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Reports - 05/01/2024
Potable Water Analysis For Montava Phase D submitted to: East Larimer County Water District May 1, 2024 748 Whalers Way Suite 200 Fort Collins, CO 80525 970.226.0557 main 970.226.0204 fax ideas@tstinc.com www.tstinc.com May 1, 2024 East Larimer County Water District 232 S Link Lane Fort Collins, CO 80524 Re: Montava Phase D Project No. 1230.0009.03 To whom it may concern: TST, Inc. Consulting Engineers (TST) is pleased to submit this Montava Phase D Potable Water Analysis to the East Larimer County (ELCO) Water District for review and approval. This report includes our analysis of the infrastructure requirements and our recommendations for providing potable water to this area while maintaining the intent for the Overall Montava Subdivision. Please review the attached report and provide any questions or comments at your earliest convenience. We appreciate the opportunity to be of service to the District and look forward to receiving your comments and moving forward on this project. Sincerely, TST, INC. Consulting Engineers Erika O’Rourke P.E. EKO/jrm I hereby certify that this report for the Montava Phase D Potable Water Analysis was prepared by me or under my direct supervision in accordance with the provisions of the East Larimer County Water District Specifications. _________________________ Erika K. O’Rourke Registered Professional Engineer State of Colorado No. 62921 Montava Phase D Potable Water Analysis TABLE OF CONTENTS 1.0 Introduction ........................................................................................................................ 1 1.1 Scope and Purpose ..................................................................................................... 1 1.2 Project Location and Description ................................................................................. 1 1.3 Existing Conditions ...................................................................................................... 2 2.0 Design Criteria & Assumptions ........................................................................................ 2 2.1 Potable Design Criteria and Assumptions ................................................................... 2 3.0 Proposed Utility Layout ..................................................................................................... 3 3.1 Proposed Conditions ................................................................................................... 3 4.0 Potable Water System Analysis & Modeling ................................................................... 3 4.1 Potable Water Demand Calculations .......................................................................... 3 4.2 Potable Water Modeling .............................................................................................. 4 4.3 Potable Water Modeling Results ................................................................................. 4 5.0 Conclusions & Recommendations ................................................................................... 4 6.0 Appendices ......................................................................................................................... 5 Montava Phase D Potable Water Analysis Page 1 1.0 Introduction 1.1 Scope and Purpose This report presents the results of the Potable Water Analysis for the Montava Phase D Subdivision located in Fort Collins, Colorado. This plan was prepared to accommodate the potable water needs for Montava Phase D while identifying the future needs for surrounding Montava Phases. Per the Montava Master Plan, certain assumptions were made concerning the ultimate development of the surrounding properties. Updates to this Master Plan will be needed as plans for the future development area are finalized and changes to the overall concept necessitate an update. The Montava Phase D Plans are designed to operate independently with the intent to expand into the additional Phases from the Master Plan. 1.2 Project Location and Description The proposed Montava Phase D Subdivision site is located west of N Giddings Rd between Richards Lake Rd and Mountain Vista Dr in Fort Collins, Colorado and consists of approximately 52 acres of undeveloped land. The proposed development contains 281 Single Family lots, Tracts intended for future multi-family development, and open space. Montava Phase D Potable Water Analysis Page 2 1.3 Existing Conditions The existing infrastructure around the Montava Subdivision includes a 24” East Larimer County (ELCO) main line located in Mountain Vista Dr., a 12” line located in N Giddings Rd ROW that continues along Richards Lake Rd., and a 24” line located in N Timberline Rd that continues north along the west boundary of the Overall Montava Subdivision. The 12” line located in N Giddings Rd ROW runs along the eastern boundary of Montava Phase D and will be utilized for servicing the potable system for this Phase. Existing pressures were determined from pressure logger data in the N Giddings Rd 12” line. The average pressure recorded from the pressure logger was 85 psi. The peak hour pressure from the logger was 78 psi. These pressures were used to calibrate the WaterCAD model and determine the HGL of the system. The existing pressure information can be found in Appendix A. 2.0 Design Criteria and Assumptions 2.1 Potable Design Criteria and Assumptions The proposed site is required to