD 1994 RD 10 3BSD 1698_2999 H-3 1698 2999 BSD 1994 RD 20 2615_2616 H-3 2615 2616 SD 12 2616_2997 H-3 2616 2997 SD 1BSD 2835_1243 H-3 2835 1243 BSD 1994 RD SD C CMP 18 282 0.706 2836_1244 H-3 2836 1244 SD 66 2991_2992 H-3 2991 2992 SD 60 2992_2993 H-3 2992 2993 SD 2994_1692 H-3 2994 1692 SD 2995_2994 H-3 2995 2994 SD 66 2996_2995 H-3 2996 2995 SD 66 2997_2996 H-3 2997 2996 SD 66 2BSD 2999_2835 H-3 2999 2835 BSD 1994 RD SD C RCP 15 247 3372_2836 H-3 3372 2836 SD 55 73 4S444 2932_2998 H-3/4 2932 2998 SID 444 RD SD C RCP 15 318 5S444 2998_3000 H-3/4 2998 3000 SID 444 RD SD C RCP 15 218 6S444 3000_2999 H-3/4 3000 2999 SID 444 RD SD C RCP 15 464 2S444 3006_3007 H-3/4 3006 3007 SID 444 RD SD C RCP 12 440 3S444 3007_2932 H-3/4 3007 2932 SID 444 RD SD C RCP 12 430 1S444 3008_3006 H-3/4 3008 3006 SID 444 RD SD C RCP 12 443 1288_2861 H-4 1288 2861 SD 1289_2861 H-4 1289 2861 SD 1290_2861 H-4 1290 2861 SD 1310_2871 H-4 1310 2871 SD 1318_2874 H-4 1318 2874 SD 1482_1481 H-4 1482 1481 SD 1484_2930 H-4 1484 2930 SID 469 1966 D SD C RCP 12 30 1485_2930 H-4 1485 2930 SID 469 1966 D SD C RCP 12 30 1488_2931 H-4 1488 2931 SID 547 D SD 1489_2931 H-4 1489 2931 SID 547 D SD 1700_3001 H-4 1700 3001 C C CMP 15 1703_3002 H-4 1703 3002 SID 469 1966 D SD C RCP 12 18 1704_3002 H-4 1704 3002 SID 469 1966 D SD C RCP 15 36 1705_3002 H-4 1705 3002 SID 469 1966 D SD C RCP 12 40 1708_3008 H-4 1708 3008 SID 444 D SD 2341_2972 H-4 2341 2972 SD 2930_2929 H-4 2930 2929 SID 469 1966 D SD 2931_2930 H-4 2931 2930 SID 547 D SD C 15 3002_3004 H-4 3002 3004 SID 469 1966 D SD C RCP 21 3004_3005 H-4 3004 3005 SID 469 1966 D SD C RCP 21 3005_2930 H-4 3005 2930 SID 469 1966 D SD C RCP 21 Page 9 of 13 11S208 G-5 SID 208 1920 D SD C 6 12S208 G-5 SID 208 1920 D SD C 6 13S180 G-5 SID 180 1919 D SD C 6 16 13S208 G-5 SID 208 1920 D SD C VCP 10 1 14S180 G-5 SID 180 1919 D SD C 6 16 14S208 G-5 SID 208 1920 D SD C 6 14S305 G-5 SID 305 1937 D SD C 8 15S180 G-5 SID 180 1919 D SD C 6 22 16S180 G-5 SID 180 1919 D SD C 6 22 17S145 G-5 SID 145 1916 D SD C 6 17S180 G-5 SID 180 1919 D SD C 6 22 18S145 G-5 SID 145 1916 D SD C 6 18S180 G-5 SID 180 1919 D SD C 6 24 19S180 G-5 SID 180 1919 D SD C 6 22 20S180 G-5 SID 180 1919 D SD C 6 24 21S305 G-5 SID 305 1937 D SD C 6 22S305 G-5 SID 305 1937 D SD C 6 23S305 G-5 SID 305 1937 D SD C 8 25S145 G-5 SID 145 1916 D SD C 10 38S180 G-5 SID 180 1919 D SD C 6 24 40S180 G-5 SID 180 1919 D SD C 6 16 41S180 G-5 SID 180 1919 D SD C 6 22 42S180 G-5 SID 180 1919 D SD C 8 16 43S180 G-5 SID 180 1919 D SD C 8 22 44S180 G-5 SID 180 1919 D SD C 8 22 45S180 G-5 SID 180 1919 D SD C 8 24 46S180 G-5 SID 180 1919 D SD C 8 22 47S180 G-5 SID 180 1919 D SD C 8 22 48S180 G-5 SID 180 1919 D SD C 8 22 49S180 G-5 SID 180 1919 D SD C 8 24 4S145 G-5 SID 145 1916 D SD C 6 4S146 G-5 SID 146 1917 D SD C 6 50S180 G-5 SID 180 1919 D SD C 15 0.6 5S145 G-5 SID 145 1916 D SD C 6 6S145 G-5 SID 145 1916 D SD C 10 187 0.5 6S208 G-5 SID 208 1920 D SD C 6 7S208 G-5 SID 208 1920 D SD C 6 19S85 1456_2924 G-5/6 1456 2924 SID 85 1915 D SD C 6 45 23S85 1457_2924 G-5/6 1457 2924 SID 85 1915 D SD C 6 22S85 1458_2924 G-5/6 1458 2924 SID 85 1915 D SD C 6 21S85 1459_2924 G-5/6 1459 2924 SID 85 1915 D SD C 6 17S85 1460_2924 G-5/6 1460 2924 SID 85 1915 D SD C 6 25 20S85 1461_1460 G-5/6 1461 1460 SID 85 1915 D SD C 6 26S85 1462_2925 G-5/6 1462 2925 SID 85 1915 D SD C 6 21 27S85 1463_2925 G-5/6 1463 2925 SID 85 1915 D SD C 6 21 28S85 1464_1463 G-5/6 1464 1463 SID 85 1915 D SD C 6 29S85 1465_2925 G-5/6 1465 2925 SID 85 1915 D SD C 6 30S85 1466_2925 G-5/6 1466 2925 SID 85 1915 D SD C 6 32S85 1467_2925 G-5/6 1467 2925 SID 85 1915 D SD C 6 34S85 1468_2925 G-5/6 1468 2925 SID 85 1915 D SD C 6 45 41S85 1520_2954 G-5/6 1520 2954 SID 85 1915 D SD C 6 40S85 1521_2954 G-5/6 1521 2954 SID 85 1915 D SD C 6 39S85 1522_2954 G-5/6 1522 2954 SID 85 1915 D SD C 6 11S293 1858_3055 G-5/6 1858 3055 SID 293 1935 D 10S293 1859_3055 G-5/6 1859 3055 SID 293 1935 D 9S293 1860_3055 G-5/6 1860 3055 SID 293 1935 D 8S293 1861_3055 G-5/6 1861 3055 SID 293 1935 D 6S293 1862_3055 G-5/6 1862 3055 SID 293 1935 D 1S293 1863_3056 G-5/6 1863 3056 SID 293 1935 D 2S293 1864_3056 G-5/6 1864 3056 SID 293 1935 D 3S293 1866_3056 G-5/6 1866 3056 SID 293 1935 D 48S85 1867_3057 G-5/6 1867 3057 SID 85 1915 D SD C 6 50S85 1868_3057 G-5/6 1868 3057 SID 85 1915 D SD C 6 52S85 1869_3057 G-5/6 1869 3057 SID 85 1915 D SD C 6 47S85 1870_1871 G-5/6 1870 1871 SID 85 1915 D SD C 6 56S85 1871_3057 G-5/6 1871 3057 SID 85 1915 D SD C 6 22 25S85 2925_2924 G-5/6 2925 2924 SID 85 1915 D SD C VCP 10 360 2.72 12S239 3055_2955 G-5/6 3055 2955 SID 293 1935 D SD C 8 4.151 5S293 3056_3055 G-5/6 3056 3055 SID 293 1935 D SD C 8 0.738 45S85 3057_2954 G-5/6 3057 2954 SID 85 1915 D SD C 6 45 16S85 G-5/6 SID 85 1915 D SD C 6 25 18S239 G-5/6 SID 293 1935 D 18S85 G-5/6 SID 85 1915 D SD C 6 45 23S239 G-5/6 SID 293 1935 D 24S239 G-5/6 SID 293 1935 D 24S85 G-5/6 SID 85 1915 D SD C 6 25S239 G-5/6 SID 293 1935 D 31S85 G-5/6 SID 85 1915 D SD C 6 45 33S85 G-5/6 SID 85 1915 D SD C 6 35S85 G-5/6 SID 85 1915 D SD C VCP 8 36S85 G-5/6 SID 85 1915 D SD C VCP 8 416 2.65 37S85 G-5/6 SID 85 1915 D SD C 6 20 38S85 G-5/6 SID 85 1915 D SD C 6 20 42S85 G-5/6 SID 85 1915 D SD C 6 43S85 G-5/6 SID 85 1915 D SD C 6 45 44S85 G-5/6 SID 85 1915 D SD C 6 46S85 G-5/6 SID 85 1915 D SD C VCP 8 390 2.05 49S85 G-5/6 SID 85 1915 D SD C 6 4S239 G-5/6 SID 293 1935 D 51S85 G-5/6 SID 85 1915 D SD C 6 35 53S85 G-5/6 SID 85 1915 D SD C 6 54S85 G-5/6 SID 85 1915 D SD C 6 55S85 G-5/6 SID 85 1915 D SD C 6 45 7S239 G-5/6 SID 293 1935 D 1405_1404 G-6 1405 1404 SD C 12 34 21S293 1523_2955 G-6 1523 2955 SID 293 1935 D 20S293 1524_2955 G-6 1524 2955 SID 293 1935 D 22S293 1525_2955 G-6 1525 2955 SID 293 1935 D 19S293 1526_2955 G-6 1526 2955 SID 293 1935 D 21S228 1797_3039 G-6 1797 3039 SID 228 D 20S228 1798_3039 G-6 1798 3039 SID 228 D 23S228 1799_1800 G-6 1799 1800 SID 228 D 22S228 1800_3039 G-6 1800 3039 SID 228 D 13S228 1801_3040 G-6 1801 3040 SID 228 D 18S228 1802_1801 G-6 1802 1801 SID 228 D 12S228 1803_3040 G-6 1803 3040 SID 228 D 15S228 1804_1803 G-6 1804 1803 SID 228 D 16S228 1805_1806 G-6 1805 1806 SID 228 D Page 8 of 13 34S98 G-4/5 SID 98 1915 D 35S353 G-4/5 SID 353 D 36S353 G-4/5 SID 353 D 36S98 G-4/5 SID 98 1915 D 37S353 G-4/5 SID 353 D 38S353 G-4/5 SID 353 D 39S353 G-4/5 SID 353 D 40S353 G-4/5 SID 353 D 41S353 G-4/5 SID 353 D 42S353 G-4/5 SID 353 D 44S98 G-4/5 SID 98 1915 D SD C 10 358 0.754 46S98 G-4/5 SID 98 1915 D 49S353 G-4/5 SID 353 D 49S98 G-4/5 SID 98 1915 D 50S353 G-4/5 SID 353 D 53S353 G-4/5 SID 353 D 54S98 1454_2923 G-4/5 SID 98 1915 D 63S353 G-4/5 SID 353 D 65S353 G-4/5 SID 353 D SD C 15 67S353 G-4/5 SID 353 D C 8 1469_2926 G-5 1469 2926 SD 1470_1469 G-5 1470 1469 SD 1471_1472 G-5 1471 1472 SD 1472_2926 G-5 1472 2926 SD 1473_1472 G-5 1473 1472 SD 1474_2926 G-5 1474 2926 SD 1475_2926 G-5 1475 2926 SD 1476_1475 G-5 1476 1475 SD 1477_1475 G-5 1477 1475 SD 1478_1479 G-5 1478 1479 SD 1479_2926 G-5 1479 2926 SD 11S305 1527_2956 G-5 1527 2956 SID 305 1937 D SD C 8 8S305 1529_2956 G-5 1529 2956 SID 305 1937 D SD C 8 9S305 1530_2956 G-5 1530 2956 SID 305 1937 D SD C 8 1558_2965 G-5 1558 2965 SD 1559_2965 G-5 1559 2965 SD 1561_2965 G-5 1561 2965 SD 1562_2965 G-5 1562 2965 SD 1562_2965 G-5 1562 2965 SD 8S208 1563_2966 G-5 1563 2966 SID 208 1920 D SD C 6 9S208 1564_2966 G-5 1564 2966 SID 208 1920 D SD C 6 1881_3059 G-5 1881 3059 SD 1882_3059 G-5 1882 3059 SD 1883_3059 G-5 1883 3059 SD 1884_3059 G-5 1884 3059 SD 1896_3062 G-5 1896 3062 SD 1897_3062 G-5 1897 3062 SD 1898_3062 G-5 1898 3062 SD 1899_3062 G-5 1899 3062 SD 1900_1907 G-5 1900 1907 SD 1901_1902 G-5 1901 1902 SD 1902_3063 G-5 1902 3063 SD 1903_1902 G-5 1903 1902 SD 1904_1905 G-5 1904 1905 SD 1905_3063 G-5 1905 3063 SD 1906_3063 G-5 1906 3063 SD 1907_3063 G-5 1907 3063 SD 23S145 1920_1921 G-5 1920 1921 SID 145 1916 D SD C 6 19S145 1921_3066 G-5 1921 3066 SID 145 1916 D SD C 6 24S145 1922_3066 G-5 1922 3066 SID 145 1916 D SD C 6 20S145 1923_3066 G-5 1923 3066 SID 145 1916 D SD C 6 26S145 1924_3066 G-5 1924 3066 SID 145 1916 D SD C 10 27S145 1925_3066 G-5 1925 3066 SID 145 1916 D SD C 10 21S145 1926_3066 G-5 1926 3066 SID 145 1916 D SD C 6 28S145 1927_1926 G-5 1927 1926 SID 145 1916 D SD C 6 22S145 1928_3066 G-5 1928 3066 SID 145 1916 D SD C 6 29S145 1929_1928 G-5 1929 1928 SID 145 1916 D SD C 6 1932_3068 G-5 1932 3068 SD 1933_3068 G-5 1933 3068 SD 1934_3068 G-5 1934 3068 SD 1935_1936 G-5 1935 1936 SD 1936_3068 G-5 1936 3068 SD 1937_3068 G-5 1937 3068 SD 1938_1937 G-5 1938 1937 SD 1939_3068 G-5 1939 3068 SD 1940_3068 G-5 1940 3068 SD 1941_3068 G-5 1941 3068 SD 15S305 1947_3070 G-5 1947 3070 SID 305 1937 D SD C 6 16S305 1948_3070 G-5 1948 3070 SID 305 1937 D SD C 6 17S305 1949_3070 G-5 1949 3070 SID 305 1937 D SD C 6 18S305 1950_3070 G-5 1950 3070 SID 305 1937 D SD C 6 13S305 1951_3070 G-5 1951 3070 SID 305 1937 D SD C 8 32S180 1952_3071 G-5 1952 3071 SID 180 1919 D SD C 6 16 33S180 1953_1952 G-5 1953 1952 SID 180 1919 D SD C 6 22 35S180 1954_1955 G-5 1954 1955 SID 180 1919 D SD C 6 22 34S180 1955_3071 G-5 1955 3071 SID 180 1919 D SD C 6 24 36S180 1956_1955 G-5 1956 1955 SID 180 1919 D SD C 6 22 37S180 1957_3071 G-5 1957 3071 SID 180 1919 D SD C 6 22 31S180 1958_3071 G-5 1958 3071 SID 180 1919 D SD C 6 16 24S180 1959_1966 G-5 1959 1966 SID 180 1919 D SD C 6 22 26S180 1960_1961 G-5 1960 1961 SID 180 1919 D SD C 6 22 25S180 1961_3072 G-5 1961 3072 SID 180 1919 D SD C 6 24 27S180 1962_1961 G-5 1962 1961 SID 180 1919 D SD C 6 22 28S180 1963_1964 G-5 1963 1964 SID 180 1919 D SD C 6 22 29S180 1964_3072 G-5 1964 3072 SID 180 1919 D SD C 6 24 22S180 1965_3072 G-5 1965 3072 SID 180 1919 D SD C 6 16 23S180 1966_3072 G-5 1966 3072 SID 180 1919 D SD C 6 16 30S305 1967_3073 G-5 1967 3073 SID 305 1937 D SD C 6 24S305 1968_3073 G-5 1968 3073 SID 305 1937 D SD C 8 20S305 1969_3073 G-5 1969 3073 SID 305 1937 D SD C 6 26S305 1970_3074 G-5 1970 3074 SID 305 1937 D 29S305 1971_3074 G-5 1971 3074 SID 305 1937 D 28S305 1972_3074 G-5 1972 3074 SID 305 1937 D 27S305 1973_3074 G-5 1973 3074 SID 305 1937 D 6S146 1977_3076 G-5 1977 3076 SID 146 1917 D SD C 6 8S146 1978_1979 G-5 1978 1979 SID 146 1917 D SD C 6 9S146 1979_3076 G-5 1979 3076 SID 146 1917 D SD C 6 2S146 1980_3076 G-5 1980 3076 SID 146 1917 D SD C 6 Page 7 of 13 1279_2856 G-4 1279 2856 SD 1282_2856 G-4 1282 2856 SD 1283_2856 G-4 1283 2856 SD 1285_2859 G-4 1285 2859 SD 1286_2860 G-4 1286 2860 SD 1287_1286 G-4 1287 1286 SD 1291_2864 G-4 1291 2864 SD 1292_2864 G-4 1292 2864 SD 1293_2865 G-4 1293 2865 SD 1294_2865 G-4 1294 2865 SD 1354_2889 G-4 1354 2889 SD 1555_2964 G-4 1555 2964 SD 1556_2964 G-4 1556 2964 SD 1557_2964 G-4 1557 2964 SD 1574_2968 G-4 1574 2968 SD 1575_2968 G-4 1575 2968 SD 1576_2969 G-4 1576 2969 SD 2271_3155 G-4 2271 3155 SD 2272_3155 G-4 2272 3155 SD 2273_3156 G-4 2273 3156 SD 2274_3156 G-4 2274 3156 SD 2277_3158 G-4 2277 3158 SD 2278_3158 G-4 2278 3158 SD 2279_3159 G-4 2279 3159 SD 2280_3160 G-4 2280 3160 SD 2281_3161 G-4 2281 3161 SD 2282_3161 G-4 2282 3161 SD 2283_3162 G-4 2283 3162 SD 2284_3162 G-4 2284 3162 SD 2285_3163 G-4 2285 3163 SD 2286_3164 G-4 2286 3164 SD 2287_3164 G-4 2287 3164 SD 2288_3165 G-4 2288 3165 SID 433 D SD 2289_3166 G-4 2289 3166 SD 2290_3167 G-4 2290 3167 SD 2291_3167 G-4 2291 3167 SD 2292_3168 G-4 2292 3168 SD 2293_3169 G-4 2293 3169 SD 2294_3169 G-4 2294 3169 SD 2295_3170 G-4 2295 3170 SD 2296_3170 G-4 2296 3170 SD 2297_3172 G-4 2297 3172 SID 427 D SD 2298_3172 G-4 2298 3172 SID 427 D SD 2300_3173 G-4 2300 3173 SID 433 D SD 2301_3174 G-4 2301 3174 SID 427 D SD 2302_3174 G-4 2302 3174 SID 427 D SD 2304_2303 G-4 2304 2303 SD 2305_3175 G-4 2305 3175 SD 2306_3175 G-4 2306 3175 SD 2307_3176 G-4 2307 3176 SD 2850_2851 G-4 2850 2851 SD 15 2851_2856 G-4 2851 2856 SD 2853_2856 G-4 2853 2856 SD 2856_2865 G-4 2856 2865 SD RCP 24 2859_2853 G-4 2859 2853 SD RCP 12 2864_3176 G-4 2864 3176 SD 2865_3169 G-4 2865 3169 SD 2964_2845 G-4 2964 2845 SD 18 2968_2853 G-4 2968 2853 SD RCP 18 2969_2859 G-4 2969 2859 SD RCP 12 2971_2860 G-4 2971 2860 SD 42 3155_3156 G-4 3155 3156 SD RCP 18 3156_3157 G-4 3156 3157 SD RCP 21 3157_2900 G-4 3157 2900 SD RCP 21 3159_2901 G-4 3159 2901 SD RCP 15 3160_3156 G-4 3160 3156 SD RCP 15 3161_3160 G-4 3161 3160 SD 3162_3161 G-4 3162 3161 SD RCP 15 3163_3162 G-4 3163 3162 SD 3164_2903 G-4 3164 2903 SD 1S433 3165_3173 G-4 3165 3173 SID 433 D SD C RCP 15 155 3166_3171 G-4 3166 3171 SD RCP 15 3167_3166 G-4 3167 3166 SD 3168_3167 G-4 3168 3167 SD 3169_3170 G-4 3169 3170 SD RCP 27 3170_3171 G-4 3170 3171 SD 3171_3172 G-4 3171 3172 SD RCP 30 2S433 3172_3173 G-4 3172 3173 SID 433 D SD C RCP 12 165 1S427 3174_3172 G-4 3174 3172 SID 427 D SD C RCP 15 333 3175_3171 G-4 3175 3171 SD RCP 15 3176_3175 G-4 3176 3175 SD RCP 15 8S98 1262_2846 G-4/5 1262 2846 SID 98 1915 D 9S98 1263_2846 G-4/5 1263 2846 SID 98 1915 D 13S98 1264_2846 G-4/5 1264 2846 SID 98 1915 D 60S98 1265_2846 G-4/5 1265 2846 SID 98 1915 D 51S353 1267_2847 G-4/5 1267 2847 SID 353 D 52S353 1268_2847 G-4/5 1268 2847 SID 353 D 44S353 1269_2848 G-4/5 1269 2848 SID 353 D 45S353 1270_1269 G-4/5 1270 1269 SID 353 D 46S353 1271_1269 G-4/5 1271 1269 SID 353 D 48S353 1272_2848 G-4/5 1272 2848 SID 353 D 47S353 1273_1272 G-4/5 1273 1272 SID 353 D 25S98 1277_2850 G-4/5 1277 2850 SID 98 1915 D 24S98 1278_2850 G-4/5 1278 2850 SID 98 1915 D 55S353 1432_2921 G-4/5 1432 2921 SID 353 D 56S353 1433_1432 G-4/5 1433 1432 SID 353 D 58S353 1434_1435 G-4/5 1434 1435 SID 353 D 57S353 1435_2921 G-4/5 1435 2921 SID 353 D 59S353 1436_1435 G-4/5 1436 1435 SID 353 D 60S353 1437_2921 G-4/5 1437 2921 SID 353 D 61S353 1438_2921 G-4/5 1438 2921 SID 353 D 62S353 1439_2921 G-4/5 1439 2921 SID 353 D 10S353 1440_2922 G-4/5 1440 2922 SID 353 D 11S353 1441_2922 G-4/5 1441 2922 SID 353 D 9S353 1442_2922 G-4/5 1442 2922 SID 353 D 4S353 1443_2922 G-4/5 1443 2922 SID 353 D 5S353 1444_1443 G-4/5 1444 1443 SID 353 D 6S353 1445_1446 G-4/5 1445 1446 SID 353 D Page 6 of 13 2027_2028 F-6 2027 2028 SD 12S227 2028_3094 F-6 2028 3094 SD 2029_3095 F-6 2029 3095 SD 2030_3095 F-6 2030 3095 SD 2047_3103 F-6 2047 3103 SD 2048_3103 F-6 2048 3103 SD 2567_2021 F-6 2567 2021 SD 2781_3095 F-6 2781 3095 SD 18 17S320 2782_2781 F-6 2782 2781 SID 320 1938 D SD C 20 11S320 2783_2782 F-6 2783 2782 SID 320 1938 D SD C 10 3S428 2786_2787 F-6 2786 2787 SID 428 D SD C RCP 15 178 1S428 2787_3543 F-6 2787 3543 SID 428 D SD C RCP 15 112 10S227 3040_3094 F-6 3040 3094 SD 18 3090_3091 F-6 3090 3091 SD 10 3091_3092 F-6 3091 3092 SD 3092_3093 F-6 3092 3093 SD 10 3093_3094 F-6 3093 3094 SD 5S449 3097_3096 F-6 3097 3096 SID 449 RD SD C RCP 18 181 6S449 3098_3097 F-6 3098 3097 SID 449 RD SD C RCP 15 300 4S449 3099_3100 F-6 3099 3100 SID 449 RD SD C RCP 15 260 3S449 3100_3102 F-6 3100 3102 SID 449 RD SD C RCP 15 260 1S449 3101_3096 F-6 3101 3096 SID 449 RD SD C RCP 18 158 2S449 3102_3101 F-6 3102 3101 SID 449 RD SD C RCP 15 402 3116_2961 F-6 3116 2961 SD 10S320 F-6 SID 320 1938 D SD C 6 13S320 F-6 SID 320 1938 D SD C 6 15S320 F-6 SID 320 1938 D SD C 6 16S320 F-6 SID 320 1938 D SD C 6 21S320 F-6 SID 320 1938 D 2S455 F-6 SID 455 RD SD C RCP 15 361 7S449 F-6 SID 449 RD SD C RCP 21 152 8S449 F-6 SID 449 RD SD C WSP 20 46 9S320 F-6 SID 320 1938 D SD C 6 9S449 F-6 SID 449 RD SD C WSP 20 18 1108_2788 F-7 1108 2788 SD 1412_2912 F-7 1412 2912 SD 1416_1417 F-7 1416 1417 SD 1419_1418 F-7 1419 1418 SD 2569_2568 F-7 2569 2568 SD 2570_3330 F-7 2570 3330 SD 2571_3331 F-7 2571 3331 SID 512 D SD 2572_3331 F-7 2572 3331 SID 512 D SD 2573_3333 F-7 2573 3333 SD 2574_3333 F-7 2574 3333 SD 2575_3334 F-7 2575 3334 SID 512 D SD 2576_3334 F-7 2576 3334 SID 512 D SD 2577_3335 F-7 2577 3335 SID 512 D SD 2578_3335 F-7 2578 3335 SID 512 D SD 2579_3336 F-7 2579 3336 SID 512 D SD 2580_3336 F-7 2580 3336 SID 512 D SD 2581_3337 F-7 2581 3337 SID 512 D SD 2582_3337 F-7 2582 3337 SID 512 D SD 2583_3338 F-7 2583 3338 SD 2584_3338 F-7 2584 3338 SD 2585_2586 F-7 2585 2586 SD 2590_3340 F-7 2590 3340 SID 463 1966 SD 18 2591_3340 F-7 2591 3340 SID 463 1966 SD 25 2592_3342 F-7 2592 3342 SID 463 1966 SD 15 2593_3342 F-7 2593 3342 SID 463 1966 SD 25 2594_3343 F-7 2594 3343 SID 463 1966 SD 30 2595_3344 F-7 2595 3334 SID 463 1966 SD 42 2596_3344 F-7 2596 3334 SID 463 1966 SD 30 2912_2788 F-7 2912 2788 SD 2S434 2914_2915 F-7 2914 2915 SID 434 D SD C RCP 18 85 3330_3333 F-7 3330 3333 SD 3331_3334 F-7 3331 3334 SID 512 D SD 3332_3331 F-7 3332 3331 SD 21 3333_3332 F-7 3333 3332 SD 3334_3335 F-7 3334 3335 SID 512 D SD 21 3344_3340 F-7 3334 3340 SID 463 1966 D SD C RCP 15 264 3335_3336 F-7 3335 3336 SID 512 D SD 24 3337_3335 F-7 3337 3335 SID 512 D SD 18 1S434 3339_2914 F-7 3339 2914 SID 434 D SD C RCP 15 193 3342_3341 F-7 3342 3341 SID 463 1966 D SD 110 3343_3342 F-7 3343 3342 SID 463 1966 D SD 134 3S434 F-7 SID 434 D 2S531 1306_2870 F-8 1306 2870 SID 531 1973 SD C RCP 12 27 1S531 1307_2870 F-8 1307 2870 SID 531 1973 SD C RCP 12 25 2600_2601 F-8 2600 2601 SD 3S531 2870_3283 F-8 2870 3283 SID 531 1973 RD SD C RCP 15 61 4S531 F-8 SID 531 1973 RD SD C RCP 15 51 0.4 1245_2837 F-9 1245 2837 SD C RCP 12 1246_2838 F-9 1246 2838 SD C RCP 12 4WMP2 2674_2673 F-9 2674 2673 WMS, Ph 1 2002 RD 30 2WMP2 F-9 WMS, Ph 1 2002 RD 1159_1158 G-0 1159 1158 SD 15 1160_1161 G-0 1160 1161 SD 15 1163_1162 G-1 1163 1162 SD 18 1166_2806 G-1 1166 2806 SD 1167_2806 G-1 1167 2806 SD 1170_1171 G-1 1170 1171 SD 1171_2809 G-1 1171 2809 SD 2806_2807 G-1 2806 2807 SD 15 1174_1173 G-2 1174 1173 SD 31 50 1191_2813 G-2 1191 2813 1192_2813 G-2 1192 2813 1193_2816 G-2 1193 2816 SD 6WM 1194_2818 G-2 1194 2818 WAL 1993 D SD C RCP 12 40 0.4 10WM 1195_1196 G-2 1195 1196 WAL 1993 D SD C HDPE 21 145 0.4 9WM 2819_1195 G-2 2819 1195 WAL 1993 D SD C HDPE 21 175 0.4 11WM 1196_2820 G-2 1196 2820 WAL 1993 D SD C HDPE 21 107 0.4 15WM 1199_1197 G-2 1199 1197 WAL 1993 D SD A RCP 13.5 22 162 0.5 1219_1220 G-2 1219 1220 SD 1226_2831 G-2 1226 2831 SID 535, 536 D SD C RCP 12 65 5EAI 2716_2715 G-2 2716 2715 EAI 2002 RD SD C RCP 12 38 0.55 7EAI 2717_2718 G-2 2717 2718 EAI 2002 RD SD C RCP 12 38 0.55 2813_2815 G-2 2813 2815 SD 2814_2813 G-2 2814 2813 SD Page 5 of 13 1549_2963 F-5 1549 2963 1550_2963 F-5 1550 2963 1551_2963 F-5 1551 2963 1552_2963 F-5 1552 2963 1553_2963 F-5 1553 2963 1554_2963 F-5 1554 2963 2088_3109 F-5 2088 3109 2089_3109 F-5 2089 3109 2090_2091 F-5 2090 2091 2091_3109 F-5 2091 3109 2092_3109 F-5 2092 3109 2093_3109 F-5 2093 3109 2094_3109 F-5 2094 3109 2095_3109 F-5 2095 3109 2096_3110 F-5 2096 3110 SD 2097_2098 F-5 2097 2098 SD 2098_3110 F-5 2098 3110 SD 2099_3110 F-5 2099 3110 SD 2100_3110 F-5 2100 3110 SD 2101_3111 F-5 2101 3111 SD 2101_2101 F-5 2102 2101 SD 2103_2104 F-5 2103 2104 SD 2104_3111 F-5 2104 3111 SD 2105_3111 F-5 2105 3111 SD 2106_3111 F-5 2106 3111 SD 2107_2101 F-5 2107 2101 SD 2108_2109 F-5 2108 2109 SD 2109_3112 F-5 2109 3112 SD 2110_3112 F-5 2110 3112 SD 2111_2110 F-5 2111 2110 SD 2112_3113 F-5 2112 3113 SD 2113_2114 F-5 2113 2114 SD 2114_3113 F-5 2114 3113 SD 2115_2114 F-5 2115 2114 SD 2116_2117 F-5 2116 2117 SD 2117_3113 F-5 2117 3113 SD 2118_3113 F-5 2118 3113 SD 2119_3114 F-5 2119 3114 SD 2120_2121 F-5 2120 2121 SD 2121_3114 F-5 2121 3114 SD 2122_2121 F-5 2122 2121 SD 2123_2127 F-5 2123 2127 SD 2123_2124 F-5 2123 2124 SD 2124_3114 F-5 2124 3114 SD 2125_3114 F-5 2125 3114 SD 2127_3115 F-5 2127 3115 SD 2128_2127 F-5 2128 2127 SD 2129_2130 F-5 2129 2130 SD 2130_3115 F-5 2130 3115 SD 2131_2130 F-5 2131 2130 SD 2132_2133 F-5 2132 2133 SD 2133_3115 F-5 2133 3115 SD 2134_2135 F-5 2134 2135 SD 2135_3115 F-5 2135 3115 SD 2136_3116 F-5 2136 3116 SD 2137_3116 F-5 2137 3116 SD 2138_2139 F-5 2138 2139 SD 2139_3116 F-5 2139 3116 SD 2140_2139 F-5 2140 2139 SD 2141_3116 F-5 2141 3116 SD 2142_3117 F-5 2142 3117 SD 2143_3117 F-5 2143 3117 SD 2144_3117 F-5 2144 3117 SD 2145_2144 F-5 2145 2144 SD 2146_3117 F-5 2146 3117 SD 2147_3118 F-5 2147 3118 SD 2148_3118 F-5 2148 3118 SD 2149_2150 F-5 2149 2150 SD 2150_3119 F-5 2150 3119 SD 2151_3119 F-5 2151 3119 SD 2152_3119 F-5 2152 3119 SD 2153_2152 F-5 2153 2152 SD 2154_2155 F-5 2154 2155 SD 2155_3119 F-5 2155 3119 SD 2156_2155 F-5 2156 2155 SD 2157_2158 F-5 2157 2158 SID 104 D SD 2158_3120 F-5 2158 3120 SID 104 D SD 2159_2158 F-5 2159 2158 SID 104 D SD 2160_2161 F-5 2160 2161 SID 104 D SD 2161_3120 F-5 2161 3120 SID 104 D SD 2162_2161 F-5 2162 2161 SID 104 D SD 2163_2164 F-5 2163 2164 SID 104 D SD 2164_3120 F-5 2164 3120 SID 104 D SD 2165_3120 F-5 2165 3120 SID 104 D SD 2166_2165 F-5 2166 2165 SD 2167_2168 F-5 2167 2168 SD 2168_3121 F-5 2168 3121 SD 2169_3121 F-5 2169 3121 SD 2170_3121 F-5 2170 3121 SD 2171_2170 F-5 2171 2170 SD C 2770_2769 F-5 2770 2769 2771_2769 F-5 2771 2769 2772_2769 F-5 2772 2769 2773_2769 F-5 2773 2769 11S55 2778_2777 F-5 2778 2777 SID 55 1912 D SD C VCP 8 4.33 2S99 2957_3058 F-5 2957 3058 SID 99 D SD C 8 408 3.46 1S75 2958_3104 F-5 2958 3104 SID 75 1914 D SD C VCP 8 407 2.51 2960_1143 F-5 2960 1143 SID 104 D SD C 12 372 0.8 1S99 3038_2957 F-5 3038 2957 SID 99 D SD C 8 140 2.2 3S99 3058_3060 F-5 3058 3060 SID 99 D SD C 9 360 4S99 3060_3061 F-5 3060 3061 SID 99 D SD C 9 360 5S99 3061_3064 F-5 3061 3064 SID 99 D SD C 10 360 6S99 3064_3065 F-5 3064 3065 SID 99 D SD C 10 360 7S99 3065_3069 F-5 3065 3069 SID 99 D SD C 12 360 8S99 3069_3109 F-5 3069 3109 SID 99 D SD C 12 314 2S75 3104_3105 F-5 3104 3105 SID 75 1914 D SD C VCP 9 360 3.61 3S75 3105_3106 F-5 3105 3106 SID 75 1914 D SD C VCP 9 359 1.05 4S75 3106_3107 F-5 3106 3107 SID 75 1914 D SD C VCP 10 368 1.38 Page 4 of 13 1157_2805 F-4 1157 2805 SD 1259_2845 F-4 1259 2845 SD 1260_2845 F-4 1260 2845 SD 1295_2866 F-4 1295 2866 1296_2866 F-4 1296 2866 1355_2890 F-4 1355 2890 SD 1356_2890 F-4 1356 2890 SD 1357_2890 F-4 1357 2890 SD 1358_2890 F-4 1358 2890 SD 1359_2890 F-4 1359 2890 SD 1360_2890 F-4 1360 2890 SD 1361_2891 F-4 1361 2891 SD 1362_2891 F-4 1362 2891 SD 1363_2241 F-4 1363 2241 SD 1364_2892 F-4 1364 2892 SD 1365_2892 F-4 1365 2892 SD 1366_2892 F-4 1366 2892 SD 1367_2892 F-4 1367 2892 SD 1368_2892 F-4 1368 2892 SD 1369_2892 F-4 1369 2892 SD 1379_2895 F-4 1379 2895 SD 1380_2895 F-4 1380 2895 SD 1381_2896 F-4 1381 2896 SD 1382_2896 F-4 1382 2896 SD 1383_2897 F-4 1383 2897 SD 1384_2897 F-4 1384 2897 SD 1385_2898 F-4 1385 2898 SD 1386_2898 F-4 1386 2898 SD 1387_2899 F-4 1387 2899 SD 1388_2899 F-4 1388 2899 SD 2204_3130 F-4 2204 3130 SD 2205_3130 F-4 2205 3130 SD 2206_3131 F-4 2206 3131 2207_3131 F-4 2207 3131 2208_3131 F-4 2208 3131 2209_3131 F-4 2209 3131 2210_3131 F-4 2210 3131 2211_3131 F-4 2211 3131 2212_3131 F-4 2212 3131 2213_3132 F-4 2213 3132 2214_3132 F-4 2214 3132 2215_3133 F-4 2215 3133 SD 2216_3134 F-4 2216 3134 SD 2217_3134 F-4 2217 3134 SD 2218_3135 F-4 2218 3135 2219_3135 F-4 2219 3135 2220_3135 F-4 2220 3135 2221_3136 F-4 2221 3136 2222_3136 F-4 2222 3136 2223_3137 F-4 2223 3137 2224_3138 F-4 2224 3128 SD 2225_3138 F-4 2225 3138 SD 2226_3139 F-4 2226 3139 SD 2227_3139 F-4 2227 3139 SD 2228_3140 F-4 2228 3140 SD 2229_3141 F-4 2229 3141 SD 2230_3142 F-4 2230 3142 SD 2231_3142 F-4 2231 3142 SD 2232_3143 F-4 2232 3143 SD 2233_3143 F-4 2233 3143 SD 2234_3144 F-4 2234 3144 SD 2235_3144 F-4 2235 3144 SD 2238_3146 F-4 2238 3146 SD 2239_3150 F-4 2239 3150 SD 2240_3150 F-4 2240 3150 SD 2241_2891 F-4 2241 2891 SD 2247_3152 F-4 2247 3152 SD 2248_2247 F-4 2248 2247 SD 2249_2248 F-4 2249 2248 SD 2250_2249 F-4 2250 2249 SD 2251_2250 F-4 2251 2250 SD 2252_2251 F-4 2252 2251 SD 2253_2254 F-4 2253 2254 SD 2254_2256 F-4 2254 2256 SD 2255_2256 F-4 2255 2256 SD 2256_2257 F-4 2256 2257 SD 2257_3253 F-4 2257 3253 SD 2258_3153 F-4 2258 3153 SD 2264_2263 F-4 2264 2263 SD 2265_2264 F-4 2265 2264 SD 2275_3157 F-4 2275 3157 SD 2276_3157 F-4 2276 3157 SD 2768_3152 F-4 2768 3152 SD 2799_2800 F-4 2799 2800 SD 2801_2800 F-4 2801 2800 SD 2804_3150 F-4 2804 3150 SD 12 2805_3147 F-4 2805 3147 SD 2867_3151 F-4 2867 3151 SD 20 2890_3147 F-4 2890 3147 SD 2891_3150 F-4 2891 3150 SD 2892_3131 F-4 2892 3131 SD 2895_2812 F-4 2895 2812 SD 27 2896_2895 F-4 2896 2895 SD 2897_2896 F-4 2897 2896 SD 27 2961_3153 F-4 2961 3153 SD 2963_2803 F-4 2963 2803 SD 3128_3142 F-4 3128 3142 SD 3130_3144 F-4 3130 3144 SD 3132_3155 F-4 3132 3155 SID 408 SD 18 3133_3156 F-4 3133 3156 SD 15 3134_2899 F-4 3134 2899 SD 15 1S466 3135_3136 F-4 3135 3136 SID 466 D SD C RCP 15 360 0.333 3136_3137 F-4 3136 3137 3137_3144 F-4 3137 3144 SD 15 3139_2898 F-4 3139 2898 SD 15 3140_2897 F-4 3140 2897 SD 24 3141_3140 F-4 3141 3140 SD 21 3142_3141 F-4 3142 3141 SD Page 3 of 13 2199_3127 E-4 2199 3127 SD 2200_3127 E-4 2200 3127 SD 2201_3128 E-4 2201 3128 SD 2202_3128 E-4 2202 3128 SD 2203_3128 E-4 2203 3128 SD 2763_2812 E-4 2763 2812 SD 2789_2790 E-4 2789 2790 SD 2790_2791 E-4 2790 2791 SD 2791_2792 E-4 2791 2792 SD 1794_2793 E-4 2794 2793 SD 2795_2794 E-4 2795 2794 SD 18 2796_2797 E-4 2796 2797 SD 2797_2893 E-4 2797 2893 SD 2798_2801 E-4 2798 2801 SD 12 2893_3128 E-4 2893 3128 SD 10 3124_3123 E-4 3124 3123 SID 585 RD SD C RCP 15 415 3125_3306 E-4 3125 3306 SD 3126_3127 E-4 3126 3127 SD 3127_2762 E-4 3127 2762 SD 10 3128_3126 E-4 3128 3126 SD 1657_1658 E-5 1657 1658 SD 52S190 2465_3289 E-5 2465 3289 SID 190 1920 D 44S190 2466_3289 E-5 2466 3289 SID 190 1920 D 45S190 