meet the ELCO Design Criteria and Hydraulic Analysis Parameters as stated below. Potable Design Criteria · Average Day Demand = 65 gal/day/cap · 2.35 people per single family and multifamily units · At peak hour demand the minimum residual pressure in the system must be 40 psi · For the maximum day demand + ISO fire flow the minimum residual pressure in the system must be 20 psi · Max Day Demand = 2 x Average Day Demand · Peak Hour Demand = 3 x Average Day Demand · All irrigation will be supplied from a separate non-potable system · All pipes are sized for a maximum water velocity of no greater than ten (10) feet per second (fps) at peak hour demand plus fire flow · Head loss in pipes twelve inches (12”) in diameter or less, at peak hour demand, shall not exceed ten (10) feet of head loss per 1,000 feet of pipe (10 ft/1,000 ft) Potable Assumptions – Phase D · Single Family has 12 dwelling units/acre · Multi-Family has 30 Dwelling units/acre · Fire flow provided from any one hydrant is 2,500 gpm for all multi-family locations · Fire flow provided from any one hydrant is 1,500 gpm for single family locations Potable Assumptions – Overall · Fire flow provided from any one hydrant is 2,500 gpm for all commercial/multi-family Montava Phase D Potable Water Analysis Page 3 locations · Fire flow provided from any one hydrant is 1,500 gpm for single family locations · All future phase residential densities are based on the Montava Development Standards Table 3.1-1 (Included in Appendix A). Maximum densities were utilized in an effort to be conservative · All future phase commercial square footage is based on the Montava Development Yield Estimate (Included in Appendix A) 3.0 Proposed Utility Layout 3.1 Proposed Conditions The proposed potable water layout for Phase D can be viewed in Appendix B. There will be 3 connections to the existing 12” ELCO waterline located in N Giddings Road. The proposed mainline consists of 8” PVC looped throughout the subdivision with stubs in multiple locations intended for connections to future Montava Phases. A 12” mainline will be necessary for the southwest portion of the site to accommodate the fire flows for the multi-family tracts and future commercial tracts to the south of the Phase D site. Phase D has been designed and modeled being mindful of the future phases and requirements for the Overall Montava Subdivision. An overall layout showing the locations and densities for future phases can be seen in Appendix B. The locations of future mainline looping is arbitrary and will need to be updated as the future phases progress. 4.0 Potable Water system Analysis and Modeling 4.1 Potable Water Demand Calculations The previously mentioned criteria and assumptions were used to calculate the average day potable water demands of each block or tract within Phase D. Peaking factors were used to determine the peak hour and max day demands. The overall Montava potable water demands were calculated to determine if any pipe upsizing would be required throughout Phase D to service the future phases. The potable water demand calculations can be seen in Appendix C. 4.2 Potable Water Modeling WaterCAD(10.03.02.75) was used to model the calculated demands to determine pressures and required pipe sizing within the proposed potable water layout. The model was calibrated using the information obtained from the pressure logger in N Giddings Rd which shows an average pressure of 85 psi within the existing 12” mainline. The pressure logger also showed a pressure of about 78 psi during the peak hour scenario. With the existing elevations of the waterline and the known pressures, HGLs for the Average Day and the Peak Hour/Max Day scenarios were determined. Montava Phase D Potable Water Analysis Page 4 The Montava Phase D Peak Hour Demand and Max Day Demand + Fire Flow were modeled separately within WaterCad(10.03.02.75). The two scenarios show the proposed layout of the waterline built from pipes and junctions. For the peak hour analysis, each tract/block (junction) was assigned the peak hour demand value calculated. For the max day analysis, each tract/block (junction) was assigned the max day demand calculated. Then, each proposed hydrant throughout the system was individually analyzed with a fire flow demand of 1,500 gpm. The hydrants near the future multi-family sites were analyzed with a fire flow demand of 2,500 gpm. The Overall Montava Peak Hour Demand and Max Day Demand + Fire Flow were also modeled within WaterCad(10.03.02.75) to verify that the Phase D design will meet all requirements during full buildout. The Overall Montava demands were assigned to nodes for each future phase. As each phase develops further, the overall model will need to be adjusted and re-analyzed. 4.3 Potable Water Modeling Results The results for all Phase D scenarios can be seen in Appendix D. The peak hour map (D1) shows the residual pressures at each junction for the peak hour scenario. Tables are provided for the peak hour scenario that summarize the results of every pipe and junction (D2, D3). All junctions maintain a residual pressure greater than 40 psi and all pipes have acceptable velocities and head losses. A max day fire flow report is provided (D4) to show the residual pressures and available flow at each hydrant during a fire event requiring 1,500 gpm or 2,500 gpm. Each hydrant satisfies the fire flow constraints of maintaining pressures of at least 20 psi and not exceeding velocities of 10 fps in pipes. The results for the Overall Montava Scenario can be seen in Appendix E. All requirements for pressures, velocities, and headlosses are met within the overall scenario as well. Based on these results, the proposed potable system can support the site plans for Montava Phase D while maintaining the East Larimer County Water District requirements and remaining cognizant of future Montava phasing. 5.0 Conclusions and Recommendations The Montava Phase D potable water system has been designed to meet the Design Criteria and to adequately service the development. If there are any questions or additional information needed, please do not hesitate to contact us. 6.0 Appendices Appendix A – Existing Conditions Appendix B – Proposed Conditions Appendix C – Demand Calculations Appendix D – Potable Water Modeling Results (Phase D) Appendix E – Potable Water Modeling Results (Overall) Appendix A Background Information 50 55 60 65 70 75 80 85 27 Wed Sep 2017 28 Thu 29 Fri 30 Sat 1 Sun 2 Mon 3 Tue 4 Wed Downloaded Data - Wednesday, October 4, 2017 Date/Time Giddings Road-Pressure/psig Date/Time Giddings Road-Pressure/psig Index Minimum Value 77.7 Average Value 84.3 Maximum Value 87.3 9/26/2017 11:21 83.9 0 9/26/2017 11:31 84.7 1 9/26/2017 11:41 84.4 2 9/26/2017 11:51 84.6 3 9/26/2017 12:01 85 4 9/26/2017 12:11 85.5 5 9/26/2017 12:21 85.2 6 9/26/2017 12:31 84.6 7 9/26/2017 12:41 84.9 8 9/26/2017 12:51 85.2 9 9/26/2017 13:01 85 10 9/26/2017 13:11 85.1 11 9/26/2017 13:21 85.6 12 9/26/2017 13:31 85.2 13 9/26/2017 13:41 84.9 14 9/26/2017 13:51 84.9 15 9/26/2017 14:01 84.5 16 9/26/2017 14:11 84.9 17 9/26/2017 14:21 86 18 9/26/2017 14:31 85.2 19 9/26/2017 14:41 85.3 20 9/26/2017 14:51 81.5 21 9/26/2017 15:01 80.9 22 9/26/2017 15:11 80.9 23 9/26/2017 15:21 80.9 24 9/26/2017 15:31 80.8 25 9/26/2017 15:41 80.6 26 9/26/2017 15:51 80.6 27 9/26/2017 16:01 80.6 28 9/26/2017 16:11 80.9 29 9/26/2017 16:21 80.7 30 9/26/2017 16:31 80.3 31 9/26/2017 16:41 80.6 32 9/26/2017 16:51 80.5 33 9/26/2017 17:01 80.6 34 9/26/2017 17:11 80.9 35 9/26/2017 17:21 80.6 36 9/26/2017 17:31 80.6 37 Block/Tract Land Use Area (acre) Assumed Density (DU/Acre)# of Units Average Day Demand (gpm) Max Day Demand (gpm)Peak Hour Demand (gpm) Occupancy (People/Unit) Gallons/Person /Day (gpcd) Max Day Factor Peak Hour Factor Tract AA Future MF 2.13 30 64 6.78 13.56 20.33 2.35 65 2 3 Tract P Future MF 1.74 30 52 5.54 11.07 16.61 Tract BB Future SF 2.43 14 34 3.61 7.22 10.83 Future A Future SF 4.20 14 59 6.24 12.47 18.71 Block 1 SF --40 4.24 8.49 12.73 Block 2 SF --17 1.80 3.61 5.41 Block 3 SF --31 3.29 6.58 9.87 Block 4 SF --38 4.03 8.06 12.09 Block 5 SF --17 1.80 3.61 5.41 Block 6 SF --18 1.91 3.82 5.73 Block 7 SF --39 4.14 8.27 12.41 Block 8 SF --60 6.36 12.73 19.09 Block 9 SF --8 0.85 1.70 2.55 Block 10 SF --13 1.38 2.76 4.14 Total - - - 490 51.97 103.94 155.91 AssumptionsMontava Phase D Potable Water Demand Calculations Appendix C Montava Subdivision Potable Water Design A B C D E F G H I J K L Development Type Occupancy (People/Unit)2 Gallons/Person/ Day (gpcd)2 Max. Day/ Avg. Factor2 Residential 2.35 65 2 Avg. gal/1000sf/min Max Day gal/1000sf/min School - - - 1750 - - - 1750 - - - - 3500 students Average demand Max Day Demand Peak Hour Demand 0.011 0.020 0.030 Assumptions Residential 0.6 Gallons/student/day7 Overall Montava Potable Water Demand Calculations Development Type Commercial/Office 83.8 359.1 Commercial/Office (Building 1000 sq ft) 16 Gallons per Student per minute Schools Peak Hour Demand gal/1000sf/min Total Demands (gpm) Peak HourAverage DayTotalDevelopment Type 38.9 Phase Dwelling Units Re s i d e n t i a l Dwelling Units 602 468 720 420420 231.78 282.1967.786 00 0 16.8 0 546 0 0 0 5982 dwelling units 0 380 320 406 560 510630 No n - R e s i d e n t i a l building (1000 sq ft)598.56 Total Demand (gallons per minute) Fire Flows Minimum Flow at 20 psi 1,500 gpm 2,500 gpm Single-Family Residential Multi-Family Residential & Commercial Peak Hour/ Avg. Factor 3 Non-Residential 1464.8 0.1 0.2 Max Day (gpm) 1269.1 125.7 70.0 (gpm) (gpm) 634.5 1903.6 757.2 2367.8 105.0 Appendix C Scenario: Peak Hour P-15 P-E2 P-E1 P-14 P -7 P-6 P-1 0 P-49 P-1 5 P-8 P-5 0 P-48 P -5 P-42 P -3 P -3 6 P-44 P-33 P-3 2 P-59 P-4 3 P-45 P-57 P-37 P-5 4 P-3 1 P-60 P-1 9 P -4 P-5 6 P-40 P-1 2 P-55 P-5 3 P-3 4 P-22 P-29 P-35 P - 4 7 P -30 P-2 4 P-2 8 P-2 7 P-1 3 P-26 P-25 P -5 2 P-6 1 P -2 0 P-4 6 P-2 3 P-1 1 P-41 P-2 1 P-9 P-5 8 P-18 P-17 P-33 P-1 6 0.05 ft/s 0.09 ft/s 0.19 ft/s 0.05 ft/s 0.0 8 ft/s 0.0 8 ft/s 0.1 0 ft/s 0.02 ft/s 0.0 2 ft/s 0.08 ft/s 0.0 4 ft/s 0.01 ft/s 0.08 ft/s 0.07 ft/s 0.1 4 ft/s 0.09 ft/s 0.05 ft/s 0.1 2 ft/s 0.02 ft/s 0.00 ft/s 0.0 3 ft/s 0.1 5 ft/s 0.00 ft/s 0.14 ft/s 0.0 0 ft/s 0.2 0 ft/s 0.0 0 ft/s 0.0 2 ft/s 0.0 8 ft/s 0.0 0 ft/s 0.19 ft/s 0.1 3 ft/s 0.00 ft/s 0.0 9 ft/ s 0.05 ft/s 0.02 ft/s 0.1 4 ft/s 0.05 ft/s 0 .0 4 ft/s 0.1 4 ft/s 0.09 ft/s 0.2 4 ft/s 0.2 4 ft/s 0.1 3 ft/s 0.0 9 ft/s 0.09 ft/s 0.1 0 ft/s 0.09 ft/s 0.01 ft/s 0.0 4 ft/s 0.10 ft/s 0.1 0 ft/s 0.19 ft/s 0.0 1 ft/s 0.1 9 ft/s 0. 0 0 ft/s 0.02 ft/s 0.0 2 ft/s 0.05 ft/s 0.0 5 ft/s 8.0 in 12.0 in 12.0 in 8.0 in 1 2.0 in 1 2.0 in 8.0 in 8.0 in 8.0 in 12.0 in 8.0 in 8.0 in 12.0 in 8.0 in 1 2.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 1 2.0 in 8.0 in 8.0 in 8.0 in 1 2.0 in 1 2.0 in 8.0 in 8.0 in 12.0 in 8 .0 in 8.0 in 8. 0 in 8.0 in 8.0 in 8 . 0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8. 