2467_3289 E-5 2467 3289 SID 190 1920 D 42S190 2468_2469 E-5 2468 2469 SID 190 1920 D 36S190 2469_3290 E-5 2469 3290 SID 190 1920 D 33S190 2470_3290 E-5 2470 3290 SID 190 1920 D 37S190 2471_2470 E-5 2471 2470 SID 190 1920 D 38S190 2472_2473 E-5 2472 2473 SID 190 1920 D 34S190 2473_3290 E-5 2473 3290 SID 190 1920 D 39S190 2474_2473 E-5 2474 2473 SID 190 1920 D 40S190 2475_2476 E-5 2475 2476 SID 190 1920 D 35S190 2476_3290 E-5 2476 3290 SID 190 1920 D 41S190 2477_2476 E-5 2477 2476 SID 190 1920 D 26S190 2478_3291 E-5 2478 3291 SID 190 1920 D 28S190 2479_2478 E-5 2479 2478 SID 190 1920 D 29S190 2480_2481 E-5 2480 2481 SID 190 1920 D 27S190 2481_3291 E-5 2481 3291 SID 190 1920 D 30S190 2482_2481 E-5 2482 2481 SID 190 1920 D 31S190 2483_3291 E-5 2483 3291 SID 190 1920 D 2486_3293 E-5 2486 3293 SD 2487_3293 E-5 2487 3293 SD 43S190 3290_3289 E-5 3290 3289 SID 190 1920 D SD C 12 371 0.5668 32S190 3291_3290 E-5 3291 3290 SID 190 1920 D SD C 12 351 1.4617 25S190 3292_3291 E-5 3292 3291 SID 190 1920 D SD C 8 444 1.25 16S190 E-5 SID 190 1920 D 17S190 E-5 SID 190 1920 D 18S190 E-5 SID 190 1920 D 19S190 E-5 SID 190 1920 D 20S190 E-5 SID 190 1920 D 21S190 E-5 SID 190 1920 D 22S190 E-5 SID 190 1920 D 23S190 E-5 SID 190 1920 D 24S190 E-5 SID 190 1920 D SD C 8 492 1.25 46S190 E-5 SID 190 1920 D 47S190 E-5 SID 190 1920 D 48S190 E-5 SID 190 1920 D 49S190 E-5 SID 190 1920 D 50S190 E-5 SID 190 1920 D 51S190 E-5 SID 190 1920 D SD C 12 304 1.25 1421_1420 E-7 1421 1420 SD 1422_2916 E-7 1422 2916 SD 1423_2916 E-7 1423 2916 SD 1424_2919 E-7 1424 2919 SD 1425_3303 E-7 1425 3303 SD 1426_2917 E-7 1426 2917 SD 1427_2917 E-7 1427 2917 SD 1428_2918 E-7 1428 2918 SD 1429_2918 E-7 1429 2918 SD 1430_2918 E-7 1430 2918 SD 2503_3303 E-7 2503 3303 SD 2504-2505 E-7 2504 2505 SD 2505_3304 E-7 2505 3304 SD 2917_2919 E-7 2917 2919 SD 15 2918_2917 E-7 2918 2917 SD 2919_2920 E-7 2919 2920 SD 3302_3303 E-7 3302 3303 SD 3303_2919 E-7 3303 2919 SD 3304_3302 E-7 3304 3302 SD 12 5S408 3131_3132 F/G-4 3131 3132 SID 408 D SD C RCP 15 255 6S408 3157_3159 F/G-4 3157 3159 SID 408 D SD C RCP 15 4S408 F/G-4 SID 408 D SD C RCP 15 360 3S227 1808_3041 F/G-6 1808 3041 SID 227 1921 D 6S227 1808_3041 F/G-6 1808 3041 SID 227 1921 D 4S227 1809_3041 F/G-6 1809 3041 SID 227 1921 D 7S227 1809_3041 F/G-6 1809 3041 SID 227 1921 D 17S227 3040_3041 F/G-6 3040 3041 SID 227 1921 D SD C 15 176 1.6 5S227 3041_3053 F/G-6 3041 3053 SID 227 1921 D SD C 12 404 1.6 13S227 3094_2782 F/G-6 3094 2782 SID 227 1921 D SD C 18 360 0.5 10S227 F/G-6 SID 227 1921 D SD C 18 375 0.5 11S227 F/G-6 SID 227 1921 D 12S227 F/G-6 SID 227 1921 D 14S227 F/G-6 SID 227 1921 D 15S227 F/G-6 SID 227 1921 D 16S227 F/G-6 SID 227 1921 D SD C 20 372 0.5 2S227 F/G-6 SID 227 1921 D SD C 12 360 1.6 8S227 F/G-6 SID 227 1921 D 9S227 F/G-6 SID 227 1921 D 2898_3310 F3 2898 3310 SD 15 2899_3311 F3 2899 3311 SD 1183_2810 F-3 1183 2810 SD 1184_2810 F-3 1184 2810 SD 2508_3307 F-3 2508 3307 SD 2509_3307 F-3 2509 3307 SD 2510_3308 F-3 2510 3308 SD 2511_3308 F-3 2511 3308 SD 2512_3309 F-3 2512 3309 SD 2513_3309 F-3 2513 3309 SD Page 2 of 13 1643_4006 D-5 1643 4006 SD 1644_1645 D-5 1644 1645 SD 4S647 2981_2982 D-5 2981 2982 SID 647 D SD C RCP 24 359 1.3 4S647 2981_2982 D-5 2981 2982 HB, SID 647 1985 RD SD C RCP 24 359 1.3 3S647 2982_2983 D-5 2982 2983 HB, SID 647 1985 D SD C RCP 24 233 0.57 3S647 2982_2983 D-5 2982 2983 HB, SID 647 1985 RD SD C RCP 24 233 0.57 19S647 2984_1641 D-5 2984 1641 HB, SID 647 1985 RD SD C RCP 24 105 2.9 24S647 3351_4001 D-5 3351 4001 HB, SID 647 1985 RD SD C RCP 24 83 2.7 23S647 4002_3351 D-5 4002 3351 HB, SID 647 1985 RD SD C RCP 24 14 2ES 4003_1641 D-5 4003 1641 Esc 1992 RD SD C RCP 12 62 0.8 4004_2984 D-5 4004 2984 HB, SID 647 1985 D SD C RCP 24 20S647 4005_2984 D-5 4005 2984 HB, SID 647 1985 RD SD C RCP 12 10 2.8 12S647 4008_2981 D-5 4008 2981 HB, SID 647 1985 RD SD C RCP 24 153 2.9 13S647 D-5 HB, SID 647 1985 RD SD C RCP 24 1ES D-5 ESC 1992 RD SD C RCP 12 27 0.8 1S647 D-5 HB, SID 647 1985 RD SD C RCP 24 86 0.57 3ES D-5 ESC 1992 RD CUL C CMP 12 15 0.8 9S647 D-5 HB, SID 647 1985 RD SD C RCP 12 80 4.2 7HBR 1584_1585 D-7 1584 1585 HBR 1996 RD SD C RCP 12 35 0.3 6HBR 1585_2979 D-7 1585 2979 HBR 1996 RD SD C RCP 15 155 0.3 1586_1587 D-7 1586 1587 SD 2HBR 2500_3301 D-7 2500 3301 HBR 1996 RD SD C PVC 12 22 1HBR 2501_3301 D-7 2501 3301 HBR 1996 RD SD C RCP 12 40 3HBR 3301_3546 D-7 3301 3546 HBR 1996 RD SD C RCP 15 287 3.45 4HBR 3546_2979 D-7 3546 2979 HBR 1996 RD SD C RCP 15 157 1.91 5HBR D-7 HBR 1996 RD SD C U 18 120 1.98 1645_4007 D-S 1645 4007 SD 2BCP2 E/F-0 BCS, Ph 2 1996 RD SD C RCP 12 36 3BCP2 E/F-0 BCS, Ph 2 1996 RD SD C RCP/HDPE 12 20 4BCP2 E/F-0 BCS, Ph 2 1996 RD SD C HDPE 12 223 1185_2811 E/F-3 1185 2811 SD 1186_2811 E/F-3 1186 2811 SD 1759_1760 E-0 1759 1760 1BCP3 E-0 BCS, Ph 3 1998 RD CUL C RCP 18 20 0.7 2BCP3 E-0 BCS, Ph 3 1998 RD CUL C RCP 18 70 1.38 3BCP3 E-0 BCS, Ph 3 1998 RD CUL C RCP 24 74 4.24 4BCP3 E-0 BCS, Ph 3 1998 RD CUL C RCP 18 40 8.28 2BCP1 1766_1767 E-1 1766 1767 BCS, Ph 1 1995 RD CUL C RCP 48 120 1 1768_3028 E-1 1768 3028 BCS, Ph 1 1995 RD SD C RCP 15 3BCP1 1769_3028 E-1 1769 3028 BCS, Ph 1 1995 RD SD C RCP 15 32 1 5BCP1 1770_3029 E-1 1770 3029 BCS, Ph 1 1995 RD SD C RCP 15 32 1 1771_3029 E-1 1771 3029 BCS, Ph 1 1995 RD SD C RCP 8BCP1 1772_3031 E-1 1772 3031 BCS, Ph 1 1995 RD SD C RCP 18 51 0.77 1773_3031 E-1 1773 3031 BCS, Ph 1 1995 RD SD C RCP 18 9BCP1 1774_1775 E-1 1774 1775 BCS, Ph 1 1995 RD CUL C RCP 18 84 0.5 10BCP1 1776_3033 E-1 1776 3033 BCS, Ph 1 1995 RD SD C RCP 15 16 1 13BCP1 1778_1776 E-1 1778 1776 BCS, Ph 1 1995 RD SD C RCP 12 12 1 17BCP1 1779_3034 E-1 1779 3034 BCS, Ph 1 1995 RD SD C RCP 15 32 1 1780_3034 E-1 1780 3034 BCS, Ph 1 1995 RD SD C RCP 15 27BCP1 1782_3035 E-1 1782 3035 BCS, Ph 1 1995 RD SD C RCP 15 5 1 29BCP1 1783_3036 E-1 1783 3036 BCS, Ph 1 1995 RD SD C RCP 15 32 1 1784_3036 E-1 1784 3036 BCS, Ph 1 1995 RD SD C RCP 15 31BCP1 1786_1785 E-1 1786 1785 BCS, Ph 1 1995 RD CUL C RCP 48 98 0.61 22BCP1 1789_3037 E-1 1789 3037 BCS, Ph 1 1995 RD SD C RCP 15 32 1 21BCP1 1790_3037 E-1 1790 3037 BCS, Ph 1 1995 RD SD C RCP 12 12 0.28 4BCP1 3028_3029 E-1 3028 3029 BCS, Ph 1 1995 RD SD C RCP 15 458 1 6BCP1 3029_3030 E-1 3029 3030 BCS, Ph 1 1995 RD SD C RCP 18 157 0.48 7BCP1 3030_3031 E-1 3030 3031 BCS, Ph 1 1995 RD SD C RCP 18 178 0.77 15BCP1 3032_3033 E-1 3032 3033 BCS, Ph 1 1995 RD SD C RCP 24 143 0.4 11BCP1 3033_1777 E-1 3033 1777 BCS, Ph 1 1995 RD SD C RCP 24 16 0.4 16BCP1 3034_3032 E-1 3034 3032 BCS, Ph 1 1995 RD SD C RCP 24 115 0.63 26BCP1 3035_3544 E-1 3035 3544 BCS, Ph 1 1995 RD SD C RCP 15 412 1.42 30BCP1 3036_3035 E-1 3036 3035 BCS, Ph 1 1995 RD SD C RCP 15 125 0.68 24BCP1 3037_3545 E-1 3037 3545 BCS, Ph 1 1995 RD SD C RCP 18 158 0.42 28BCP1 3544_3034 E-1 3544 3034 BCS, Ph 1 1995 RD SD C RCP 24 482 1.16 25BCP1 3545_3544 E-1 3545 3544 BCS, Ph 1 1995 RD SD C RCP 15 45 0.42 12BCP1 E-1 BCS, Ph 1 1995 RD SD C RCP 24 30 0.4 18BCP1 E-1 BCS, Ph 1 1995 RD SD C RCP 12 12 1 1BCP1 E-1 BCS, Ph 1 1995 RD CUL C CMP 24 20' ea. Side of Rd. 23BCP1 E-1 BCS, Ph 1 1995 RD SD C RCP 12 12 0.28 1030_2764 E-3 1030 2764 SD 1031_1032 E-3 1031 1032 SD 1032_2764 E-3 1032 2764 SD 1033_1032 E-3 1033 1032 SD 1034_2764 E-3 1034 2764 SD 1035_2764 E-3 1035 2764 SD 1036_2764 E-3 1036 2764 SD 1037_2765 E-3 1037 2765 SD 1038_2765 E-3 1038 2765 SD 1039_2765 E-3 1039 2765 SD 1040_2765 E-3 1040 2765 SD 1041_2765 E-3 1041 2765 SD 1042_2765 E-3 1042 2765 SD 1043_2766 E-3 1043 2766 SD 1044_2766 E-3 1044 2766 SD 1045_2766 E-3 1045 2766 SD 1046_2766 E-3 1046 2766 SD 1047_2766 E-3 1047 2766 SD 1048_2766 E-3 1048 2766 SD 1049_2767 E-3 1049 2767 SD 1050_2767 E-3 1050 2767 SD 1187_2812 E-3 1187 2812 2S115 1188_2812 E-3 1188 2812 SID 115 1916 D 2762_2764 E-3 2762 2764 SD 10 Page 1 of 13 7S228 G-6 SID 228 D CB near 1810 7S239 G-6 SID 239 D CB near 3047 8S239 G-6 SID 239 D CB near 3047 9S239 G-6 SID 239 D CB near 3047 5S239 G-6 SID 239 D CB near 3051 6S239 G-6 SID 239 D CB near 3051 7S447 G-7 SID 447 RD CB near 1408 2S447 G-7 SID 447 RD MH near 2869 4BP2 I-3 BS, Ph 2 1995 RD DP 4731.55 4731.55 near 2490 3BP2 I-3 BS, Ph 2 1995 RD DP 4735.71 4735.71 near 2492 1CAP2 I-3 CA, Ph 2 2003 RD DP 4732.75 4732.75 25th/Oak int. 2CAP2 I-3 CA, Ph 2 2003 RD DP 25th/Oak int. 3CAP2 I-3 CA, Ph 2 2003 RD DP 25th/Oak int. 10CAP2 I-3 CA, Ph 2 2003 RD MH 4733.10 Plans 4729.98 3.12 Plans 4729.98 25th/Oak int. 11CAP2 I-3 CA, Ph 2 2003 RD MH 4731.95 Plans 4729.35 2.60 Plans 4729.35 25th/Oak int. 12CAP2 I-3 CA, Ph 2 2003 RD MH 4732.93 Plans 4728.81 4.12 Plans 4728.81 25th/Oak int. 13CAP2 I-3 CA, Ph 2 2003 RD MH 4733.00 Plans 4728.53 4.47 Plans 4728.53 25th/Oak int. 5BP2 I-3 BS, Ph 2 1995 RD DP 4745.95 4745.95 near 2654 1YCP2 I-6 YC, Ph 2 2000 RD DP near 1109 2YCP2 I-6 YC, Ph 2 2000 RD DP near 1109 3YCP2 I-6 YC, Ph 2 2000 RD DP near 1109 2CCP1 J-0 CCS, Ph 1 2002 RD DP 4647.54 4647.54 near 3478 3CCP1 J-0 CCS, Ph 1 2002 RD DP near 3480 4CCP1 J-0 CCS, Ph 1 2002 RD DP near 3483 2HCP2 J-3 HCS, Ph 2 2000 RD DP near 1258 1WS J-4 WS 1996 RD DP near 2542 10BMP1 J-5 BMS 1995 RD DP near 1753 14BMP1 J-5 BMS 1995 RD DP near 1754 17BMP1 J-5 BMS 1995 RD CB near 1757 2BI2 J-5 BIH, Ph 2 1997 RD C west of Babcock/Wilda int. 3BI2 J-5 BIH, Ph 2 1997 RD C west of Babcock/Wilda int. 4BI2 J-5 BIH, Ph 2 1997 RD DP west of Babcock/Wilda int. 5BI2 J-5 BIH, Ph 2 1997 RD DP west of Babcock/Wilda int. 6BI2 J-5 BIH, Ph 2 1997 RD DP west of Babcock/Wilda int. 7BI2 J-5 BIH, Ph 2 1997 RD DP west of Babcock/Wilda int. 11BPP2 K-4 BPE 1990 RD CB near 2374 12BPP2 K-4 BPE 1990 RD CB near 2374 30VCB K-5 VCBP 1996 RD DP near 3249 Page 16 of 16 3498 J-0 PI 3499 J-0 PO 3500 J-0 PI 3501 J-0 PO 3502 J-0 PI 3503 J-0 PO 3504 J-0 PI 3505 J-0 PO 3506 J-0 PO 3507 J-0 PI 3508 J-0 PI 3509 J-0 PO 3510 J-0 D 3511 J-4 DP 3512 J-4 PO 3513 J-4 PO 3514 J-4 PO 3515 J-4 PI 3516 J-4 PO 3517 J-4 PI 3542 F-6 PI 2S428 3543 F-6 SID 428 D PO 20BCP1 3544 E-1 BCS, Ph 1 1993 RD MH 4709.01 Plans 4705.00 4.01 Plans 4705.00 19BCP1 3545 E-1 BCS, Ph 1 1993 RD MH 4790.00 Plans 4705.70 84.30 Plans 4705.70 848 3546 D-7 HBR 1996 RD MH 5007.70 Plans 5001.20 6.50 Plans 5001.20 3547 I-5 V grease trap 4001 D-5 SID 647 D PO 4849.00 4849.00 4002 D-5 SID 647 D PI 4851.60 4851.60 4ES 4003 D-5 ESC, SID 647 1992 D CB 4862.30 Plans 4856.19 6.11 Plans 4856.19 4004 D-5 HB, SID 647 1985 D PI 4005 D-5 HB, SID 647 1985 D CB 4006 D-5 SID 647 D PO 4007 D-5 SID 647 D PO 17S647 4008 D-5 SID 647 RD MH 4812.00 Plans 4807.94 4.06 Plans 4807.94 16S647 D-5 HB 1985 RD MH 4805.00 Plans near 2983 18S649 D-5 HB 1985 RD MH 4806.24 4806.24 near 1591 8HBR D-7 HBR 1996 RD MH 5000.70 Plans 4993.17 7.53 Plans 4993.17 near 2979 1BCP2 E/F-0 BCS, Ph 2 1996 RD MH 4698.13 Plans near 1761 14BCP1 E-1 BCS, Ph 1 1993 RD PO 4697.94 4697.94 near 1777 2003 E-3 SID 115 1916 D CB near 1188 1843 E-3 SID 115 1916 D CB near 1188 6S115 E-3 SID 115 1916 D CB near 1188 11S190 E-5 SID 190 1920 D CB near 2466 12S190 E-5 SID 190 1920 D CB near 2466 13S190 E-5 SID 190 1920 D CB near 2466 14S190 E-5 SID 190 1920 D CB near 2466 15S190 E-5 SID 190 1920 D CB near 2466 1S190 E-5 SID 190 1920 D MH 4809.00 4809.00 Church/Story int. 3S190 E-5 SID 190 1920 D CB Church/Story int. 4S190 E-5 SID 190 1920 D CB Church/Story int. 5S190 E-5 SID 190 1920 D CB Church/Story int. 6S190 E-5 SID 190 1920 D CB Church/Story int. 7S190 E-5 SID 190 1920 D CB Church/Story int. 8S190 E-5 SID 190 1920 D CB Church/Story int. 9S190 E-5 SID 190 1920 D CB Church/Story int. 10S190 E-5 SID 190 1920 D CB Church/Story int. 3S408 F/G-4 SID 408 D CB near 1296 1S408 F-4 SID 408 D CB near 2208 2S408 F-4 SID 408 D MH near 2269 12S99 F-5 SID 99 D CB near 1531 13S99 F-5 SID 99 D CB near 1531 15S99 F-5 SID 99 D CB near 1531 16S99 F-5 SID 99 D CB near 1531 17S99 F-5 SID 99 D CB near 1531 14S99 F-5 SID 99 D CB near 1531 9S75 F-5 SID 75 1914 D CB near 1533 10S75 F-5 SID 75 1914 D CB near 1533 11S75 F-5 SID 75 1914 D CB near 1533 12S75 F-5 SID 75 1914 D CB near 1533 13S75 F-5 SID 75 1914 D CB near 1533 14S75 F-5 SID 75 1914 D CB near 1533 17S75 F-5 SID 75 1914 D CB near 1553 20S75 F-5 SID 75 1914 D CB near 1553 19S99 F-5 SID 99 D CB near 1872 20S99 F-5 SID 99 D CB near 1889 15S75 F-5 SID 75 1914 D CB near 2064 16S75 F-5 SID 75 1914 D CB near 2064 21S75 F-5 SID 75 1914 D CB near 3107 19S55 F-5 SID 55 1912 D CB near 2770 20S55 F-5 SID 55 1912 D CB near 2770 9S55 F-5 SID 55 1912 D CB near 2778 3S55 F-5 SID 55 1912 D CB near 2779 4S55 F-5 SID 55 1912 D CB near 2779 5S55 F-5 SID 55 1912 D CB near 2779 6S55 F-5 SID 55 1912 D CB near 2779 26S55 F-5/6 SID 55 1912 D CB near 1867 27S55 F-5/6 SID 55 