0 in 8.0 in 8.0 in 36.0 in 8.0 in Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 4/25/2024 WaterCAD [10.03.02.75] Bentley Systems, Inc. Haestad Methods Solution CenterMONTAVA PHASE D.wtg Scenario: Peak Hour Current Time Step: 0.000 h FlexTable: Junction Table K:\1230\0009\04 Design Calculations\Potable Water\WaterCAD\MONTAVA PHASE D.wtg ID Label Elevation (ft)Zone Demand Collection Demand (gpm) Hydraulic Grade (ft) Pressure (psi) 30 J-1 4,997.00 <None><Collection: 0 items>0 5,215.00 94 31 J-2 4,999.00 <None><Collection: 0 items>0 5,214.99 93 33 J-3 5,002.00 <None><Collection: 0 items>0 5,214.99 92 35 J-4 5,001.00 <None><Collection: 0 items>0 5,214.98 93 37 BLOCK 3 5,002.00 <None><Collection: 1 item>10 5,214.97 92 39 J-6 5,003.00 <None><Collection: 0 items>0 5,214.97 92 41 J-7 5,008.00 <None><Collection: 0 items>0 5,214.97 90 43 J-8 5,008.50 <None><Collection: 0 items>0 5,214.97 89 45 BLOCK 2 5,006.00 <None><Collection: 1 item>5 5,214.97 90 47 BLOCK 6 5,000.00 <None><Collection: 1 item>6 5,214.97 93 49 J-11 5,002.50 <None><Collection: 0 items>0 5,214.97 92 51 BLOCK 8 5,003.00 <None><Collection: 1 item>19 5,214.97 92 53 J-13 5,000.00 <None><Collection: 0 items>0 5,214.98 93 55 J-14 5,000.00 <None><Collection: 0 items>0 5,214.99 93 57 J-15 4,997.00 <None><Collection: 0 items>0 5,215.00 94 61 BLOCK 9 4,999.00 <None><Collection: 1 item>3 5,214.99 93 63 BLOCK 10 5,002.00 <None><Collection: 1 item>4 5,214.99 92 65 J-18 5,001.50 <None><Collection: 0 items>0 5,214.99 92 71 J-20 5,000.00 <None><Collection: 0 items>0 5,214.97 93 74 BLOCK 4 5,002.00 <None><Collection: 1 item>12 5,214.97 92 76 J-22 5,001.00 <None><Collection: 0 items>0 5,214.97 93 82 J-23 5,010.00 <None><Collection: 0 items>0 5,214.99 89 85 J-24 5,001.00 <None><Collection: 0 items>0 5,215.00 93 92 J-25 5,009.00 <None><Collection: 0 items>0 5,214.97 89 94 J-26 5,005.17 <None><Collection: 0 items>0 5,214.98 91 107 BLOCK 1 5,005.02 <None><Collection: 1 item>13 5,214.97 91 120 BLOCK 5 5,001.75 <None><Collection: 1 item>5 5,214.97 92 132 TRACT AA 4,998.48 <None><Collection: 1 item>19 5,214.99 94 135 TRACT BB 4,999.26 <None><Collection: 1 item>9 5,214.99 93 139 FUTURE A 5,001.20 <None><Collection: 1 item>16 5,214.99 92 142 TRACT P 5,000.00 <None><Collection: 1 item>16 5,214.97 93 146 BLOCK 7 5,000.00 <None><Collection: 1 item>12 5,214.97 93 149 J-41 5,015.00 <None><Collection: 0 items>0 5,214.97 87 216 J-44 4,999.00 <None><Collection: 0 items>0 5,214.99 93 218 J-45 4,999.00 <None><Collection: 0 items>0 5,214.99 93 220 J-46 5,002.00 <None><Collection: 0 items>0 5,214.99 92 222 J-47 5,003.00 <None><Collection: 0 items>0 5,214.97 92 224 J-48 5,009.00 <None><Collection: 0 items>0 5,214.97 89 Page 1 of 1 4/25/2024file:///C:/Users/eorourke/AppData/Local/Temp/Bentley/WaterCAD/ssalxagd.xml Scenario: Peak Hour Current Time Step: 0.000 h FlexTable: Pipe Table K:\1230\0009\04 Design Calculations\Potable Water\WaterCAD\MONTAVA PHASE D.wtg ID Length (Scaled) (ft) Start Node Stop Node Diameter (in)Material Hazen- Williams C Velocity (ft/s) Headloss Gradient (ft/1000ft) Has User Defined Length? Length (User Defined) (ft) 38 388 J-4 BLOCK 3 8.0 PVC 150.0 0.09 0.005 False 0 40 143 BLOCK 3 J-6 8.0 PVC 150.0 0.13 0.010 False 0 46 304 J-8 BLOCK 2 8.0 PVC 150.0 0.02 0.000 False 0 59 258 J-1 J-15 12.0 PVC 150.0 0.23 0.019 False 0 62 253 BLOCK 9 J-14 8.0 PVC 150.0 0.02 0.000 False 0 64 357 J-14 BLOCK 10 8.0 PVC 150.0 0.12 0.008 False 0 70 136 BLOCK 10 J-18 8.0 PVC 150.0 0.09 0.007 False 0 72 399 BLOCK 8 J-20 8.0 PVC 150.0 0.07 0.002 False 0 77 294 BLOCK 4 J-22 8.0 PVC 150.0 0.01 0.000 False 0 78 391 J-22 BLOCK 6 8.0 PVC 150.0 0.04 0.001 False 0 80 438 J-7 BLOCK 2 8.0 PVC 150.0 0.02 0.000 False 0 81 109 BLOCK 4 J-22 8.0 PVC 150.0 0.02 0.000 False 0 86 315 J-1 J-24 12.0 PVC 150.0 0.19 0.014 False 0 87 1,438 J-24 J-23 12.0 PVC 150.0 0.09 0.003 False 0 90 129 HGL-5215 J-1 36.0 PVC 150.0 0.05 0.000 False 0 93 155 J-8 J-25 8.0 PVC 150.0 0.00 0.000 False 0 96 325 J-26 J-11 8.0 PVC 150.0 0.19 0.021 False 0 108 207 J-6 BLOCK 1 8.0 PVC 150.0 0.13 0.009 False 0 122 295 BLOCK 5 BLOCK 6 8.0 PVC 150.0 0.02 0.000 False 0 134 139 TRACT AA J-2 12.0 PVC 150.0 0.08 0.000 False 0 137 284 TRACT BB J-15 8.0 PVC 150.0 0.20 0.024 False 0 140 163 J-18 FUTURE A 8.0 PVC 150.0 0.14 0.012 False 0 141 109 FUTURE A J-24 8.0 PVC 150.0 0.24 0.031 False 0 145 412 TRACT P J-13 8.0 PVC 150.0 0.15 0.013 False 0 147 405 J-20 BLOCK 7 8.0 PVC 150.0 0.03 0.001 False 0 148 187 BLOCK 7 TRACT P 8.0 PVC 150.0 0.05 0.003 False 0 150 392 J-25 J-41 8.0 PVC 150.0 0.00 0.000 False 0 159 58 J-15 H-3 12.0 PVC 150.0 0.14 0.008 False 0 160 334 H-3 TRACT AA 12.0 PVC 150.0 0.14 0.007 False 0 162 65 J-2 H-4 12.0 PVC 150.0 0.08 0.008 False 0 165 395 H-4 H-5 12.0 PVC 150.0 0.08 0.002 False 0 166 54 H-5 J-3 12.0 PVC 150.0 0.08 0.009 False 0 168 264 J-3 H-6 12.0 PVC 150.0 0.08 0.002 False 0 169 649 H-6 J-4 8.0 PVC 150.0 0.19 0.021 False 0 171 42 J-4 H-7 8.0 PVC 150.0 0.10 0.012 False 0 172 228 H-7 BLOCK 3 8.0 PVC 150.0 0.10 0.006 False 0 174 92 BLOCK 1 H-8 8.0 PVC 150.0 0.05 0.000 False 0 177 244 H-8 H-9 8.0 PVC 150.0 0.05 0.002 False 0 178 131 H-9 J-7 8.0 PVC 150.0 0.05 0.004 False 0 180 108 J-7 H-10 8.0 PVC 150.0 0.02 0.000 False 0 181 22 H-10 J-8 8.0 PVC 150.0 0.02 0.000 False 0 183 173 BLOCK 2 H-11 8.0 PVC 150.0 0.01 0.000 False 0 184 66 H-11 BLOCK 5 8.0 PVC 150.0 0.01 0.000 False 0 186 12 BLOCK 6 H-12 8.0 PVC 150.0 0.10 0.000 False 0 187 346 H-12 J-11 8.0 PVC 150.0 0.10 0.007 False 0 189 273 J-20 H-13 8.0 PVC 150.0 0.04 0.002 False 0 190 386 H-13 BLOCK 4 8.0 PVC 150.0 0.04 0.001 False 0 192 22 J-11 H-14 8.0 PVC 150.0 0.09 0.022 False 0 193 100 H-14 BLOCK 8 8.0 PVC 150.0 0.09 0.005 False 0 195 161 BLOCK 8 H-15 8.0 PVC 150.0 0.09 0.006 False 0 196 603 H-15 J-13 8.0 PVC 150.0 0.09 0.006 False 0 198 25 J-13 H-16 8.0 PVC 150.0 0.24 0.039 False 0 199 295 H-16 J-14 8.0 PVC 150.0 0.24 0.033 False 0 201 15 J-14 H-17 8.0 PVC 150.0 0.14 0.000 False 0 202 148 H-17 TRACT BB 8.0 PVC 150.0 0.14 0.013 False 0 204 35 BLOCK 10 H-18 8.0 PVC 150.0 0.05 0.000 False 0 205 341 H-18 J-18 8.0 PVC 150.0 0.05 0.003 False 0 210 262 J-23 H-19 8.0 PVC 150.0 0.19 0.022 False 0 211 329 H-19 J-26 8.0 PVC 150.0 0.19 0.021 False 0 217 93 J-44 J-2 12.0 PVC 150.0 0.00 0.000 False 0 219 113 J-2 J-45 12.0 PVC 150.0 0.00 0.000 False 0 221 90 J-46 J-3 12.0 PVC 150.0 0.00 0.000 False 0 223 184 J-47 J-6 8.0 PVC 150.0 0.00 0.000 False 0 225 67 J-25 J-48 8.0 PVC 150.0 0.00 0.000 False 0 Page 1 of 1 4/25/2024file:///C:/Users/eorourke/AppData/Local/Temp/Bentley/WaterCAD/ybfx34vz.xml Scenario: Max Day + Fire Flow Current Time Step: 0.000 h Fire Flow Node FlexTable: Fire Flow Report K:\1230\0009\04 Design Calculations\Potable Water\WaterCAD\MONTAVA PHASE D.wtg Label Zone Fire Flow Iterations Satisfies Fire Flow Constraints? Fire Flow (Needed) (gpm) Fire Flow (Available) (gpm) Flow (Total Needed) (gpm) Flow (Total Available) (gpm) Pressure (Residual Lower Limit) (psi) Pressure (Calculated Residual) (psi) H-3 <None>2 True 1,500 3,500 1,500 3,500 20 92 H-4 <None>2 True 2,500 3,500 2,500 3,500 20 88 H-5 <None>2 True 2,500 3,500 2,500 3,500 20 85 H-6 <None>2 True 2,500 3,500 2,500 3,500 20 83 H-7 <None>3 True 1,500 2,250 1,500 2,250 20 82 H-8 <None>3 True 1,500 3,073 1,500 3,073 20 71 H-9 <None>3 True 1,500 2,879 1,500 2,879 20 73 H-10 <None>3 True 1,500 2,611 1,500 2,611 20 74 H-11 <None>3 True 1,500 2,482 1,500 2,482 20 81 H-12 <None>3 True 1,500 2,992 1,500 2,992 20 82 H-13 <None>3 True 1,500 2,599 1,500 2,599 20 81 H-14 <None>3 True 1,500 2,643 1,500 2,643 20 85 H-15 <None>3 True 1,500 2,534 1,500 2,534 20 84 H-16 <None>3 True 1,500 2,686 1,500 2,686 20 86 H-17 <None>3 True 1,500 2,753 1,500 2,753 20 89 H-18 <None>3 True 1,500 2,176 1,500 2,176 20 88 H-19 <None>3 True 1,500 2,589 1,500 2,589 20 82 J-1 <None>2 True 1,500 3,500 1,500 3,500 20 94 J-2 <None>2 True 2,500 3,500 2,500 3,500 20 88 J-3 <None>2 True 2,500 3,500 2,500 3,500 20 84 J-4 <None>3 True 1,500 2,542 1,500 2,542 20 80 BLOCK 3 <None>3 True 1,500 2,623 1,507 2,630 20 79 J-6 <None>3 True 1,500 2,758 1,500 2,758 20 76 J-7 <None>3 True 1,500 2,750 1,500 2,750 20 74 J-8 <None>3 True 1,500 2,700 1,500 2,700 20 73 BLOCK 2 <None>3 True 1,500 2,637 1,504 2,640 20 77 BLOCK 6 <None>3 True 1,500 3,345 1,504 3,349 20 79 J-11 <None>2 True 1,500 3,500 1,500 3,500 20 80 BLOCK 8 <None>3 True 1,500 3,293 1,513 3,306 20 81 J-13 <None>3 True 1,500 2,741 1,500 2,741 20 86 J-14 <None>2 True 1,500 3,500 1,500 3,500 20 87 J-15 <None>2 True 1,500 3,500 1,500 3,500 20 93 BLOCK 9 <None>3 True 1,500 1,565 1,502 1,567 20 88 BLOCK 10 <None>3 True 1,500 2,795 1,503 2,798 20 87 J-18 <None>3 True 1,500 2,621 1,500 2,621 20 88 J-20 <None>3 True 1,500 3,275 1,500 3,275 20 80 BLOCK 4 <None>3 True 1,500 2,873 1,508 2,881 20 78 J-22 <None>3 True 1,500 2,783 1,500 2,783 20 79 J-23 <None>2 True 1,500 3,500 1,500 3,500 20 80 J-24 <None>2 True 1,500 3,500 1,500 3,500 20 91 J-25 <None>3 True 1,500 1,567 1,500 1,567 20 81 J-26 <None>3 True 1,500 3,046 1,500 3,046 20 80 BLOCK 1 <None>3 True 1,500 2,970 1,508 2,978 20 72 BLOCK 5 <None>3 True 1,500 2,425 1,504 2,429 20 82 TRACT AA <None>2 True 2,500 3,500 2,513 3,513 20 90 TRACT BB <None>3 True 1,500 2,889 1,506 2,895 20 89 FUTURE A <None>3 True 1,500 2,161 1,511 2,172 20 90 TRACT P <None>3 True 2,500 2,709 2,510 2,720 20 81 BLOCK 7 <None>3 True 1,500 3,064 1,508 3,072 20 78 J-41 <None>3 True 1,500 1,567 1,500 1,567 20 74 J-44 <None>2 True 1,500 3,500 1,500 3,500 20 88 J-45 <None>2 True 1,500 3,500 1,500 3,500 20 88 J-46 <None>2 True 1,500 3,500 1,500 3,500 20 84 J-47 <None>3 True 1,500 1,567 1,500 1,567 20 84 J-48 <None>3 True 1,500 1,567 1,500 1,567 20 80 Page 1 of 1 4/25/2024file:///C:/Users/eorourke/AppData/Local/Temp/Bentley/WaterCAD/cavgu1w0.xml Scenario: Peak Hour 8.0 in 8.0 in 8.0 in 12.0 in 12.0 in24.0 in 24.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 24.0 in 12.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 3 6.0 in 8.0 in 8.0 in 12.0 in 12.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 8.0 in 12.0 in 8.0 in 8.0 in 8.0 in 12.0 in 8.0 in8.0 in 12.0 in 12.0 in 8.0 in 12.0 in 8.0 in 8.0 in 8.0 in 8.0 in 12.0 in 12.0 in 8.0 in 8.0 in 12.0 in 12.0 in 12.0 in 8.0 in 10.0 in 10.0 in 8.0 in Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 4/25/2024 WaterCAD [10.03.02.75] Bentley Systems, Inc. Haestad Methods Solution CenterMONTAVA FULL BUILDOUT.wtg Scenario: Peak Hour Current Time Step: 0.000 h FlexTable: Junction Table K:\1230\0009\04 Design Calculations\Potable Water\WaterCAD\MONTAVA FULL BUILDOUT.wtg ID Label Elevation (ft)Zone Demand Collection Demand (gpm) Hydraulic Grade (ft) Pressure (psi) 30 J-1 4,997.00 <None><Collection: 0 items>0 5,214.99 94 31 J-2 4,999.00 <None><Collection: 0 items>0 5,214.30 93 33 J-3 5,002.00 <None><Collection: 0 items>0 5,214.23 92 35 J-4 5,001.00 <None><Collection: 0 items>0 5,214.12 92 37 J-5 5,002.00 <None><Collection: 0 items>0 5,214.11 92 39 J-6 5,003.00 <None><Collection: 0 items>0 5,214.08 91 41 J-7 5,008.00 <None><Collection: 0 items>0 5,214.06 89 43 J-8 5,008.50 <None><Collection: 0 