1912 D CB near 1867 28S55 F-5/6 SID 55 1912 D CB near 1867 29S55 F-5/6 SID 55 1912 D CB near 1867 30S55 F-5/6 SID 55 1912 D CB near 1867 31S55 F-5/6 SID 55 1912 D CB near 1867 12S55 F-5/6 SID 55 1912 D CB near 1080 13S55 F-5/6 SID 55 1912 D CB near 1080 14S55 F-5/6 SID 55 1912 D CB near 1080 1898 F-5/6 SID 55 1912 D CB near 1083 10S55 F-5/6 SID 55 1912 D CB near 1083 1S55 F-5/6 SID 55 1912 D CB near 1087 1S320 F-6 SID 320 1938 D CB near 1098 2S320 F-6 SID 320 1938 D CB near 1098 10S99 F-6 SID 99 D CB near 1796 11S99 F-6 SID 99 D CB near 1796 1S455 F-6 SID 455 RD MH near 2032 6S320 F-6 SID 320 1938 D CB near 1093 3S320 F-6 SID 320 1938 D CB near 1096 4S320 F-6 SID 320 1938 D CB near 1096 5S320 F-6 SID 320 1938 D CB near 1096 1S227 F-6 SID 227 1921 D CB near 1097 1WMP2 F-9 WMS, Ph 2 2003 RD DP west of Graf/Fieldview int. 3WMP2 F-9 WMS, Ph 1 2002 RD DP near 2673 1WM G-2 WAL 1993 D DP near 1198 9EAI G-2 EAI 2002 RD DP near 2715 10EAI G-2 EAI 2002 RD DP near 2718 2WM G-2 WAL 1993 D CO 4724.18 Plans 4720.89 3.29 Plans 4720.89 near 2819 3WM G-2 WAL 1993 D CB near 2819 27S353 G-4 SID 353 D CB near 1267 28S353 G-4 SID 353 D CB near 1267 29S353 G-4 SID 353 D CB near 1267 5S98 G-4 SID 98 1915 D CB near 1275 6S98 G-4 SID 98 1915 D CB near 1275 56S98 G-4 SID 98 1915 D CB near 2850 57S98 G-4 SID 98 1915 D CB near 2850 58S98 G-4 SID 98 1915 D CB near 2850 59S98 G-4 SID 98 1915 D CB near 2850 Page 15 of 16 3318 F-3 MH 528006.4878 1576528.7497 4741.24 GPS 3319 F-3 MH 528003.6216 1576849.5759 4743.42 GPS 3320 F-3 MH 528368.1748 1576149.2696 4735.62 GPS 3321 F-3 MH 528360.4546 1576552.1458 4734.91 GPS 3322 F-3 SID 424 MH 528374.6210 1576926.0093 4735.25 GPS 3323 J-4 MH 526162.5871 1565980.5117 4767.81 GPS 3324 J-4 PO 527495.9888 1565925.1660 4751.91 GPS 3325 J-4 PI 527467.8281 1565939.0856 4751.17 GPS 3326 I-4 MH 525657.2539 1567347.7742 4777.65 GPS 3327 I-4 MH 526199.8926 1568741.6923 4768.06 GPS 3328 I-4 MH 526229.7839 1568723.0884 4770.11 GPS 3329 I-4 MH 526192.7594 1569028.1853 4768.48 GPS 3330 F-7 MH 518251.2827 1576385.1926 4859.34 GPS 3331 F-7 MH 518279.2879 1576807.5248 4860.55 GPS 3332 F-7 MH 518282.6156 1576633.8659 4860.74 GPS 3333 F-7 MH 518283.8827 1576567.7442 4860.53 GPS 3334 F-7 MH 518620.4648 1576813.5498 4856.26 GPS 3335 F-7 MH 518900.9512 1576818.5143 4852.48 GPS 3336 F-7 MH 519320.8782 1576825.0229 4850.88 GPS 3337 F-7 MH 518908.0586 1576361.9878 4851.43 GPS 3338 F-7 MH 519115.6176 1575805.7252 4847.80 GPS 1207 3339 F-7 SID 434 D MH 517877.1200 1575446.1340 88.50 4869.89 Plans 3340 F-7 SID 463 1966 MH 517759.3680 1575169.0385 4872.02 GPS 3341 F-7 SID 463 1966 MH 517494.4637 1574693.4537 4873.62 GPS 3342 F-7 SID 463 1966 MH 517408.7438 1574628.5364 4876.47 GPS 3343 F-7 SID 463 1966 MH 517261.2235 1574620.4791 4880.59 GPS 3344 F-7 SID 463 1966 MH 517518.9025 1575301.8497 4881.47 GPS 3345 F-8 SID 548 MH 515243.1220 1575213.4213 4928.57 GPS 3346 I-4 MH 510539.8561 1575759.6266 4962.15 GPS 3347 F-9,F-10 MH 511381.3596 1576029.4679 4946.36 GPS 3348 F-9,F-10 MH 511382.1493 1575988.2569 4945.90 GPS 3349 F-10 MH 511212.6697 1575327.9546 4947.43 GPS 3350 F-10 MH 510147.3989 1575518.1830 4964.62 GPS 26S649 3351 D-5 SID 647 RD MH 522103.4539 1580949.3243 4855.00 Plans 4851.24 3.76 Plans 4851.24 3352 J-0 MH 537096.0045 1565343.1906 3353 J-0 MH 537107.7577 1564986.9533 3354 I-2 MH 532260.0724 1568792.2402 3355 J-1,K-1 MH 533165.8387 1562200.9666 3356 J-1,K-1 MH 533171.4835 1561649.9704 3357 J-1,K-1 MH 532932.2052 1561635.4341 3358 J-1,K-1 MH 533573.3066 1561659.0101 3359 J-1,K-1 MH 533573.6649 1561383.6699 3360 J-1,K-1 MH 533178.3201 1561379.0616 3361 J-1,K-1 MH 533635.4842 1561240.2600 3362 D-6 MH 521676.6812 1580615.0350 3363 D-6 MH 521038.1237 1579687.4270 932 3364 D-6 MH 521503.8836 1579699.6322 3365 D-7 MH 518881.5693 1581255.6583 3366 G-7 MH 517821.8813 1573448.2884 3367 G-9 MH 511539.7516 1572987.4096 3368 N-3 MH 530145.5858 1555932.0749 3369 D-5 MH 522291.8308 1582079.3570 3370 D-5 MH 522112.1929 1581349.6471 3371 D-5 MH 522039.1638 1581564.4264 3372 I-3,H-3 MH 527521.4441 1569475.6537 3373 I-3,H-3 MH 527521.4441 1569475.6537 3374 H-3 MH 528856.8562 1570770.4204 3375 H-3 MH 528825.7401 1570938.5197 3376 J-0 MH 537112.8712 1564805.8460 3377 J-0 MH 536266.9149 1565368.6207 3378 I-3 MH 528470.2489 1567827.8047 3379 I-3 MH 528471.9195 1567740.6687 3380 I-3 MH 528474.3477 1567528.4354 3381 L-3,K-3 MH 528192.6658 1561425.1660 3382 K-4 MH 526881.3373 1561869.5961 3383 K-4 MH 526861.2025 1561892.7966 1230 3384 L-4 VWS, Ph 1 2002 RD MH 525013.6816 1559923.2509 4788.17 Plans 4783.33 4.84 Plans 4783.33 could be a sanitary sewer MH 3385 I-2 MH 531505.5114 1568524.5778 3386 I-2 MH 531762.9720 1568532.1800 3387 I-2 MH 531967.7457 1568549.2322 3388 I-2 MH 532088.9574 1568560.0677 23VWP1 3389 L-4 VWS, Ph 1 2002 RD MH 4789.03 Plans 4784.30 4.73 Plans 4784.30 24VWP1 3390 L-4 VWS, Ph 1 2002 RD MH 4788.81 Plans 4783.05 5.76 Plans 4783.05 25VWP1 3391 L-4 VWS, Ph 1 2002 RD DP 4781.82 Plans 4781.82 0.00 Plans 4781.82 17VWP1 3392 L-4 VWS, Ph 1 2002 RD MH 4790.27 Plans 4785.52 4.75 Plans 4785.52 16VWP1 3393 L-4 VWS, Ph 1 2002 RD MH 4790.74 Plans 4784.07 6.67 Plans 4784.07 15VWP1 3394 L-4 VWS, Ph 1 2002 RD MH 4788.60 Plans 4783.41 5.19 Plans 4783.41 18VWP1 3395 L-4 VWS, Ph 1 2002 RD DP 4782.13 Plans 4782.13 0.00 Plans 4782.13 3396 K-4 SID 625 D MH 3397 K-4 SID 625 D PL 3398 K-4 SID 625 D PB 3399 K-4 SID 625 D PO 3400 K-4 SID 625 D D 3401 L-4 VW1 2002 RD PI 4790.41 Plans 4787.58 2.83 Plans 4787.58 3402 L-4 VW1 2002 RD PI 4790.41 Plans 4787.16 3.25 Plans 4787.16 2VWP1 3403 L-4 VWS, Ph 1 2002 RD V 4790.41 Plans 4786.59 3.82 Plans 4786.59 3VWP1 3404 L-4 VWS, Ph 1 2002 RD MH 4790.50 Plans 4786.43 4.07 Plans 4786.43 5VWP1 3405 L-4 VWS, Ph 1 2002 RD MH 4787.00 Plans 4782.26 4.74 Plans 4782.26 7NWP1 3406 L-4 VW1 2002 RD PO 4781.38 Plans 3407 K-4 VW1 PO 3408 K-4 VW1 PI 3409 K-4 VW1 PI 3410 K-4 BPE 1990 RD PI 3411 K-4 BPE 1990 RD PO 3412 K-4 BPE 1990 RD PI 3413 K-4 BPE 1990 RD PO 3414 K-4 BPE 1990 RD PI 3415 K-4 BPE 1990 RD PO 3416 K-4 SID 625 D PO 3417 K-4 SID 625 D CB 3418 K-4 SID 625 D PI 3419 K-4 SID 625 D MH 3420 K-4 BPE 1990 RD PI 3421 K-4 BPE 1990 RD PI 3422 K-4 BPE 1990 D PO 3423 K-4 BPE 1990 D PI 3424 K-4 BPE 1990 D PI 3425 K-4 BPE 1990 D PI 25BPP2 3426 K-4 BPE 1990 RD MH 4790.50 Plans 4783.24 7.26 Plans 4783.24 26BPP2 3427 K-4 BPE 1990 RD MH 4791.50 Plans 4786.00 5.50 Plans 4786.00 27BPP2 3428 K-4 BPE 1990 RD CB 28BPP2 3429 K-4 BPE 1990 RD CB 30BPP2 3430 K-4 BPE 1990 RD CB 3431 K-4 BPE 1990 PO 3432 K-4 BPE 1990 PI 3433 K-4 BPE 1990 PI 3434 K-4 BPE 1990 PO 3435 K-4 BPE 1990 PI 3436 K-4 BPE 1990 PI 3437 K-5 VW1 D MH 3438 K-5 VW1 D MH 3439 K-5 VW1 D CB 3440 K-5 VW1 D MH Page 14 of 16 3139 F-4 MH 526916.9790 1575758.6355 4749.53 GPS 3140 F-4 MH 526911.6295 1576123.4089 4749.77 GPS 3141 F-4 MH 526685.1763 1576124.5044 4755.45 GPS 3142 F-4 MH 526330.6431 1576130.6319 4758.60 GPS 3143 F-4 MH 526667.1041 1576468.2163 4754.82 GPS 3144 F-4 MH 525958.1361 1576132.8257 4764.28 GPS 3145 F-4 MH 525949.0328 1576779.1323 4766.88 GPS 3146 F-4 MH 525197.1397 1576457.4814 4773.02 GPS 3147 F-4 MH 525200.7486 1576097.9042 4774.78 GPS 3148 F-4 MH 525204.1219 1575750.6285 4775.65 GPS 3149 F-4 MH 525195.1941 1575702.7712 4776.43 GPS 3150 F-4 MH 525203.2996 1575365.4312 4775.31 GPS 3151 F-4 MH 525210.1973 1575005.5068 4774.37 GPS 3152 F-4 MH 524814.4923 1575361.9796 4778.74 GPS 3153 F-4 MH 524810.2028 1576099.5472 4776.24 GPS 3154 F-4 MH 524756.3996 1576252.8554 4769.89 GPS 3155 G-4 MH 526028.3777 1574693.6390 4761.26 GPS 3156 G-4 MH 526358.1939 1574692.9863 4757.88 GPS 3157 F/G-4 SID 408 D MH 526925.9428 1574691.5609 4751.37 GPS 1025 3158 G-4 MH 526929.9978 1574479.9737 4752.90 GPS 1027 3159 F/G-4 SID 408 D MH 526928.6211 1574380.5756 4752.53 GPS 3160 G-4 MH 526364.3629 1574371.0948 4765.34 GPS 3161 G-4 MH 526373.5138 1574064.8481 4768.34 GPS 3162 G-4 MH 526007.5579 1574067.6793 4775.52 GPS 3163 G-4 MH 525802.5530 1574062.6223 4776.46 GPS 3164 G-4 MH 526946.7226 1573778.5390 4764.26 GPS 1033 3165 G-4 SID 433 D MH 526389.6134 1573139.2247 76.94 4761.13 Plans 73.20 3.74 Plans 73.20 3166 G-4 MH 526041.9218 1573130.8173 4767.83 GPS 3167 G-4 MH 526020.6227 1573129.1786 4768.10 GPS 3168 G-4 MH 525794.3126 1573122.7899 4772.79 GPS 3169 G-4 MH 525802.8553 1572762.6922 4769.54 GPS 3170 G-4 MH 526030.8153 1572768.5998 4768.54 GPS 3171 G-4 MH 526048.8302 1572770.3808 4767.96 GPS 1040 3172 G-4 SID 433 D MH 526403.0629 1572779.9391 76.84 4763.20 Plans 74.30 2.54 Plans 74.30 1041 3173 G-4 SID 433 D MH 526396.6505 1572943.2824 76.32 4763.30 Plans 72.42 3.90 Plans 72.42 1042 3174 G-4 SID 427 D MH 526409.4153 1572448.5138 78.08 4764.39 Plans 75.30 2.78 Plans 75.30 3175 G-4 MH 526062.2405 1572413.1453 4762.44 GPS 3176 G-4 MH 525804.7704 1572405.9543 4767.23 GPS 3177 H-5 MH 522354.2592 1571714.3569 4815.51 GPS 3178 H-5 MH 522563.6718 1571575.1067 4812.07 GPS 3179 H-5 MH 522556.9230 1570899.9846 4820.14 GPS 3180 H-5 MH 522915.9932 1570914.0461 4814.97 GPS 3181 H-5 MH 522907.9214 1571249.5417 4812.24 GPS 3182 H-5 MH 522901.5174 1571583.6336 4809.50 GPS 3183 H-5 MH 523260.5305 1571600.6678 4806.57 GPS 3184 H-5 MH 523268.6415 1571263.1220 4808.19 GPS 3185 H-5 MH 523276.7035 1570928.1391 4809.57 GPS 3186 H-5 MH 523630.6136 1570612.1945 4808.07 GPS 3187 H-5 MH 523635.8206 1570939.7403 4805.33 GPS 3188 H-5 MH 523627.6938 1571278.1060 4802.57 GPS 3189 H-5 MH 523621.2348 1571615.0680 4802.39 GPS 3190 H-5 MH 524382.1411 1571723.2823 4789.24 GPS 3191 H-5 MH 524557.5655 1571730.7468 4788.65 GPS 3192 G-5 CB 524720.3972 1571967.1717 4787.39 GPS 3193 H-5 MH 523640.8525 1570506.0452 4800.35 GPS 3194 H-5 MH 523646.6103 1570205.6806 4798.05 GPS 3195 H-5 MH 524040.1128 1570221.0178 4797.75 GPS 3196 H-5 MH 524245.0572 1570229.2536 4792.64 GPS 3197 H-5 MH 524341.1860 1570179.1029 4793.54 GPS 3198 H-5 MH 524374.9166 1570045.8177 4790.90 GPS 3199 H-5 MH 522182.4491 1569549.5886 4826.51 GPS 1068 3200 K-4 CS 1992 RD MH 526050.3441 1563790.5381 4782.80 4767.24 Plans 4778.45 4.35 Plans 4778.45 1069 3201 K-4 CS 1992 RD MH 527557.2484 1563500.6050 4764.40 4746.52 Plans 4760.13 4.27 Plans 4760.13 1070 3202 K-4 CS 1992 RD MH 526810.2329 1563438.2857 4771.83 4751.48 Plans 4767.67 4.16 Plans 4767.67 1071 3203 K-4 CS 1992 RD MH 526060.6919 1563422.0658 4781.97 4766.64 Plans 4777.13 4.84 Plans 4777.13 1072 3204 K-4 BPE 1990 RD MH 526063.4710 1563191.5847 4781.30 4767.84 Plans 4776.41 4.89 Plans 4776.41 1073 3205 K-4 BPE 1990 RD MH 526812.8154 1563218.0560 4772.00 4760.02 Plans 4766.76 5.24 Plans 4766.76 1074 3206 K-4 BPE 1990 RD MH 527565.3944 1563246.9481 4764.50 4750.20 Plans 4759.80 4.70 Plans 4759.80 3207 K-4 MH 527572.3656 1562883.4368 4749.41 GPS 3208 K-4 MH 527575.4502 1562722.5938 4748.06 GPS 3209 K-4 SID 625 D MH 526829.3927 1562695.8774 4756.33 GPS 3210 K-4 SID 625 D MH 526819.6339 1562948.0680 4754.29 GPS 3211 K-4 MH 526448.9463 1562940.9591 4761.51 GPS 3212 K-4 MH 526080.0051 1562671.6609 4763.77 GPS 1081 3213 K-4 BPE 1990 RD MH 526071.7194 1562932.5967 4765.53 GPS 3214 K-4 MH 525381.4989 1562646.5743 4774.76 GPS 3215 K-4 MH 525729.0785 1562660.8289 4770.50 GPS 3216 K-4 MH 525389.9932 1562374.7719 4772.05 GPS 3217 K-4 MH 526086.8808 1562398.6997 4762.45 GPS 3218 K-4 SID 625 D MH 526847.5586 1562347.5530 4755.74 GPS 3219 K-4 SID 625 D MH 526836.2625 1562423.2240 4755.40 GPS 3220 K-4 MH 527582.3317 1562449.3255 4742.27 GPS 3221 K-4 MH 527587.2113 1562194.8881 4746.56 GPS 3222 K-4 MH 524927.2621 1562632.5303 4779.43 GPS 1091 3223 K-5 NP 1996 RD MH 522964.1172 1563697.1024 4826.36 4813.08 Plans 4821.64 4.72 Plans 4821.64 1092 3224 K-5 NP 1996 RD MH 522964.6323 1563670.2437 4826.35 4814.13 Plans 1093 3225 K-5 NP 1996 RD MH 522974.8582 1563308.1262 4824.88 4811.76 Plans 1094 3226 K-5 NP 1996 RD MH 522976.8537 1563204.0749 4824.27 4810.83 Plans 1095 3227 K-5 NP 1996 RD MH 522982.0017 1563106.7500 4824.88 4811.76 Plans 4819.89 4.99 Plans 4819.89 1096 3228 K-5 NP 1996 RD MH 522988.6984 1562843.1165 4823.93 4811.16 Plans 1097 3229 K-5 NP 1996 RD MH 523170.7074 1562849.4785 4817.93 4805.07 Plans 1098 3230 K-5 NP 1996 RD MH 523341.2506 1562854.8001 4816.51 4802.75 Plans 1099 3231 K-5 VCS 1995 RD MH 523467.4864 1562860.4001 4816.06 4801.24 Plans 4810.06 6.00 Plans 4810.06 1100 3232 K-5 NP 1996 RD MH 523340.7513 1562880.8386 4816.23 4800.97 Plans 1101 3233 K-5 NP 1996 RD MH 523328.3875 1563268.8604 4818.38 4802.71 Plans 1102 3234 K-5 VCS 1995 RD MH 524102.3401 1563124.5433 4807.33 4792.58 Plans 4801.99 5.34 Plans 4801.99 1103 3235 K-5 VCS 1995 RD MH 524099.3650 1563194.1184 4807.57 