items>0 5,214.05 89 45 J-9 5,006.00 <None><Collection: 0 items>0 5,214.07 90 47 PHASE D3 5,000.00 <None><Collection: 0 items>0 5,214.15 93 49 J-11 5,002.50 <None><Collection: 0 items>0 5,214.16 92 51 J-12 5,003.00 <None><Collection: 0 items>0 5,214.18 91 53 J-13 5,000.00 <None><Collection: 0 items>0 5,214.27 93 55 PHASE D1 5,000.00 <None><Collection: 1 item>201 5,214.38 93 57 J-15 4,997.00 <None><Collection: 0 items>0 5,214.62 94 61 J-16 4,999.00 <None><Collection: 0 items>0 5,214.38 93 63 J-17 5,002.00 <None><Collection: 0 items>0 5,214.57 92 65 J-18 5,001.50 <None><Collection: 0 items>0 5,214.61 92 71 PHASE D2 5,000.00 <None><Collection: 0 items>0 5,214.19 93 74 J-21 5,002.00 <None><Collection: 0 items>0 5,214.16 92 76 J-22 5,001.00 <None><Collection: 0 items>0 5,214.16 92 82 J-23 5,010.00 <None><Collection: 0 items>0 5,214.18 88 85 J-24 5,001.00 <None><Collection: 0 items>0 5,214.75 92 92 J-25 5,009.00 <None><Collection: 0 items>0 5,213.99 89 94 J-26 5,005.17 <None><Collection: 0 items>0 5,214.14 90 98 J-27 5,008.78 <None><Collection: 0 items>0 5,214.02 89 101 PHASE B 5,015.00 <None><Collection: 1 item>200 5,213.97 86 103 J-29 5,007.47 <None><Collection: 0 items>0 5,214.13 89 107 PHASE C 5,010.00 <None><Collection: 1 item>101 5,214.00 88 110 J-31 5,028.00 <None><Collection: 0 items>0 5,214.12 81 112 J-32 5,025.00 <None><Collection: 0 items>0 5,214.11 82 114 J-33 5,005.00 <None><Collection: 0 items>0 5,214.13 90 116 J-34 4,993.00 <None><Collection: 0 items>0 5,214.15 96 119 J-35 4,999.00 <None><Collection: 0 items>0 5,214.19 93 121 J-36 5,004.00 <None><Collection: 0 items>0 5,214.13 91 125 J-37 5,010.00 <None><Collection: 0 items>0 5,214.13 88 128 J-38 5,000.00 <None><Collection: 0 items>0 5,214.13 93 131 PHASE H 4,995.00 <None><Collection: 1 item>293 5,213.90 95 133 PHASE I (1)4,997.00 <None><Collection: 1 item>149 5,214.16 94 136 PHASE K 4,997.00 <None><Collection: 1 item>178 5,213.81 94 138 PHASE J 4,995.00 <None><Collection: 1 item>174 5,213.72 95 140 PHASE L 5,010.00 <None><Collection: 1 item>162 5,213.72 88 144 PHASE C (2)5,020.00 <None><Collection: 1 item>101 5,214.04 84 147 PHASE F 4,998.00 <None><Collection: 1 item>134 5,214.25 94 150 J-47 5,003.00 <None><Collection: 0 items>0 5,214.13 91 153 PHASE E 5,000.00 <None><Collection: 1 item>270 5,214.01 93 159 J-50 4,996.00 <None><Collection: 0 items>0 5,214.15 94 163 PHASE A 5,025.00 <None><Collection: 1 item>134 5,213.97 82 165 J-52 5,012.00 <None><Collection: 0 items>0 5,214.10 87 170 J-53 5,000.00 <None><Collection: 0 items>0 5,214.22 93 175 PHASE I (2)4,998.00 <None><Collection: 1 item>149 5,214.03 93 178 J-55 4,998.52 <None><Collection: 0 items>0 5,214.38 93 183 J-56 4,995.78 <None><Collection: 0 items>0 5,214.13 94 190 J-58 5,034.00 <None><Collection: 0 items>0 5,214.13 78 194 PHASE G 5,004.00 <None><Collection: 1 item>121 5,214.06 91 256 J-60 5,019.39 <None><Collection: 0 items>0 5,213.97 84 263 J-61 4,997.31 <None><Collection: 0 items>0 5,214.25 94 Page 1 of 1 4/25/2024file:///C:/Users/eorourke/AppData/Local/Temp/Bentley/WaterCAD/hrkv0lni.xml Scenario: Peak Hour Current Time Step: 0.000 h FlexTable: Pipe Table ID Length (Scaled) (ft) Start Node Stop Node Diameter (in)Material Hazen- Williams C Velocity (ft/s) Headloss Gradient (ft/1000ft) Has User Defined Length? Length (User Defined) (ft) 38 375 J-4 J-5 8.0 PVC 150.0 0.25 0.035 False 0 40 174 J-5 J-6 8.0 PVC 150.0 0.56 0.157 False 0 46 304 J-8 J-9 8.0 PVC 150.0 0.36 0.068 False 0 56 320 J-13 PHASE D1 8.0 PVC 150.0 0.87 0.348 False 0 59 258 J-1 J-15 12.0 PVC 150.0 2.42 1.452 False 0 62 253 J-16 PHASE D1 8.0 PVC 150.0 0.04 0.002 False 0 64 357 PHASE D1 J-17 8.0 PVC 150.0 1.11 0.545 False 0 70 136 J-17 J-18 8.0 PVC 150.0 0.70 0.233 False 0 72 399 J-12 PHASE D2 8.0 PVC 150.0 0.13 0.011 False 0 73 1,004 PHASE D2 J-13 8.0 PVC 150.0 0.40 0.082 False 0 77 294 J-21 J-22 8.0 PVC 150.0 0.10 0.007 False 0 78 391 J-22 PHASE D3 8.0 PVC 150.0 0.26 0.037 False 0 80 438 J-7 J-9 8.0 PVC 150.0 0.18 0.019 False 0 81 109 J-21 J-22 8.0 PVC 150.0 0.16 0.018 False 0 86 314 J-1 J-24 12.0 PVC 150.0 1.70 0.752 False 0 87 1,438 J-24 J-23 12.0 PVC 150.0 1.21 0.401 False 0 90 199 HGL-5215 J-1 36.0 PVC 150.0 0.75 0.047 False 0 91 272 J-18 J-24 8.0 PVC 150.0 1.11 0.546 False 0 96 325 J-26 J-11 8.0 PVC 150.0 0.33 0.057 False 0 99 87 J-8 J-27 8.0 PVC 150.0 0.78 0.286 False 0 100 373 J-27 J-25 8.0 PVC 150.0 0.40 0.084 False 0 102 733 J-27 PHASE B 8.0 PVC 150.0 0.38 0.075 False 0 105 281 J-29 J-26 8.0 PVC 150.0 0.33 0.059 False 0 108 678 PHASE B PHASE C 8.0 PVC 150.0 0.28 0.042 False 0 109 326 PHASE C J-29 8.0 PVC 150.0 0.92 0.390 False 0 113 2,537 J-31 J-32 12.0 PVC 150.0 0.12 0.006 False 0 117 2,583 J-33 J-34 24.0 PVC 150.0 0.20 0.006 False 0 120 532 J-3 J-35 12.0 PVC 150.0 0.45 0.065 False 0 123 686 J-36 J-33 24.0 PVC 150.0 0.20 0.006 False 0 130 472 J-38 J-36 12.0 PVC 150.0 0.03 0.001 False 0 132 704 J-38 PHASE H 8.0 PVC 150.0 0.84 0.331 False 0 137 835 J-1 PHASE K 8.0 PVC 150.0 1.85 1.410 False 0 139 1,281 PHASE K PHASE J 8.0 PVC 150.0 0.37 0.071 False 0 141 2,143 PHASE J PHASE L 8.0 PVC 150.0 0.01 0.000 False 0 145 1,318 PHASE L PHASE C (2)8.0 PVC 150.0 0.71 0.239 False 0 146 524 PHASE C (2)J-23 10.0 PVC 150.0 0.87 0.267 False 0 148 383 PHASE I (1)PHASE F 8.0 PVC 150.0 0.70 0.234 False 0 149 364 PHASE F J-2 8.0 PVC 150.0 0.54 0.143 False 0 151 1,092 J-37 J-47 24.0 PVC 150.0 0.03 0.000 False 0 152 617 J-47 J-36 24.0 PVC 150.0 0.14 0.004 False 0 154 552 J-47 PHASE E 8.0 PVC 150.0 0.66 0.211 False 0 160 326 J-35 J-50 12.0 PVC 150.0 0.67 0.135 False 0 161 464 J-50 J-38 12.0 PVC 150.0 0.34 0.039 False 0 162 527 PHASE E J-50 8.0 PVC 150.0 0.74 0.258 False 0 166 815 J-32 J-52 10.0 PVC 150.0 0.18 0.014 False 0 167 2,005 J-52 J-37 10.0 PVC 150.0 0.19 0.016 False 0 168 788 PHASE A J-52 8.0 PVC 150.0 0.57 0.161 False 0 169 1,473 PHASE K PHASE L 8.0 PVC 150.0 0.34 0.062 False 0 171 368 J-34 J-53 12.0 PVC 150.0 0.80 0.187 False 0 172 947 J-53 J-1 12.0 PVC 150.0 1.77 0.814 False 0 176 1,208 PHASE J PHASE I (2)8.0 PVC 150.0 0.73 0.251 False 0 177 488 PHASE I (2)J-53 10.0 PVC 150.0 1.07 0.399 False 0 180 128 J-55 J-2 12.0 PVC 150.0 1.51 0.602 False 0 181 520 J-16 J-55 8.0 PVC 150.0 0.04 0.001 False 0 182 786 PHASE F J-15 8.0 PVC 150.0 1.02 0.466 False 0 184 499 PHASE H J-56 8.0 PVC 150.0 1.03 0.476 False 0 185 717 J-56 PHASE I (1)8.0 PVC 150.0 0.25 0.035 False 0 188 474 PHASE I (1)J-53 8.0 PVC 150.0 0.50 0.128 False 0 189 1,202 J-25 PHASE A 8.0 PVC 150.0 0.18 0.020 False 0 191 1,322 J-23 J-58 12.0 PVC 150.0 0.34 0.039 False 0 192 854 J-58 J-31 12.0 PVC 150.0 0.12 0.006 False 0 193 1,251 PHASE B J-58 8.0 PVC 150.0 0.50 0.126 False 0 195 776 J-36 PHASE G 8.0 PVC 150.0 0.43 0.096 False 0 196 1,167 PHASE G J-47 8.0 PVC 150.0 0.34 0.062 False 0 206 34 J-15 H-1 12.0 PVC 150.0 1.49 0.583 False 0 207 369 H-1 J-55 12.0 PVC 150.0 1.49 0.588 False 0 209 69 J-2 H-2 12.0 PVC 150.0 0.70 0.148 False 0 212 391 H-2 H-3 12.0 PVC 150.0 0.70 0.146 False 0 213 55 H-3 J-3 12.0 PVC 150.0 0.70 0.143 False 0 215 51 J-17 H-4 8.0 PVC 150.0 0.41 0.087 False 0 216 325 H-4 J-18 8.0 PVC 150.0 0.41 0.084 False 0 218 35 PHASE D1 H-5 8.0 PVC 150.0 1.09 0.517 False 0 219 412 H-5 J-15 8.0 PVC 150.0 1.09 0.529 False 0 221 191 J-12 H-6 8.0 PVC 150.0 0.47 0.113 False 0 222 574 H-6 J-13 8.0 PVC 150.0 0.47 0.113 False 0 224 301 J-3 H-7 12.0 PVC 150.0 0.25 0.023 False 0 225 613 H-7 J-4 8.0 PVC 150.0 0.56 0.157 False 0 227 38 J-4 H-8 8.0 PVC 150.0 0.31 0.052 False 0 228 209 H-8 J-5 8.0 PVC 150.0 0.31 0.054 False 0 230 1,264 PHASE E H-9 8.0 PVC 150.0 0.32 0.055 False 0 231 28 H-9 J-6 8.0 PVC 150.0 0.32 0.052 False 0 233 263 J-6 H-10 8.0 PVC 150.0 0.24 0.033 False 0 Page 1 of 2 4/25/2024file:///C:/Users/eorourke/AppData/Local/Temp/Bentley/WaterCAD/u4gegsqz.xml K:\1230\0009\04 Design Calculations\Potable Water\WaterCAD\MONTAVA FULL BUILDOUT.wtg 236 282 H-10 H-11 8.0 PVC 150.0 0.24 0.033 False 0 237 119 H-11 J-7 8.0 PVC 150.0 0.24 0.033 False 0 239 110 J-7 H-12 8.0 PVC 150.0 0.42 0.093 False 0 240 20 H-12 J-8 8.0 PVC 150.0 0.42 0.097 False 0 242 184 J-9 H-13 8.0 PVC 150.0 0.54 0.141 False 0 243 350 H-13 PHASE D3 8.0 PVC 150.0 0.54 0.144 False 0 245 22 PHASE D3 H-14 8.0 PVC 150.0 0.28 0.044 False 0 246 335 H-14 J-11 8.0 PVC 150.0 0.28 0.041 False 0 248 36 J-11 H-15 8.0 PVC 150.0 0.61 0.178 False 0 249 87 H-15 J-12 8.0 PVC 150.0 0.61 0.179 False 0 251 269 PHASE D2 H-16 8.0 PVC 150.0 0.26 0.036 False 0 252 391 H-16 J-21 8.0 PVC 150.0 0.26 0.037 False 0 254 255 J-23 H-17 8.0 PVC 150.0 0.59 0.172 False 0 255 54 H-17 J-29 8.0 PVC 150.0 0.59 0.171 False 0 257 494 PHASE B J-60 8.0 PVC 150.0 0.12 0.009 False 0 258 632 J-60 PHASE A 8.0 PVC 150.0 0.10 0.006 False 0 259 707 J-25 J-60 8.0 PVC 150.0 0.22 0.028 False 0 264 441 J-35 J-61 8.0 PVC 150.0 0.50 0.125 False 0 265 399 J-61 J-56 8.0 PVC 150.0 0.78 0.283 False 0 266 557 J-2 J-61 12.0 PVC 150.0 0.57 0.098 False 0 Page 2 of 2 4/25/2024file:///C:/Users/eorourke/AppData/Local/Temp/Bentley/WaterCAD/u4gegsqz.xml Scenario: Max Day + Fire Flow Current Time Step: 0.000 h Fire Flow Node FlexTable: Fire Flow Report K:\1230\0009\04 Design Calculations\Potable Water\WaterCAD\MONTAVA FULL BUILDOUT.wtg Label Zone Fire Flow Iterations Satisfies Fire Flow Constraints? Fire Flow (Needed) (gpm) Fire Flow (Available) (gpm) Flow (Total Needed) (gpm) Flow (Total Available) (gpm) Pressure (Residual Lower Limit) (psi) Pressure (Calculated Residual) (psi) H-1 <None>2 True 2,500 3,500 2,500 3,500 20 93 H-2 <None>2 True 2,500 3,500 2,500 3,500 20 91 H-3 <None>2 True 2,500 3,500 2,500 3,500 20 89 H-4 <None>3 True 1,500 2,254 1,500 2,254 20 88 H-5 <None>4 True 1,500 2,476 1,500 2,476 20 90 H-6 <None>4 True 1,500 2,592 1,500 2,592 20 84 H-7 <None>2 True 2,500 3,500 2,500 3,500 20 87 H-8 <None>3 True 1,500 2,435 1,500 2,435 20 86 H-9 <None>3 True 1,500 2,204 1,500 2,204 20 87 H-10 <None>4 True 1,500 3,022 1,500 3,022 20 81 H-11 <None>6 True 1,500 2,600 1,500 2,600 20 83 H-12 <None>6 True 1,500 2,557 1,500 2,557 20 84 H-13 <None>6 True 1,500 2,805 1,500 2,805 20 83 H-14 <None>6 True 1,500 2,718 1,500 2,718 20 85 H-15 <None>4 True 1,500 2,732 1,500 2,732 20 85 H-16 <None>3 True 1,500 2,636 1,500 2,636 20 82 H-17 <None>3 True 2,500 2,950 2,500 2,950 20 83 J-1 <None>2 True 2,500 3,500 2,500 3,500 20 94 J-2 <None>2 True 2,500 3,500 2,500 3,500 20 91 J-3 <None>2 True 2,500 3,500 2,500 3,500 20 89 J-4 <None>3 True 2,500 3,010 2,500 3,010 20 83 J-5 <None>3 True 2,500 2,816 2,500 2,816 20 84 J-6 <None>2 True 2,500 3,500 2,500 3,500 20 81 J-7 <None>2 True 2,500 3,500 2,500 3,500 20 80 J-8 <None>2 True 2,500 3,500 2,500 3,500 20 80 J-9 <None>2 True 2,500 3,500 2,500 3,500 20 80 PHASE D3 <None>2 True 2,500 3,500 2,545 3,545 20 82 J-11 <None>2 True 2,500 3,500 2,500 3,500 20 82 J-12 <None>3 True 2,500 3,246 2,500 3,246 20 83 J-13 <None>3 True 2,500 2,732 2,500 2,732 20 87 PHASE D1 <None>2 True 2,500 3,500 2,545 3,545 20 89 J-15 <None>2 True 2,500 3,500 2,500 3,500 20 93 J-16 <None>3 True 2,500 2,775 2,500 2,775 20 88 J-17 <None>3 True 2,500 2,914 2,500 2,914 