4792.76 Plans 4802.42 5.15 Plans 4802.42 1104 3236 K-5 VCS 1995 RD MH 524100.9568 1563025.5550 4806.98 4791.73 Plans 4801.44 5.54 Plans 4801.44 1105 3237 K-5 VCS 1995 RD MH 524076.0771 1562868.3796 4806.84 4792.01 Plans 4800.55 6.29 Plans 4800.55 1106 3238 K-5 VCS 1995 RD MH 523970.8576 1562879.1806 4807.70 4792.97 Plans 4802.23 5.47 Plans 4802.23 1107 3239 K-5 VCS 1995 RD MH 523716.6930 1562870.7171 4811.55 4796.57 Plans 4806.25 5.30 Plans 4806.25 3240 K-5 SID 625 D MH 524072.9267 1562604.8653 4795.55 GPS 3241 K-5 SID 625 D MH 524499.2351 1562620.7323 4785.45 GPS 3242 K-5 MH 524938.0827 1562324.9822 4777.68 GPS 3243 K-5 MH 524083.7591 1562296.7018 4787.18 GPS 3244 K-5 MH 524091.4017 1561983.7597 4790.00 GPS 3245 K-5 MH 524945.2613 1562036.2335 4779.23 GPS 3246 K-5 MH 524951.1792 1561727.6683 4778.27 GPS 1115 3247 K-5 MH 524959.9623 1561355.2689 4773.85 GPS 3248 K-5 MH 524100.9677 1561656.0872 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1127 3259 K-5 VCBP 1996 RD MH 522622.1061 1562280.1555 4826.30 4807.34 Plans 4821.98 4.32 Plans 4821.98 1128 3260 K-5 MU 1994 RD MH 522726.4596 1562742.3045 4826.32 4808.07 Plans 1129 3261 K-5 MU 1994 RD MH 522725.0188 1562560.7610 4825.66 4808.11 Plans Page 13 of 16 2960 F-5 SID 104 D MH 524624.4848 1576457.9935 796.20 4781.43 Plans 791.37 4.83 Plans 791.37 2961 F-5 MH 524624.6797 1576105.3241 4779.54 GPS 2962 F-5 MH 524639.8744 1575740.5334 4781.73 GPS 831 2963 F-5 SID 75 1914 D MH 524652.7896 1574980.9800 4777.71 GPS 4789.56 -11.85 Plans 4789.56 2964 G-5 MH 524670.5972 1574651.1069 4791.68 GPS 2965 G-5 524675.0766 1574417.3762 4787.63 GPS 834 2966 G-5 SID 208 1920 D MH 524702.5559 1573326.0416 4804.60 4785.88 Plans 4798.70 5.90 Plans 4798.70 835 2967 G-4/5 SID 98 1915 D MH 524710.4973 1572997.3125 4784.32 GPS 4795.40 -11.08 Plans 4795.40 2968 G-5 MH 524703.9067 1572656.3064 4781.59 GPS 2969 G-5 MH 524712.4751 1572294.8756 4784.61 GPS 2970 G-5 MH 524726.5002 1571991.1831 4784.26 GPS 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4802.15 GPS 3024 J-5 MH 523477.6647 1566094.5479 4805.92 GPS 3025 J-5 MH 524846.3374 1565312.3810 4779.98 GPS 3026 J-5 MH 524736.4372 1565310.5813 4783.66 GPS 3027 J-5 MH 524430.0420 1565544.4706 4787.51 GPS 896 3028 E-1 BCS, Ph 1 1993 RD MH 535211.2137 1578500.7105 4708.58 4677.25 Plans 4704.95 3.63 Plans 4704.95 897 3029 E-1 BCS, Ph 1 1993 RD MH 535234.9028 1578035.0752 4704.11 4671.66 Plans 4700.12 3.99 Plans 4700.12 898 3030 E-1 BCS, Ph 1 1993 RD MH 535160.2591 1577905.9703 4703.23 4666.20 Plans 4699.38 3.85 Plans 4699.38 899 3031 E-1 BCS, Ph 1 1993 RD MH 535016.2380 1577801.0710 4702.28 4665.54 Plans 4698.00 4.28 Plans 4698.00 900 3032 E-1 BCS, Ph 1 1993 RD MH 534432.8232 1578192.1956 4702.84 4670.29 Plans 4629.69 73.15 Plans 4629.69 901 3033 E-1 BCS, Ph 1 1993 RD MH 534502.4833 1578067.5990 4702.12 4668.93 Plans 4698.12 4.00 Plans 4698.12 902 3034 E-1 BCS, Ph 1 1993 RD MH 534433.8801 1578308.3023 4703.33 4669.53 Plans 4699.41 3.92 Plans 4699.41 903 3035 E-1 BCS, Ph 1 1993 RD MH 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4884.33 -4.49 Plans 4884.33 915 3047 G-6 SID 239 D MH 520273.0626 1573545.1078 4875.41 GPS 4882.90 -7.49 Plans 4882.90 3048 G-6 SID 372 MH 520259.3775 1573916.6975 4874.13 GPS 3049 G-6 SID 372 MH 520621.9138 1573921.1845 4871.09 GPS 918 3050 G-6 SID 239 D MH 520625.4354 1573566.2186 4877.29 GPS 919 3051 G-6 SID 239 D MH 520876.3932 1573570.8233 4872.63 GPS 920 3052 G-6 SID 239 D MH 520987.9813 1573570.1931 4868.59 GPS 4880.04 -11.45 Plans 4880.04 921 3053 F/G-6 SID 227 1921 D MH 520981.1204 1573928.1714 4866.20 GPS 4874.28 -8.08 Plans 4874.28 3054 G-6 MH 521696.5931 1574352.3972 4844.88 GPS 923 3055 G-5, 6 SID 293 1935 D MH 521716.2020 1573586.0986 4856.88 4843.40 Plans 4850.00 6.88 Plans 4850.00 924 3056 G-5, 6 SID 293 1935 D MH 521722.5247 1573256.2093 4857.60 4845.19 Plans 4852.60 5.00 Plans 4852.60 925 3057 G-5, 6 SID 85 1915 D MH 521720.8429 1572915.9115 4843.41 GPS 4830.00 13.41 Plans 4830.00 3058 G-5 SID 99 MH 522500.0308 1574553.1053 4823.48 GPS 3059 G-5 MH 522861.1997 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4707.43 Plans 4717.58 42.42 Plans 4717.58 2821 G-2 MH 530929.2878 1574104.2698 4707.77 GPS 2822 G-3 MH 529123.9613 1574298.3580 4718.96 GPS 2823 G-3 MH 529132.1040 1574130.3310 4718.90 GPS 2824 G-3 MH 528422.3265 1574094.1668 4719.88 GPS 2825 G-3 MH 527417.6081 1574379.2818 4744.13 GPS 2826 G-3 MH 529474.9212 1573108.8321 4730.63 GPS 2827 G-3 MH 529649.4511 1573077.3101 4727.73 GPS 2828 G-3 MH 529732.4968 1573024.8576 4731.64 GPS 2829 G-3 MH 529922.8543 1574136.5641 4717.21 GPS 2830 G-3 MH 529976.9398 1574139.7542 4716.12 GPS 2831 G-3 MH 529968.5692 1574319.6725 4715.60 GPS 2832 J-0 MH 537809.2580 1567337.1002 4634.79 GPS 2833 J-0 MH 537191.9412 1567870.3163 4631.56 GPS 2834 I-1 MH 532915.9898 1567786.2866 4683.74 GPS 703 2835 H-3 BSD 1994 RD MH 528559.7803 1569747.9361 4737.78 GPS 4766.61 -28.83 Plans 4766.61 2836 H-3 MH 527923.6176 1569466.5452 4750.90 GPS 2837 F-9 MH 513422.1824 1574936.2959 4942.54 GPS 2838 F-9 MH 513064.7999 1574833.9707 4943.12 GPS 2839 J-3 MH 530178.3707 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RD CB 536119.9080 1566018.5314 4664.74 Plans 4660.05 4.69 Plans 4660.05 3449 2633 J-0 CCS, Ph 1 2002 RD CB 536132.2523 1565973.7487 4664.21 Plans 4658.81 5.40 Plans 4658.81 3450 2634 J-0 CCS, Ph 1 2002 RD CB 536167.0777 1565954.5218 4664.21 Plans 4660.20 4.01 Plans 4660.20 17CCP1 2635 J-0 CCS, Ph 1 2002 RD MH 536169.0431 1566023.1653 4664.20 Plans 4658.95 5.25 Plans 4658.95 3451 2636 J-0 CCS, Ph 1 2002 RD CB 536181.4256 1566061.9615 4664.22 Plans 4659.92 4.30 Plans 4659.92 3453 2637 J-0 CCS, Ph 1 2002 RD CB 535941.8556 1565549.2336 4667.49 Plans 4662.37 5.12 Plans 4662.37 3454 2638 J-0 CCS, Ph 1 2002 RD CB 535907.0479 1565567.5379 4667.49 Plans 4662.76 4.73 Plans 4662.76 2639 J-0 CB 537136.9986 1565258.9630 2640 J-0 CB 537076.7861 1565318.6204 2641 J-0 CB 537079.5565 1565259.7075 2642 J-0 CB 537141.0375 1564791.6189 2643 J-0 CB 537108.2160 1564791.9125 2644 J-0 CB 536285.6434 1565162.0344 2645 J-0 CB 536259.4042 1565161.3262 2646 J-0 CB 536270.3961 1565187.0718 2647 J-0 CB 537042.1775 1564984.2601 2648 J-0 CB 537042.7122 1564956.3768 2649 J-3 CB 530143.3516 1565801.1810 2650 L-3,K-3 CB 528182.5453 1561439.5341 2651 I-3 CB 528427.2970 1569041.1811 2652 I-3 CB 528430.0095 1569070.8702 3469 2653 I-3 BS, Ph 2 1995 RD CB 528750.1722 1569060.1896 4750.49 Plans 4747.99 2.50 Plans 4747.99 3470 2654 I-3 BS, Ph 2 1995 RD CB 528779.9671 1569046.6088 4750.49 Plans 4747.25 3.24 Plans 4747.25 2655 I-3 CB 529956.3227 1568880.8778 2656 I-3 CB 529921.8469 1568881.8577 2657 K-4 CB 527567.2869 1561864.9079 2658 K-4 CB 527568.2743 1561898.9736 2659 K-4 CB 527572.6759 1561583.9196 2660 K-4 CB 527572.0330 1561617.4414 3477 2661 L-4 VWS, Ph 1 2002 RD CB 525019.0247 1560329.0453 3478 2662 L-4 VWS, Ph 1 2002 RD CB 524981.3195 1560327.2966 3479 2663 L-4 VWS, Ph 1 2002 RD CB 525007.0414 1560697.1788 3480 2664 L-4 VWS, Ph 1 2002 RD CB 524970.9468 1560696.9993 2665 L-5 CB 525065.2540 1558688.8079 2666 L-5 CB 525027.5370 1558687.6742 483 2667 L-4 VWS, Ph 1 2002 RD CB 525035.2374 1559654.8781 484 2668 L-4 VWS, Ph 1 2002 RD CB 524999.1685 1559653.3658 2669 I-7 CB 518932.7170 1568312.6624 2670 G-9 WDS, Ph 3 2001 RD CB 511841.1111 1573530.0482 2671 G-9 WDS, Ph 3 2001 RD CB 511810.4122 1573505.1549 2672 G-9 WDS, Ph 3 2001 RD CB 511794.0998 1573585.7562 3489 2673 F-9 WMS, Ph 1 2002 RD CB 512291.9527 1576375.8036 3490 2674 F-9 WM,S Ph 1 2002 RD CB 512267.7007 1576356.9819 2675 I-2 CB 531441.9939 1568671.0325 2676 I-2 CB 531409.2134 1568669.1735 2677 I-2 CB 531417.9742 1568468.9582 2678 I-2 CB 531452.3477 1568473.3090 2679 I-2 CB 531560.2100 1568495.7843 2680 L-1,K1 CB 533137.8891 1562289.4440 2681 L-1,K1 CB 533139.5287 1562203.9487 2682 L-1,K1 CB 533200.3308 1561685.8010 2683 L-1,K1 CB 533172.4199 1561686.7014 2684 L-1,K1 CB 533125.6838 1561642.5288 2685 L-1,K1 CB 533126.5626 1561596.7058 2686 L-1,K1 CB 532933.2699 1561751.0285 2687 L-1,K1 CB 532882.4787 1561747.1830 2688 L-1,K1 CB 533207.7483 1561555.7045 2689 L-1,K1 CB 533176.6258 1561552.9541 2690 L-1,K1 CB 533175.0033 1561552.0000 2691 L-1,K1 CB 533525.1368 1561604.0423 2692 L-1,K1 CB 533525.8922 1561650.2043 2693 L-1,K1 CB 533572.6263 1561694.4793 2694 L-1,K1 CB 533602.1460 1561695.2505 2695 L-1,K1 CB 533607.4190 1561420.3124 2696 L-1,K1 CB 533576.2611 1561419.4072 2697 L-1,K1 CB 533541.4547 1561352.0820 2698 L-1,K1 CB 533542.5346 1561381.3296 2699 L-1,K1 CB 533139.0202 1561374.9237 2700 L-1,K1 CB 533579.7096 1561239.6004 2701 L-1,K1 CB 533609.2410 1561239.7566 2702 L-1,K1 CB 533647.4160 1560874.7952 2703 L-1,K1 CB 533616.3623 1560868.4569 2704 L-1,K1 CB 533828.9490 1560905.8630 2705 L-1,K1 CB 533856.8540 1560905.2700 2706 L-1,K1 CB 534221.9687 1560860.5876 2707 L-1,K1 CB 534249.8835 1560859.4822 2708 L-1,K1 CB 534452.5223 1560816.7085 2709 L-1,K1 CB 534480.1304 1560831.5950 2710 L-1,K1 CB 533566.0570 1562208.1292 2711 L-1,K1 CB 533538.1146 1562210.6699 2712 L-1,K1 CB 533536.5438 1562292.5773 2713 L-1,K1 CB 533560.0077 1562523.5599 2714 L-1,K1 CB 533589.5312 1562524.1261 3531 2715 G-3 EAI 2002 RD CB 531673.6106 1572252.3247 4712.52 4712.52 3532 2716 G-3 EAI 2002 RD CB 531656.5032 1572288.8124 4712.93 4712.93 3533 2717 G-3 EAI 2002 RD CB 531233.0249 1572211.0638 4716.79 4716.79 3534 2718 G-3 EAI 2002 RD CB 531233.9126 1572250.3575 4717.20 4717.20 2719 G-9 CB 513754.8854 1572816.1471 2720 G-9 CB 513756.3433 1572740.0813 2721 G-9 CB 513760.6386 1572515.9842 2722 G-9 CB 513762.0887 1572440.3284 2723 G-9 CB 513132.2620 1572427.0257 2724 G-9 CB 512499.1170 1572415.6079 Page 10 of 16 2422 K-5 SID 625 D PL 524102.2640 1561331.8453 4783.36 GPS 4798.50 -15.14 Plans 4798.50 2423 K-5 SID 625 D CB 523631.6381 1561316.7685 4786.57 GPS 2424 K-5 SID 625 D CB 523597.2034 1561315.5952 4786.61 GPS 3241 2425 K-5 VCBP 1996 RD CB 522998.6719 1561296.4244 4816.50 4798.09 Plans 4813.07 3.43 Plans 4813.07 3242 2426 K-5 SID 625 D CB 523033.5102 1561362.1102 4816.60 4798.06 Plans 4813.37 3.23 Plans 4813.37 3243 2427 K-5 VCBP 1996 RD CB 522729.0865 1561322.0194 4821.00 4804.00 Plans 4818.20 2.80 Plans 4818.20 3244 2428 K-5 VCBP 1996 RD CB 522758.6182 1561322.1756 4821.09 4803.73 Plans 4818.66 2.43 Plans 4818.66 3245 2429 K-5 VCBP 1996 RD CB 522771.0385 1561786.7660 4821.18 4801.07 Plans 4818.56 2.62 Plans 4818.56 3246 2430 K-5 VCBP 1996 RD CB 522742.9876 1561794.9448 4821.09 4799.91 Plans 4818.78 2.31 Plans 4818.78 3247 2431 K-5 VCBP 1996 RD CB 522711.6983 1562228.6496 4825.56 4801.69 Plans 4722.16 103.40 Plans 4722.16 3248 2432 K-5 VCBP 1996 RD CB 522737.7039 1562241.5570 4825.06 4801.73 Plans 4822.16 2.90 Plans 4822.16 7VCB 2433 K-5 VCBP 1996 RD MH 522757.9178 1562299.7836 4825.74 4807.12 Plans 4821.04 4.70 Plans 4821.04 6VCB 2434 K-5 VCBP 1996 RD MH 522892.3842 1562304.0033 4824.24 4804.33 Plans 4820.24 4.00 Plans 4820.24 3251 2435 K-5 MU 1994 RD CB 522699.4915 1562608.4705 4825.05 4805.66 Plans 3252 2436 K-5 MU 1994 RD CB 522704.1322 1562794.2800 4825.82 4807.57 Plans 3253 2437 K-5 MU 1994 RD CB 522730.5725 1562527.8460 4807.68 GPS 3254 2438 K-5 MU 1994 RD CB 522914.4125 1562524.2957 4802.55 GPS 3255 2439 K-5 SID 625 D CB 522964.0895 1562586.2664 4822.58 4803.17 Plans 4819.35 3.23 Plans 4819.35 3256 2440 K-5 SID 625 D CB 523000.1566 1562587.8811 4822.58 4801.77 Plans 4819.35 3.23 Plans 4819.35 3257 2441 K-5 NP 1996 RD CB 522909.6749 1563113.5671 4825.20 4815.48 Plans 4821.25 3.95 Plans 4821.25 3258 2442 K-5 NP 1996 RD CB 522920.2004 1563078.0810 4825.13 4816.77 Plans 4822.55 2.58 Plans 4822.55 3259 2443 K-5 NP 1996 RD CB 522676.5837 1563717.4312 4830.92 4822.00 Plans 4825.97 4.95 Plans 4825.97 3260 2444 K-5 NP 1996 RD CB 522640.5147 1563715.9192 4830.92 4822.55 Plans 4826.01 4.91 Plans 4826.01 2445 G-8 RD CB 515294.0846 1573153.6126 4916.79 GPS 2446 G-8 RD CB 515276.7430 1573202.3002 4916.48 GPS 2447 G-8 RD CB 516151.5748 1573359.5639 4903.16 GPS 2448 G-8 RD CB 516440.1052 1573544.1497 4898.22 GPS 2449 G-8 RD CB 516410.2490 1573560.9087 4898.35 GPS 2450 G-8 CB 516464.6883 1574230.5913 4899.15 GPS 2451 G-8 SID 553 D CB 516428.1808 1574251.9403 4913.54 4899.06 Plans 4910.01 3.53 Plans 4910.01 2452 G-8 SID 553 D CB 516414.3854 1574201.2203 4914.07 4900.62 Plans 4910.54 3.53 Plans 4910.54 2453 G-8 SID 553 D CB 516153.8737 1574181.3574 4917.19 4903.55 Plans 4913.66 3.53 Plans 4913.66 2454 G-8 CB 515917.2817 1574197.6411 4906.42 GPS 2455 G-8 SID 553 D CB 515878.3248 1574175.5637 4918.76 4908.47 Plans 4915.23 3.53 Plans 4915.23 2456 G-8 SID 553 D CB 515283.3705 1574226.3078 4929.55 4915.76 Plans 4926.02 3.53 Plans 4926.02 2457 G-8 SID 553 D CB 515282.9602 1574162.1023 4929.51 4915.49 Plans 4925.98 3.53 Plans 4925.98 2458 G-8 SID 553 D CB 515319.0492 1574162.5889 4929.30 4915.90 Plans 4925.77 3.53 Plans 4925.77 2459 G-8 SID 553 D CB 514626.9006 1574147.7854 4940.40 4924.27 Plans 4936.87 3.53 Plans 4936.87 2460 G-8 CB 514627.3286 1574211.0684 4923.15 GPS 2461 G-8 SID 553 D CB 514958.2060 1574155.2631 4933.10 4916.07 Plans 4929.57 3.53 Plans 4929.57 2462 G-8 CB 514390.1819 1572544.0489 4932.19 GPS 2463 G-8 CB 514385.5821 1572784.0355 4932.80 GPS 2464 G-8 CB 514391.7696 1572461.2171 4933.42 GPS 3281 2465 E-5 SID 190 1920 D CB 524651.6746 1577522.2768 4776.06 GPS 3282 2466 E-5 SID 190 1920 D CB 524608.8345 1577531.6085 4778.57 GPS 3283 2467 E-5 SID 190 1920 D CB 524593.3615 1577482.8053 4776.63 GPS 3292 2468 E-5 SID 190 1920 D CB 524267.3672 1577455.2281 4780.80 GPS 3293 2469 E-5 SID 190 1920 D CB 524268.6342 1577474.7371 4780.16 GPS 3284 2470 E-5 SID 190 1920 D CB 524286.0402 1577508.2972 4781.78 GPS 3285 2471 E-5 SID 190 1920 D CB 524285.7200 1577525.0069 4782.56 GPS 3286 2472 E-5 SID 190 1920 D CB 524251.3776 1577519.0161 4781.61 GPS 3287 2473 E-5 SID 190 1920 D CB 524254.8564 1577508.7251 4783.68 GPS 3288 2474 E-5 SID 190 1920 D CB 524231.9386 1577505.9274 4780.68 GPS 3289 2475 E-5 SID 190 1920 D CB 524216.0884 1577476.8067 4778.68 GPS 3290 2476 E-5 SID 190 1920 D CB 524232.5279 1577475.1733 4781.31 GPS 3291 2477 E-5 CB 524232.9188 1577454.7731 4785.36 GPS 3294 2478 E-5 SID 190 1920 D CB 523925.2163 1577500.1526 4788.26 GPS 3295 2479 E-5 SID 190 1920 D CB 523926.5108 1577518.2264 4785.94 GPS 3296 2480 E-5 SID 190 1920 D CB 523898.6349 1577517.2821 4785.13 GPS 3297 2481 E-5 SID 190 1920 D CB 523892.4335 1577498.3964 4791.20 GPS 3298 2482 E-5 SID 190 1920 D CB 523872.7961 1577495.6614 4795.07 GPS 3299 2483 E-5 SID 190 1920 D CB 523881.5256 1577468.2425 4790.59 GPS 2484 E-5 CB 523012.1379 1577284.1173 4800.70 GPS 2485 E-5 CB 523040.0530 1577283.0114 4799.72 GPS 2486 E-5 CB 524606.3085 1577920.3311 4779.80 GPS 2487 E-5 CB 524613.5746 1577969.2847 4781.21 GPS 2489 I-3 CB 528692.8004 1568030.1993 4733.62 GPS 3306 2490 I-3 BS, Ph 2 1995 RD CB 529959.5823 1568796.4387 4735.09 4714.68 Plans 4731.85 3.24 Plans 4731.85 3307 2491 I-3 BS, Ph 2 1995 RD CB 529923.5096 1568795.1319 4735.09 4714.99 Plans 4732.59 2.50 Plans 4732.59 3308 2492 I-3 BS, Ph 2 1995 RD CB 529630.7528 1568660.1006 4741.37 4722.73 Plans 4738.13 3.24 Plans 4738.13 3309 2493 I-3 BS, Ph 2 1995 RD CB 529601.5632 1568642.1074 4741.37 4722.56 Plans 4738.87 2.50 Plans 4738.87 3310 2494 I-3 AS, Ph 1 1985 RD CB 529916.6892 1568209.4378 4734.45 4716.70 Plans 4731.52 2.93 Plans 4731.52 3311 2495 I-3 AS, Ph 1 1985 RD CB 529982.2974 1568210.6956 4734.19 4716.11 Plans 4730.89 3.30 Plans 4730.89 2496 I-3 CB 530175.3806 1568152.8670 4717.15 GPS 2497 I-3 CB 530134.3774 1568151.9784 4716.28 GPS 2498 I-3 CB 530148.0188 1568039.5370 4718.33 GPS 2499 I-3 CB 530137.4370 1567478.8958 4712.49 GPS 3316 2500 D-7 HBR 1996 RD CB 517911.1899 1579491.0210 5015.40 5000.71 Plans 5013.00 2.40 Plans 5013.00 3317 2501 D-7 HBR 1996 RD CB 517875.0912 1579491.0473 5015.90 5001.10 Plans 5013.50 2.40 Plans 5013.50 2502 E-7 CB 517613.7587 1578315.1031 4956.62 GPS 2503 E-7 CB 516910.5684 1578362.8531 4906.70 GPS 2504 E-7 CB 517228.6040 1578549.0280 4957.72 GPS 2505 E-7 CB 517220.9921 1578518.1165 4958.35 GPS 2506 E-7 CB 518367.0351 1579335.6719 4996.54 GPS 2507 E-7 CB 518358.1662 1579370.3695 4996.10 GPS 2508 F-3 CB 527637.0161 1576886.3400 4744.17 GPS 2509 F-3 CB 527638.2203 1576823.4995 4744.77 GPS 2510 F-3 CB 527641.8525 1576548.3230 4751.50 GPS 2511 F-3 CB 527641.3753 1576487.6038 4744.10 GPS 2512 F-3 CB 527641.1753 1576155.5406 4744.10 GPS 2513 F-3 CB 527642.3795 1576092.7001 4740.48 GPS 2514 F-3 CB 527644.7038 1575800.1675 4741.52 GPS 2515 F-3 CB 527642.6551 1575735.8288 4741.14 GPS 2516 F-3 CB 527678.7103 1575738.0580 4740.43 GPS 2517 F-3 CB 527646.7179 1575438.2019 4741.44 GPS 2518 F-3 CB 527647.9261 1575375.1564 4741.95 GPS 2519 F-3 CB 527649.5573 1575033.1809 4745.64 GPS 2520 F-3 CB 528008.6472 1575046.1131 4743.23 GPS 2521 F-3 CB 528371.0311 1575058.3906 4735.87 GPS 2522 F-3 CB 528405.4735 1575059.1531 4734.78 GPS 2523 F-3 CB 528369.8288 1575121.1285 4735.11 GPS 2524 F-3 SID 424 CB 528364.6006 1575650.8050 4736.03 GPS 2525 F-3 SID 424 CB 528400.6852 1575651.4966 4735.75 GPS 2526 F-3 SID 424 CB 528364.1171 1575761.6530 4737.07 GPS 2527 F-3 SID 424 CB 528364.5335 1575825.5500 4735.72 GPS 2528 F-3 CB 528003.8094 1575812.2792 4738.96 GPS 2529 F-3 CB 528001.9133 1576168.0938 4738.30 GPS 2530 F-3 CB 528000.4888 1576499.3052 4740.36 GPS 2531 F-3 CB 527999.3022 1576561.2231 4740.77 GPS 2532 F-3 CB 527995.6582 1576837.0147 4743.73 GPS 2533 F-3 CB 527996.1100 1576899.0665 4742.87 GPS 2534 F-3 CB 528362.2073 1576118.1851 4735.60 GPS 2535 F-3 CB 528398.2958 1576118.6715 4735.12 GPS 2536 F-3 CB 528359.6041 1576510.9042 4736.03 GPS 2537 F-3 CB 528356.7223 1576575.6609 4736.99 GPS 2538 F-3 SID 424 CB 528355.1212 1576916.0985 4734.32 GPS 2539 F-3 SID 424 CB 528391.2175 1576916.1749 4734.35 GPS 2540 J-4 CB 526179.3528 1565961.8612 4768.15 GPS 2541 J-4 CB 526162.2529 1565997.9388 4768.05 GPS 3358 2542 J-4 WS 1996 RD CB 526136.9428 1565520.8995 4787.96 4769.40 Plans 4784.13 3.83 Plans 4784.13 3359 2543 J-4 WS 1996 RD CB 526134.6244 1565556.2351 4787.96 4769.55 Plans 4784.50 3.46 Plans 4784.50 2544 J-4 CB 527490.6533 1565347.7028 4755.25 GPS 2545 J-4 CB 527461.8670 1565736.5361 4751.98 GPS Page 9 of 16 2243 F-4 CB 525209.3307 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4789.26 GPS 1758 E-0 CB 537472.2501 1579784.2685 4759.50 GPS 2575 1759 E-0 BCS, Ph 3 1998 RD CB 537625.5047 1578636.4954 4733.89 4701.18 Plans 4728.81 5.08 Plans 4728.81 2576 1760 E-0 BCS, Ph 3 1998 RD CB 537594.7378 1578615.1909 4733.86 4701.23 Plans 4727.40 6.46 Plans 4727.40 2577 1761 E/F-0 BCS, Ph 2 1996 RD CB 536473.9669 1577850.1282 4698.40 4666.40 Plans 4695.30 3.10 Plans 4695.30 2578 1762 E/F-0 BCS, Ph 2 1996 RD CB 536504.7534 1577870.4076 4698.40 4665.51 Plans 4695.38 3.02 Plans 4695.38 1763 E-0,F-0 CB 537327.7001 1577137.9740 4654.49 GPS 1764 E-0,F-0 CB 537458.7330 1576807.5061 4652.13 GPS 1765 E-0,F-0 CB 536977.1331 1576851.7059 4653.61 GPS 2582 1766 E-1 BCS, Ph 1 1993 RD CB 535178.1099 1578943.9122 4714.57 4683.35 Plans 2583 1767 E-1 BCS, Ph 1 1993 RD CB 535216.3077 1578919.9295 4714.28 4682.19 Plans 2584 1768 E-1 BCS, Ph 1 1993 RD CB 535240.7255 1578501.8912 4708.35 4676.74 Plans 4705.22 3.13 Plans 4705.22 2585 1769 E-1 BCS, Ph 1 1993 RD CB 535204.6608 1578500.1748 4708.35 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4786.97 GPS 1600 D-5 CB 524660.1658 1580504.6245 4786.87 GPS 1601 D-5 CB 524807.5385 1580177.7462 4788.84 GPS 1602 D-5 CB 524293.4373 1581061.6296 4771.84 GPS 1603 D-5 CB 524469.9181 1580928.3099 4777.30 GPS 1604 D-5 CB 524371.3657 1580933.7030 4775.59 GPS 1605 D-5 CB 523817.2349 1581166.3385 4784.49 GPS 1606 D-5 CB 523780.8492 1581523.9551 4764.65 GPS 1607 D-5 CB 522946.0400 1582018.6678 4805.14 GPS 1608 D-5 CB 522686.7199 1582279.3079 4796.81 GPS 1609 D-5 CB 522720.6893 1582304.7760 4796.38 GPS 1610 D-5 CB 522915.3393 1581993.8776 4803.24 GPS 1611 D-6 CB 520256.5840 1579542.6231 4940.62 GPS in hospital area 1612 D-6 CB 520289.4651 1579539.2536 4940.94 GPS in hospital area 1613 D-6 CB 520237.4770 1579597.8400 4938.79 GPS in hospital area 1614 D-6 CB 520221.9490 1579637.5375 4941.04 GPS in hospital area 1615 D-6 CB 520732.8529 1580034.0477 4904.42 GPS in hospital area 1616 D-6 CB 520706.2813 1580050.6648 4904.62 GPS in hospital area 1617 D-6 CB 521038.8310 1579736.1525 4892.44 GPS in hospital area 1618 D-6 CB 521014.3062 1579731.5806 4892.59 GPS in hospital area 1619 D-6 CB 521207.2276 1579682.2577 4886.74 GPS in hospital area 1620 D-6 CB 521253.1952 1579766.6153 4885.24 GPS in hospital area 1621 D-6 CB 521474.7758 1579591.7032 4894.73 GPS in hospital area 1622 D-6 CB 521462.8904 1579869.4924 4884.11 GPS in hospital area 1623 D-6 CB 521495.4927 1579966.3102 4881.08 GPS in hospital area 1624 D-6 CB 521499.7726 1579828.5630 4882.39 GPS in hospital area 1625 D-6 CB 521480.1214 1579826.5457 4881.87 GPS in hospital area 1626 D-6 CB 521453.8955 1579825.1203 4883.36 GPS in hospital area 1627 D-6 CB 521630.9630 1579918.1427 4878.57 GPS in hospital area 1628 D-6 CB 521542.3167 1580005.9717 4879.75 GPS in hospital area 1629 D-6 CB 521646.4833 1579964.4857 4878.39 GPS in hospital area 1630 D-6 CB 521635.6578 1579930.0261 4879.13 GPS in hospital area 1631 D-6 CB 521697.1379 1580061.1365 4881.04 GPS in hospital area 1632 D-6 CB 521778.7127 1579999.8355 4877.86 GPS in hospital area 1633 D-6 CB 521449.1602 1580671.7967 4881.24 GPS in hospital area 1634 D-6 CB 521409.7262 1580674.6306 4881.13 GPS in hospital area 1635 D-6 CB 521364.5015 1580722.7837 4882.82 GPS in hospital area 1636 D-6 CB 521350.5862 1580763.9479 4882.87 GPS in hospital area 1637 D-6 CB 521375.7392 1580650.0850 4883.57 GPS in hospital area 1638 D-6 CB 521412.6941 1580605.3626 4883.92 GPS in hospital area 1639 D-6 CB 521515.1279 1580483.0328 4881.58 GPS in hospital area 1219 1640 D-5 HB 1985 RD CB 522107.1778 1580840.5888 4864.15 4846.83 Plans 4854.37 9.78 Plans 4854.37 25S647 1641 D-5 HB 1985 RD CB 522119.5490 1580794.3700 4863.80 4846.47 Plans 4855.67 8.13 Plans 4855.67 1642 D-5 HB 1985 CB 522687.6753 1580687.7303 4834.62 GPS 1643 D-5 HB 1985 CB 522695.3736 1580714.1309 4834.33 GPS 2460 1644 D-5 HB 1985 CB 523238.6030 1580451.0341 4816.02 GPS 2461 1645 D-5 HB 1985 CB 523249.6309 1580474.9347 4815.88 GPS 1646 B-5 CB 522170.5729 1586525.4030 4790.56 GPS 1647 B-5 CB 522158.4357 1586559.4227 4790.21 GPS 1648 C-5 CB 523352.4501 1582302.4185 4768.10 GPS 1649 C-5 CB 523377.8025 1582777.7162 4767.86 GPS Page 4 of 16 1348 G-5 CB 523964.5173 1571939.1465 4801.77 GPS 1349 G-5 CB 523963.3226 1572001.4747 4795.35 GPS 1350 G-5 CB 524023.3824 1571949.8120 4794.75 GPS 1351 G-5 CB 524113.7259 1571944.6727 4799.22 GPS 1352 G-5 CB 524311.8854 1571964.4690 4795.74 GPS 1353 G-5 CB 524309.3904 1572009.0310 4794.41 GPS 1354 G-4 CB 526379.3992 1573500.9310 4765.51 GPS 1355 F-4 CB 525421.2070 1576152.7890 4766.64 GPS 1356 F-4 CB 525381.8340 1576152.4447 4766.70 GPS 1357 F-4 CB 525364.1531 1576133.2365 4766.54 GPS 1358 F-4 CB 525364.8721 1576095.7166 4765.38 GPS 1359 F-4 CB 525379.9896 1576077.4446 4769.62 GPS 1360 F-4 CB 525419.3744 1576077.1738 4765.93 GPS 1361 F-4 MH 525399.8620 1575382.9399 4767.66 GPS 1362 F-4 MH 525367.2051 1575374.6228 4768.24 GPS 1363 F-4 MH 525346.5326 1575340.2822 4778.44 GPS 1364 F-4 SID 318 CB 525370.0424 1575055.3333 4764.71 GPS 1365 F-4 SID 318 CB 525352.3654 1575035.9201 4764.50 GPS 1366 F-4 SID 318 CB 525352.9646 1575004.6535 4764.45 GPS 1367 F-4 SID 318 CB 525371.3724 1574985.9317 4763.97 GPS 1368 F-4 SID 318 CB 525410.7257 1574987.3013 4762.65 GPS 1369 F-4 SID 318 CB 525411.0673 1575055.0941 4760.33 GPS 1370 E-4 CB 525360.9053 1577929.6625 4770.61 GPS 1371 E-4 CB 525405.1557 1577932.3563 4771.68 GPS 1372 E-4 CB 525359.8603 1577984.1996 4768.84 GPS 1373 E-4 CB 525739.3840 1577102.0473 4762.18 GPS 1374 E-4 CB 525752.2955 1577113.2677 4762.84 GPS 1375 E-4 CB 525783.4654 1577113.5573 4761.91 GPS 1376 E-4 CB 525745.3595 1577047.0920 4765.24 GPS 1377 E-4 CB 525783.2179 1577040.8439 4762.68 GPS 1378 E-4 CB 526670.2505 1577160.2896 4750.04 GPS 1379 F-4 SID 418 CB 527233.2810 1576805.6899 4748.18 GPS 1380 F-4 SID 418 CB 527235.8463 1576843.0676 4747.75 GPS 1381 F-4 SID 418 CB 527249.9072 1576537.4281 4750.05 GPS 1382 F-4 SID 418 CB 527249.5576 1576470.0455 4751.80 GPS 1383 F-4 CB 527239.6520 1576130.7202 4756.68 GPS 1384 F-4 CB 527263.5402 1576082.8766 4753.39 GPS 1385 F-4 CB 527259.4234 1575783.9647 4751.49 GPS 1386 F-4 CB 527252.2714 1575729.0656 4752.30 GPS 1387 F-4 SID 424 CB 527256.4010 1575427.9531 4749.34 GPS 1388 F-4 SID 424 CB 527260.9231 1575363.2276 4750.43 GPS 1389 G-4 CB 527296.3886 1574711.2742 4751.18 GPS 1390 G-4 CB 527263.0344 1574739.3491 4750.77 GPS 1391 G-4 CB 527260.9759 1574675.5231 4747.85 GPS 1392 G-4 CB 527303.9582 1574401.9210 4749.35 GPS 1393 G-4 CB 527269.4980 1574402.0809 4747.34 GPS 1394 G-4 CB 527267.4632 1574337.0248 4752.04 GPS 1395 G-4 CB 527305.1841 1574337.9528 4750.17 GPS 1396 G-4 CB 527313.4087 1574336.8798 4751.04 GPS 1397 G-4 CB 527324.0564 1574038.1483 4757.83 GPS 1398 G-4 CB 527273.4653 1574023.8471 4756.33 GPS 1399 G-4 CB 527278.7740 1573746.8566 4757.32 GPS 1400 H-7 CB 517491.5585 1571420.6596 4905.73 GPS 1401 H-7 CB 518110.3912 1571493.7450 4894.00 GPS 1402 G-7 SID 537 D CB 518126.9996 1571825.7159 4900.37 GPS 1403 G-7 SID 537 D CB 518189.5679 1571814.4039 4899.74 GPS 1404 G-7 SID 537 D CB 518130.5359 1572411.6623 4903.90 GPS 1405 G-7 SID 537 D CB 518166.6366 1572411.5338 4903.61 GPS 1406 G-7 SID 487 D CB 518150.7563 1573753.7353 4892.48 GPS 1407 G-7 SID 487 D CB 518073.8009 1573830.8151 4891.83 GPS 2224 1408 G-7 SID 447 RD CB 518144.7904 1574321.8606 4878.58 GPS 2225 1409 G-7 SID 447 RD CB 518144.3481 1574430.5570 4876.62 GPS 1410 G-7,F-7 CB 518083.4708 1574524.8660 4875.37 GPS 2227 1411 G-7,F-7 SID 447 RD CB 518045.2174 1574466.0885 4874.88 GPS 1412 G-7,F-7 CB 518073.8313 1574685.3800 4871.34 GPS 1413 F-7 CB 518136.9440 1575330.6148 4865.96 GPS 1414 F-7 CB 518069.6868 1575329.7362 4867.68 GPS 1415 F-7 CB 518165.2970 1575477.9098 4865.69 GPS 1416 F-7 CB 517985.6388 1576205.0462 4862.45 GPS 1417 F-7 CB 517934.0729 1576155.9612 4864.06 GPS 1418 F-7 CB 517454.1930 1576452.3699 4871.61 GPS 1419 F-7 CB 517339.6226 1576437.3554 4870.42 GPS 1420 E-7 CB 517019.6107 1577039.3561 4873.50 GPS 1421 E-7 CB 516952.6088 1577025.1507 4873.77 GPS 1422 E-7 CB 516819.8662 1577872.8653 4881.86 GPS 1423 E-7 CB 516890.7320 1577856.6868 4881.89 GPS 1424 E-7 CB 516798.2805 1578399.9790 4909.73 GPS 1425 E-7 CB 516910.1657 1578383.8686 4908.20 GPS 1426 E-7 CB 516766.7240 1578933.6700 4937.54 GPS 1427 E-7 CB 516703.2658 1578905.7907 4937.61 GPS 1428 E-7 CB 516656.7845 1579447.7077 4971.14 GPS 1429 E-7 CB 516682.8791 1579541.6325 4974.39 GPS 1430 E-7 CB 516555.9056 1579488.8468 4977.04 GPS 1431 H-7 CB 518168.4083 1571463.0661 4890.68 GPS 2251 1432 G-4/5 SID 353 D CB 524339.5218 1573005.1746 4797.25 GPS 2248 1433 G-4/5 SID 353 D CB 524337.5456 1573022.6730 4795.98 GPS 2249 1434 G-4/5 SID 353 D CB 524306.3285 1573024.8436 4796.27 GPS 2250 1435 G-4/5 SID 353 D CB 524306.7215 1573004.3409 4792.16 GPS 2253 1436 G-4/5 SID 353 D CB 524285.4537 1573001.0618 4790.36 GPS 2252 1437 G-4/5 SID 353 D CB 524289.2921 1572972.0109 4789.12 GPS 2254 1438 G-4/5 SID 353 D CB 524283.2991 1572942.2587 4791.44 GPS 2255 1439 G-4/5 SID 353 D CB 524303.3314 1572924.3886 4789.36 GPS 2259 1440 G-4/5 SID 353 D CB 523945.7153 1572920.0981 4788.40 GPS 2256 1441 G-4/5 SID 353 D CB 523932.3538 1572932.3533 4796.86 GPS 2257 1442 G-4/5 SID 353 D CB 523935.0488 1572962.9651 4795.54 GPS 2260 1443 G-4/5 SID 353 D CB 523982.0374 1572994.0158 4792.14 GPS 2261 1444 G-4/5 SID 353 D CB 523981.6758 1573012.8783 4794.24 GPS 2262 1445 G-4/5 SID 353 D CB 523950.5215 1573011.7684 4795.21 GPS 2263 1446 G-4/5 SID 353 D CB 523949.2271 1572993.6945 4793.56 GPS 1S353 1447 G-4/5 SID 353 D CB 523929.5662 1572992.1897 4793.17 GPS 2264 1448 G-4/5 SID 98 1915 D CB 523621.2546 1572983.7166 4799.29 GPS 2265 1449 G-4/5 SID 98 1915 D CB 523619.2509 1573002.6502 4798.76 GPS 2266 1450 G-4/5 SID 98 1915 D CB 523592.9976 1573002.6598 4799.04 GPS 2267 1451 G-4/5 SID 98 1915 D CB 523591.7268 1572983.3558 4798.58 GPS 2268 1452 G-4/5 SID 98 1915 D CB 523570.4295 1572981.6145 4798.94 GPS 2269 1453 G-4/5 SID 98 1915 D CB 523575.9514 1572950.3396 4802.94 GPS 2270 1454 G-4/5 SID 98 1915 D CB 523568.2946 1572921.7862 4795.57 GPS 2271 1455 G-4/5 SID 98 1915 D CB 523589.9593 1572904.3575 4797.43 GPS 2277 1456 G-5/6 SID 85 1915 D CB 523265.1944 1572898.2354 4802.68 GPS 2276 1457 G-5/6 SID 85 1915 D CB 523229.2078 1572892.4182 4802.85 GPS 2275 1458 G-5/6 SID 85 1915 D CB 523210.7882 1572911.7549 4803.53 GPS 2274 1459 G-5/6 SID 85 1915 D CB 523213.5008 1572941.4442 4805.20 GPS 2272 1460 G-5/6 SID 85 1915 D CB 523227.6811 1572972.0712 4806.42 GPS 2273 1461 G-5/6 SID 85 1915 D CB 523204.7201 1572971.5285 4809.92 GPS 2278 1462 G-5/6 SID 85 1915 D CB 522904.6467 1572961.2648 4814.71 GPS 2279 1463 G-5/6 SID 85 1915 D CB 522871.8148 1572962.0713 4814.05 GPS 2280 1464 G-5/6 SID 85 1915 D CB 522853.8058 1572959.9828 4813.79 GPS 2281 1465 G-5/6 SID 85 1915 D CB 522855.9864 1572931.8230 4815.40 GPS 2282 1466 G-5/6 SID 85 1915 D CB 522851.6257 1572902.5123 4815.02 GPS 2283 1467 G-5/6 SID 85 1915 D CB 522869.9255 1572889.4288 4815.23 GPS 2284 1468 G-5/6 SID 85 1915 D CB 522907.6427 1572890.5619 4814.56 GPS 1469 G-5 CB 522544.9992 1572891.7129 4824.33 GPS 1470 G-5 CB 522543.7304 1572872.3063 4824.07 GPS Page 3 of 16 1169 G-1 CB 533406.6163 1574204.7668 4697.95 GPS 1170 G-1 CB 533502.3064 1574006.2178 4703.09 GPS 1171 G-1 CB 533679.4302 1574010.5354 4700.37 GPS 1172 G-2 CB 532575.5942 1572533.0647 4687.70 GPS 1173 G-2 CB 531829.2873 1574231.7601 4693.22 GPS 1174 G-2 CB 531791.5744 1574230.4219 4692.68 GPS 1175 G-1,G-2 CB 532545.7580 1574432.2352 4686.97 GPS 1176 G-1,G-2 CB 532543.4204 1574468.5958 4686.59 GPS 1177 F-1 CB 532534.1387 1576494.0918 4681.84 GPS 1178 G-1 CB 533539.0496 1573801.3091 4700.53 GPS 1179 G-1 CB 532904.0129 1573033.2411 4701.01 GPS 1180 G-1 CB 532911.7521 1573057.4887 4701.34 GPS 1181 G-1 CB 532836.3069 1573055.8376 4702.78 GPS 1182 F-3 CB 529424.1080 1577301.4574 4717.66 GPS 1183 F-3 CB 529453.8419 1577205.4245 4720.36 GPS 1184 F-3 CB 529401.4201 1577201.0359 4718.20 GPS 1185 F-3 SID 424 CB 528353.3433 1577265.7621 4729.07 GPS 1186 F-3 SID 424 CB 528351.4046 1577195.6829 4732.04 GPS no num 1187 F-4 CB 527283.9564 1577158.1025 4743.60 GPS 2004 1188 E-3 SID 115 1916 D CB 527246.5203 1577142.3102 4745.53 GPS 1189 G-2 CB 530614.7486 1573393.5152 4722.95 GPS 1190 G-2 CB 530311.2496 1573476.5070 4725.15 GPS 1191 G-2 CB 530476.5834 1574181.6334 4712.69 GPS 1192 G-2 CB 530510.8292 1574192.6473 4713.46 GPS 1193 G-2 CB 530358.8712 1574330.6393 4708.80 GPS 2010 1194 G-2 WAL 1993 D CB 530390.0534 1574758.3595 4722.20 4703.20 Plans 4720.35 1.85 Plans 4720.35 2011 1195 G-2 WAL 1993 D CB 530675.7888 1574746.0942 4724.00 4708.74 Plans 4719.19 4.81 Plans 4719.19 2012 1196 G-2 WAL 1993 D CB 530820.1346 1574748.4504 4724.00 4707.39 Plans 4718.61 5.39 Plans 4718.61 2013 1197 G-2 WAL 1993 D CB 530981.1487 1574394.7634 4720.80 4702.68 Plans 4717.16 3.64 Plans 4717.16 2014 1198 G-2 WAL 1993 D DP 531051.7324 1574393.2447 4700.15 GPS 4713.95 -13.80 Plans 4713.95 2015 1199 G-2 WAL 1993 D CB 530845.0278 1574305.7047 4721.71 4704.65 Plans 4720.09 1.62 Plans 4720.09 1200 G-2 CB 530204.7852 1574065.9774 4713.17 GPS 1201 G-3 CB 529538.6215 1574236.9807 4728.45 GPS 1202 G-3 CB 529359.8174 1574234.6820 4724.08 GPS 1203 G-3 SID 535, 536 D CB 529104.3142 1574296.1354 4718.52 GPS 1204 G-3 SID 535, 536 D CB 529143.2509 1574319.2377 4718.99 GPS 1205 G-3 SID 535, 536 D CB 529149.1623 1574096.4061 4718.54 GPS 1206 G-3 SID 535, 536 D CB 529097.0863 1574073.9750 4718.65 GPS 1207 G-3 SID 535, 536 D CB 529096.3299 1574113.4424 4719.93 GPS 1208 G-3 CB 528772.2290 1574072.7739 4712.32 GPS 1209 G-3 CB 528735.4647 1574107.5519 4711.94 GPS 1210 G-3 CB 528465.8383 1574049.7759 4714.83 GPS 1211 G-3 CB 528447.5151 1574064.0895 4714.41 GPS could be catch basins or ends of culvert? 1212 G-3 CB 528433.2362 1574124.2182 4715.16 GPS could be catch basins or ends of culvert? 1213 G-3 CB 528379.5101 1574102.2681 4718.88 GPS 1214 G-3 CB 528380.2606 1574063.1081 4720.06 GPS 1215 G-3 CB 529466.3882 1573125.9996 4730.24 GPS 1216 G-3 CB 529652.2285 1573103.6162 4728.65 GPS 1217 G-3 CB 529638.0836 1573071.1442 4728.67 GPS 1218 G-3 CB 529866.0050 1573164.6290 4724.93 GPS 2035 1219 G-2/3 EAI 2002 RD CB 530030.0554 1572310.1437 4726.87 GPS 2036 1220 G-2/3 EAI 2002 RD CB 530105.4400 1572314.9727 4722.59 GPS 1221 G-2 PO 529941.9068 1573484.9133 4724.39 GPS 1222 G-2 PI 529938.5612 1573573.8630 4724.33 GPS 1223 G-2 CB 530079.9551 1573473.4071 4723.50 GPS 1224 G-3 CB 529902.0542 1574108.8870 4714.79 GPS 1225 G-3 CB 530004.3868 1574248.6760 4714.97 GPS 1226 G-3 SID 535, 536 CB 529877.1699 1574208.7045 4715.67 GPS 1227 I-0 CB 537822.9234 1567736.8955 4628.74 GPS 1228 I-0 CB 537809.7139 1567142.1621 4629.64 GPS 1229 I-0 CB 537767.1024 1567139.6017 4633.26 GPS 1230 I-0 CB 537548.9510 1567135.7269 4629.89 GPS 1231 I-0 CB 537483.3394 1567134.6740 4630.11 GPS 1232 I-0 CB 537344.8225 1567341.8349 4630.05 GPS 1233 I-0 CB 537341.1983 1567530.8670 4630.34 GPS 1234 I-0 CB 537335.8278 1567725.4033 4630.47 GPS 1235 I-0 CB 537540.8557 1567729.1291 4630.36 GPS 1236 I-0 CB 537097.8404 1567386.8363 4636.35 GPS 1237 I-1 CB 535420.4304 1568783.0935 4651.38 GPS 1238 I-1 CB 533038.0269 1567754.0670 4682.27 GPS 1239 I-1 CB 532916.2051 1567860.6396 4682.35 GPS 1240 I-1 CB 532914.5090 1567949.1080 4682.45 GPS 1241 H-3 CB 528376.8995 1569359.1474 4741.71 GPS 1242 H-3 CB 528378.6883 1569437.0177 4742.55 GPS 1243 H-3 CB 528558.7142 1569461.1841 4739.53 GPS 1244 H-3 CB 528384.6930 1569466.1546 4742.81 GPS 1245 F-9 CB 513387.3372 1574785.2864 4943.68 GPS 1246 F-9 CB 513021.9045 1574760.5414 4948.49 GPS 1247 F-9 CB 513142.5268 1576000.9681 4925.12 GPS 1248 J-3 HCS, Ph 1 1999 DP 528307.1655 1566235.3477 4731.88 GPS 1249 J-3 HCS, Ph 1 1999 CC 528259.4225 1566243.6619 4731.46 GPS 1250 J-3 HCS, Ph 1 1999 CC 528221.7017 1566242.7336 4731.54 GPS 1251 J-3 HCS, Ph 2 2000 San MH 529519.0336 1566185.7730 4722.80 GPS could be sanitary sewer MH (Ph 2 HCS) 1252 J-3 CB 530140.0672 1565801.3231 4722.10 GPS 1253 J-3 CB 530090.8336 1565801.8148 4721.80 GPS 1254 J-3 CB 530066.8879 1565852.6309 4722.51 GPS 1255 J-3 HCS, Ph 3 2001 DP 528825.8230 1566055.7789 4729.98 GPS 1256 J-3 HCS, Ph 2 2000 CC 528782.0170 1566029.9165 4729.87 GPS 1257 J-3 HCS, Ph 2 2000 CC 528742.6520 1566029.1617 4730.05 GPS 1258 J-3 HCS, Ph 2 2000 DP 528698.7172 1566095.5925 4728.00 GPS 1259 G-4 CB 524970.2457 1574683.5128 4779.27 GPS 1260 F-4 CB 524989.0798 1574642.5456 4782.67 GPS 1261 F-4 CB 525054.6844 1574644.0080 4783.05 GPS 2078 1262 G-4/5 SID 98 1915 D CB 525070.6288 1574068.8998 4786.74 GPS 2079 1263 G-4/5 SID 98 1915 D CB 525003.6197 1574055.1043 4788.63 GPS 2S98 1264 G-4/5 SID 98 1915 D CB 524989.6771 1574012.0733 4790.16 GPS 2081 1265 G-4/5 SID 98 1915 D CB 525008.0908 1573993.0441 4788.74 GPS 2082 1266 G-4/5 SID 98 1915 D CB 525070.0869 1574011.5634 4788.46 GPS 2083 1267 G-4/5 SID 353 D CB 525090.3806 1573466.3808 4789.62 GPS 2084 1268 G-4/5 SID 353 D CB 525098.3698 1573391.9793 4788.12 GPS 2085 1269 G-4/5 SID 353 D CB 525020.2093 1573360.7415 4786.67 GPS 2086 1270 G-4/5 SID 353 D CB 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GPS 1046 E-3 CB 528345.7043 1578092.5842 4733.51 GPS 1047 E-3 CB 528378.4947 1578093.9304 4733.03 GPS 1048 E-3 CB 528379.1272 1578060.9212 4733.86 GPS 1049 E-3 CB 528344.5064 1578412.0065 4727.40 GPS 1050 E-3 CB 528378.0903 1578371.9375 4727.27 GPS 1867 1051 F-5/6 SID 55 1912 D CB 524601.9421 1575322.5262 4781.90 GPS 1868 1052 F-5/6 SID 55 1912 D CB 524599.4807 1575365.3454 4780.68 GPS 1870 1053 F-5/6 SID 55 1912 D CB 524292.4719 1575288.9067 4794.13 GPS 1869 1054 F-5/6 SID 55 1912 D CB 524293.6995 1575310.4660 4790.32 GPS 1877 1055 F-5/6 SID 55 1912 D CB 523933.3884 1575275.5644 4796.91 GPS 1878 1056 F-5/6 SID 55 1912 D CB 523934.6062 1575297.6363 4794.56 GPS 1871 1057 F-5/6 SID 55 1912 D CB 523932.1448 1575340.4555 4803.80 GPS 1872 1058 F-5/6 SID 55 1912 D CB 523896.0227 1575341.7118 4793.54 GPS 1873 1059 F-5/6 SID 55 1912 D CB 523879.6540 1575339.6547 4793.19 GPS 1874 1060 F-5/6 SID 55 1912 D CB 523882.1075 1575297.2456 4791.14 GPS 1875 1061 F-5/6 SID 55 1912 D CB 523898.5293 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GPS 1890 1076 F-5/6 SID 55 1912 D CB 523162.2331 1575274.0152 4802.29 GPS 1891 1077 F-5/6 SID 55 1912 D CB 523178.6510 1575273.5093 4801.41 GPS 1892 1078 F-5/6 SID 55 1912 D CB 523179.0871 1575250.7513 4799.24 GPS 1895 1079 F-5/6 SID 55 1912 D CB 522852.6875 1575329.9214 4809.05 GPS 1896 1080 F-5/6 SID 55 1912 D CB 522816.6223 1575328.2047 4812.00 GPS 1897 1081 F-5/6 SID 55 1912 D CB 522819.5336 1575261.9098 4813.59 GPS 8S55 1082 F-5/6 SID 55 1912 D CB 522494.0376 1575293.9237 4823.98 GPS 1899 1083 F-5/6 SID 55 1912 D CB 522463.7477 1575247.7079 4826.54 GPS 1900 1084 F-5/6 SID 55 1912 D CB 522038.2335 1575275.9591 4834.43 GPS 1901 1085 F-5/6 SID 55 1912 D CB 522020.9907 1575233.8902 4831.54 GPS 1908 1086 F-5/6 SID 55 1912 D CB 521696.2645 1575225.7186 4837.12 GPS 1902 1087 F-5/6 SID 55 1912 D CB 521696.6179 1575292.8965 4835.43 GPS 1904 1088 F-5/6 SID 55 1912 D CB 521667.5497 1575268.5476 4842.19 GPS 1903 1089 F-5/6 SID 55 1912 D CB 521665.4635 1575291.7868 4837.74 GPS 1905 1090 F-5/6 SID 55 1912 D CB 521647.8985 1575266.5302 4835.89 GPS 1907 1091 F-5/6 SID 55 1912 D CB 521666.7582 1575224.2302 4836.16 GPS 1906 1092 F-5/6 SID 55 1912 D CB 521645.3960 1575225.8718 4837.70 GPS 1909 1093 F-6 SID 320 1938 D CB 521343.8155 1575208.6066 4840.72 GPS 1910 1094 F-6 SID 320 1938 D CB 521304.7073 1575280.0533 4842.53 GPS 1911 1095 F-6 SID 320 1938 D CB 521304.3912 1575210.9276 4838.09 GPS 1912 1096 F/G-6 SID 227 1921 D CB 520943.5426 1575204.0123 4846.73 GPS 1913 1097 F-6 SID 320 1938 D CB 520563.7574 1575243.3950 4849.64 GPS 1914 1098 F-6 SID 320 1938 D CB 520564.5629 1575201.3642 4848.28 GPS 1099 F-6 CB 520261.3556 1575183.3499 4849.42 GPS 1100 F-6 CB 520207.8488 1575235.5488 4848.03 GPS 1101 F-6 CB 520207.0789 1575190.1037 4849.77 GPS 1102 F-6 CB 519900.5890 1575172.1290 4858.82 GPS 1103 F-6 CB 519856.8784 1575226.8743 4855.15 GPS 1104 F-6 CB 519852.8103 1575182.2890 4855.54 GPS 1921 1105 F-6 SID 428 D CB 519548.5438 1575219.5296 4857.36 GPS 1922 1106 F-6 SID 428 D CB 519467.3931 1575173.0568 4860.00 GPS 1923 1107 F-6 SID 428 D CB 519390.7033 1575150.6666 4861.72 GPS 1108 F-7 CB 518244.2518 1574697.1578 4871.65 GPS 1109 I-6 CB 521293.8183 1568571.8512 4836.07 GPS 1110 I-5,I-6 CB 522131.9658 1567903.4918 4825.98 GPS 1111 I-5,I-6 CB 522129.4234 1567950.5142 4825.30 GPS 1112 E-4 CB 524858.6257 1579823.5907 4791.63 GPS Page 1 of 16 crew truck) 500 $50,000 $5,000 $65,000 Totals 143.4 $28,855 $68,358 $162,213 1Based on $200 per day 2Based on $300 per day for a mower, $700 per day for a backhoe/dump truck and $500 per day for a vactor truck Canal. • Construct new control structure and divert less water from the Gallatin River. 6-4 It is recommended that the City of Bozeman work towards establishing a focused storm water program, and a storm water utility to support the program. The following recommendations for instituting a storm water utility are for information purposes only, and the City will need to collectively determine the most appropriate course of action for funding storm water related activities. facilities. • Provides capital based on rate and amount of development. • Does not provide funding for operation and maintenance. • Impact fee study required prior to implementation. • City’s current decentralized storm water system not as adaptable to impact fees as sewer and water utilities. 5-10 this permit will determine whether current water quality continues to exceed MDEQ benchmark values or whether runoff quality will improve under Phase 2 implementation. Storm water quality is inherently highly variable. Higher concentrations of pollutants exist in the beginning of a discharge and fall off over time. The MDEQ benchmark values are based on median concentrations from a database developed by the EPA. By definition, approximately half of the samples would reasonably be expected to exceed these values. In addition, these values indicate the quality of the storm water discharged, rather than the quality of the receiving water. The exceedance of a benchmark value does not necessarily indicate stream water quality is impaired. Nevertheless, MDEQ is regulating in-pipe water quality. 4-33 $10,00 0 $10,00 0 $49,400 COB = City of Bozeman MSU – Montana State University MCM = Minimum Control Measure *Direct costs are exclusive of hours, and include material costs such as printing, presentation material, production cost for stencils, etc. 4.4 Reporting Requirements The City will be required to submit an annual report on permit-related activities to MDEQ. This report must include a discussion of the progress toward reduction of pollutants discharged and progress toward achievement of the measurable goals for each minimum control measure. This report must also include any sampling results and a summary of storm water activities that are planned for the upcoming reporting cycle. In addition, any proposed changes to the Storm Water Management Plan, including any BMPs or any applicable measurable goals, must be included with the annual report along with notice if the permittee is relying on another entity to satisfy permit obligations. 4-31 MCM = Minimum Control Measure *Direct costs are exclusive of hours, and include material costs such as printing, presentation material, production cost for stencils, etc. 4-27 Total Estimated Direct Cost for MCM No. 4 $20,000 $0 $0 $50,000 $50,000 $120,000 Total Estimated Cost for MCM No. 4 $22,100 $2,100 $2,100 $52,000 $52,000 $130,500 COB = City of Bozeman MCM – Minimum Control Measure 1No additional hours above current practices has been added for this activity. *Direct costs are exclusive of hours, and include material costs such as printing, presentation material, production cost for stencils, etc. **not in current application 4-24 Storm Water Runoff Control This minimum control measure is targeted at reducing runoff from construction sites. The City of Bozeman continues to grow rapidly and construction is ongoing at a significant level. Therefore, this minimum control measure is especially important in the City’s program. The following section shows the permit language in italics followed by text describing how the City plans to meet each requirement. Approximately $1,500 in direct costs would be required to provide test kits, cameras, gloves, GPS equipment, waders, etc. The plan must also address on-site sewage disposal systems that flow into the storm drainage system. permit required X Cooling water Never unless no chemicals added and has NPDES permit Permit required X X 4-17 $0 $0 $0 $0 $0 $0 Total Estimated Staff Hours for MCM No. 2 20 20 100 140 20 300 Total Estimated Staff Cost for MCM No. 2 $500 $500 $2,500 $3,500 $500 $7,500 Total Estimated Direct Costs for MCM No. 2 $ - $ - $ - $3,100 $ - $3,100 Total Estimated Cost of MCM No. 2 $500 $500 $2,500 $6,600 $500 $10,600 COB = City of Bozeman MCM = Minimum Control Measure MSU = Montana State University GLWQD = Gallatin Local Water Quality District *Direct costs are exclusive of hours, and include material costs such as printing, presentation material, production cost for stencils, etc. 4-14 Participation and Involvement The drivers for this minimum control measure are very similar to the drivers for Public Outreach and Education: raise public awareness of the storm water system so the public understands and supports the City storm water program. The permit reads: The Phase 2 NPDES permit is a programmatic permit. The MDEQ permit includes language about the tasks the permittee must complete and the permittee in the application chooses how and when to meet these requirements. The main body of the permit is split into six categories, called Minimum Control Measures (MCMs). Each of these is described in detail below. Yard Maintenance Aquatic Life Cold Water Fishery No The state is currently drafting a TMDL1 for the East Gallatin River; therefore, at this time, the future load allocation requirements are not known. However, other TMDLs in Montana can give some indication about potential future requirements. For example, the TMDL for Lake Helena was released in December 2005 and urban areas were listed as a potential source of impairment. Urban areas are subject to an 80% reduction for all pollutants. It should be noted that the TMDL also states, “This approach assumes that BMPs will be 1 TMDL = Total Maximum Daily Load. DEQ is required to develop Total Maximum Daily Loads (TMDL) for all water bodies on the 303(d) list. A TMDL is the total amount of a pollutant that a water body may receive from all sources without exceeding water quality standards. A TMDL can also be defined as a reduction in pollutant loading that results in meeting water quality standards. 3,053 3,052 3,052 Page 3 of 3 71.06 0.57 1.04 1,811 Broad-Crested Length = 10.00 ft. 72.06 0.57 1.03 1,802 Max. Headwater Depth = 0.30 ft. 73.06 0.56 1.02 1,793 74.06 0.56 1.01 1,784 BROAD-CRESTED WEIR 75.06 0.55 1.00 1,775 Weir Crest Elevation = 102.00 76.06 0.55 0.99 1,766 Peak Discharge = 4.358 cfs 77.06 0.54 0.98 1,756 Min. Required Discharge Rate = 4.267 cfs 78.06 0.54 0.98 1,746 Acceptable Percentage Above 79.06 0.53 0.97 1,736 Required Discharge Rate = 5.0 % 80.06 0.53 0.96 1,726 100-yr WSEL = 102.30 81.06 0.53 0.95 1,716 82.06 0.52 0.94 1,705 83.06 0.52 0.94 1,694 84.06 0.51 0.93 1,684 85.06 0.51 0.92 1,673 86.06 0.51 0.92 1,661 87.06 0.50 0.91 1,650 2,291 Discharge/Riser Pipe O.K. 10-yr Riser Elevation O.K. 10-yr Control Structure O.K. 100-yr Control Structure O.K. 2,260 WQ Control Structure O.K. 2,321 2,349 2,376 2,401 2,426 2,450 2,473 2,495 2,516 2,536 2,556 2,575 2,593 2,611 2,628 2,644 2,660 2,675 2,690 2,705 2,718 2,732 2,745 2,757 2,770 2,781 2,793 2,804 2,814 2,825 2,835 2,844 2,854 2,863 2,871 2,880 2,888 2,896 2,904 2,911 2,918 2,925 2,932 2,938 2,944 2,950 2,956 2,962 2,967 2,972 2,977 2,982 2,986 2,991 2,995 2,999 3,003 3,007 3,010 3,014 3,017 3,020 3,023 3,026 3,028 Page 2 of 3 2,082 2,498 2,121 2,159 3,054 2,228 Page 1 of 3 coverage area. Must provide a “water quality capture” area of ¼-inch per acre, to be released over a 40-hour period. In accordance with the Urban Drainage and Flood Control District’s guidelines. Runoff originating off-site may be “passed through” the site (i.e., around the on-site detention facilities). City of Loveland, Colorado Detain 10-year and 100-year peak runoff to the respective pre-development rates. Treatment in accordance with the Urban Drainage and Flood Control District’s guidelines is required. In accordance with the Urban Drainage and Flood Control District’s guidelines. City of Laramie, Wyoming Detain 100-year peak runoff to the 100-year pre-development rate. A “water quality” design storm will probably be added to address Phase 2 NPDES permit requirements. City of Sheridan, Wyoming Detain the 10-year peak runoff to the 10-year pre-development rate. Commercial areas are also required to detain the 100-year storm to the 100-year pre-development rate. Regulations are being updated to include the 100-year detention requirement for all new development. flood drainage and/or erosion problem area. Use SCS hydrograph or SWMM3 method for developments greater than 2 acres; otherwise the modified Rational Method may be used. Flow may not be concentrated onto downstream properties where sheet flow previously existed. Billings has a storm water utility. Kalispell, Montana Detain 10-year and 100-year peak runoff to the respective pre-development rates. Locate ponds at least 200 feet from any public facility where children can be expected to congregate. A storm water report addressing MPDES requirements is required for developments greater than 10,000 square feet. Use precipitation values in the MDT Hydrology Manual. Rational Method may be used for areas of 10 acres or less. For larger areas, consult the City Engineer. 3-4 ALLEY ALLEY ALLEY ALLEY LAMME 8TH ALLEY ALLEY ALLEY ALLEY ALLEY 10TH 5TH 4TH 3RD 6TH 7TH GRAND GRANT COLLEGE WILLSON HARRISON ALLEY 8TH GARFIELD TRACY HAYES CLEVELAND BLACK ARTHUR BOZEMAN ALLEY ALLEY ALLEY TRACY ALLEY 7TH ALLEY ALLEY ALLEY ALLEY ALLEY ALLEY 8TH BLACK DURSTON BABCOCK MAIN HUFFINE FALLON ROSE 25TH HUNTERS FERGUSON 27TH COTTONWOOD LILY VALLEY SANDERS TETON RESORT MEAGHER FOWLER DONNA WILDA DRIVEWAY ALLEY GREENWAY L GRIFFIN STORY MILL HILLSIDE GOLD DRIVEWAY GOLD DRIVEWAY DRIVEWAY DRIVEWAY Legend Flood Areas City Limits Streets Streams ² 0 0.5 1 2 Miles Figure Areas of 2.7-Known 1 Flooding this outfall could be used as a substitute. 2-17 100-yr 2.81 1.40 49.8% 1.68 59.9% 1.89 67.3% Note: These estimated runoff percentages are for comparison only, and do not account for either existing or future detention, retention or infiltration facilities. 2.4.2 Overall Model Results Summary The XP SWMM model was set up with four different scenarios: Base, Pre-Development, Existing, and Future. The scenarios allow comparison of the same area under different development conditions. The model requires a Base Scenario as a basis for creating and editing the other scenarios; in this model, the Base Scenario was repeated as the Existing scenario. Therefore, the three sets of conditions analyzed were Pre-Development, Existing, and Future conditions. Each scenario was modeled using the 2, 10, 25, 50, and 100-year, 24-hour design storm using the Bozeman area 24-hour unit hyetograph illustrated in Section 2.2.1. The 2-hour hyetograph was also entered into the model, but was not used in the analysis. 2-13 Park Co. Gallatin Co. Madison Co. Ea st G a llat i n R i v e r Bo z e m a n C r eek Bozeman Area Watershed 01234 0.5 Miles ² Bozeman for 2, 10, 25, 50, and 100 year recurrence intervals. The values used in the storm water model are tabulated below in Table 2.2-2 (Storm Depths for 2, 10, 25, 50, and 100 Year Recurrence Intervals). 2-2