20 87 J-18 <None>3 True 2,500 2,709 2,500 2,709 20 88 PHASE D2 <None>3 True 2,500 3,438 2,545 3,482 20 80 J-21 <None>3 True 2,500 2,813 2,500 2,813 20 80 J-22 <None>3 True 2,500 2,723 2,500 2,723 20 81 J-23 <None>2 True 2,500 3,500 2,500 3,500 20 84 J-24 <None>2 True 2,500 3,500 2,500 3,500 20 91 J-25 <None>3 True 2,500 3,180 2,500 3,180 20 78 J-26 <None>3 True 2,500 2,956 2,500 2,956 20 82 J-27 <None>3 True 2,500 3,065 2,500 3,065 20 82 PHASE B <None>2 True 1,500 3,500 1,634 3,634 20 77 J-29 <None>3 True 2,500 3,224 2,500 3,224 20 83 PHASE C <None>3 True 2,500 2,590 2,566 2,656 20 80 J-31 <None>2 True 2,500 3,500 2,500 3,500 20 71 J-32 <None>2 True 2,500 3,500 2,500 3,500 20 70 J-33 <None>2 True 2,500 3,500 2,500 3,500 20 88 J-34 <None>2 True 2,500 3,500 2,500 3,500 20 93 J-35 <None>2 True 2,500 3,500 2,500 3,500 20 90 J-36 <None>2 True 2,500 3,500 2,500 3,500 20 88 J-37 <None>2 True 2,500 3,500 2,500 3,500 20 85 J-38 <None>2 True 2,500 3,500 2,500 3,500 20 89 PHASE H <None>3 True 2,500 2,911 2,652 3,062 20 84 PHASE I (1)<None>2 True 2,500 3,500 2,573 3,573 20 88 PHASE K <None>3 True 2,500 2,894 2,619 3,012 20 83 PHASE J <None>2 True 2,500 3,500 2,616 3,616 20 75 PHASE L <None>2 True 2,500 3,500 2,608 3,608 20 68 PHASE C (2)<None>3 True 2,500 3,093 2,566 3,158 20 76 PHASE F <None>2 True 2,500 3,500 2,589 3,589 20 88 J-47 <None>2 True 2,500 3,500 2,500 3,500 20 89 PHASE E <None>2 True 2,500 3,500 2,667 3,667 20 84 J-50 <None>2 True 2,500 3,500 2,500 3,500 20 91 PHASE A <None>2 True 1,500 3,500 1,589 3,589 20 68 J-52 <None>2 True 2,500 3,500 2,500 3,500 20 78 J-53 <None>2 True 2,500 3,500 2,500 3,500 20 91 PHASE I (2)<None>3 True 2,500 3,001 2,573 3,073 20 87 J-55 <None>2 True 2,500 3,500 2,500 3,500 20 92 J-56 <None>2 True 2,500 3,500 2,500 3,500 20 86 J-58 <None>2 True 2,500 3,500 2,500 3,500 20 71 PHASE G <None>3 True 2,500 2,743 2,581 2,823 20 78 J-60 <None>2 True 2,500 3,500 2,500 3,500 20 71 J-61 <None>2 True 2,500 3,500 2,500 3,500 20 88 Page 1 of 1 4/25/2024file:///C:/Users/eorourke/AppData/Local/Temp/Bentley/WaterCAD/v0dex4no.xml 748 Whalers Way, Suite 200 Fort Collins, CO 80525 ideas@tstinc.com 970.226.0557 main 970.226.0204 fax www.tstinc.com Sanitary Sewer Analysis Results For Montava Phase D submitted to: Boxelder Sanitation District May 1, 2024 748 Whalers Way Suite 200 Fort Collins, CO 80525 970.226.0557 main 970.226.0204 fax ideas@tstinc.com www.tstinc.com May 1, 2024 Boxelder Sanitation District 3201 E Mulberry St Unit Q Fort Collins, CO 80524 Re: Montava Phase D Sanitary Sewer Analysis Project No. 1230.0009.03 To whom it may concern: TST, Inc. Consulting Engineers (TST) is pleased to submit this Montava Phase D Sanitary Sewer Analysis to the Boxelder Sanitation District for review and approval. This report includes our analysis of the infrastructure requirements and our recommendations for providing services to this area for sanitary sewer. Please review the attached report and provide any questions or comments at your earliest convenience. We appreciate the opportunity to be of service to the District and look forward to receiving your comments and moving forward on this project. Sincerely, TST, INC. Consulting Engineers Erika O’Rourke P.E. EKO I hereby certify that this report for the Montava Phase D Sanitary Sewer Analysis was prepared by me or under my direct supervision in accordance with the provisions of the Boxelder Sanitation District Specifications. _________________________ Erika O’Rourke Registered Professional Engineer State of Colorado No. 62921 Montava Phase D Sanitary Sewer Analysis TABLE OF CONTENTS 1.0 Introduction ...................................................................................................................... 1 1.1 Scope and Purpose ................................................................................................... 1 1.2 Project Location and Description ............................................................................... 1 1.3 Existing Conditions .................................................................................................... 2 2.0 Design Criteria & Assumptions ....................................................................................... 2 2.1 Sanitary Design Criteria and Assumptions ................................................................. 2 3.0 Proposed Sanitary Layout ............................................................................................... 2 3.1 Proposed Conditions ................................................................................................. 2 4.0 Sanitary Sewer Analysis & Results ................................................................................. 3 4.1 Sanitary Sewer Demand Calculations ........................................................................ 3 4.2 Sanitary Sewer System Analysis/Results ................................................................... 3 5.0 Conclusions & Recommendations .................................................................................. 3 6.0 Appendices ....................................................................................................................... 3 Montava Phase D Sanitary Sewer Analysis Page 1 1.0 Introduction 1.1 Scope and Purpose This report presents the results of the Sanitary Sewer Analysis for the Montava Phase D Subdivision in Fort Collins, Colorado. This sanitary plan was prepared to identify infrastructure needs as the area develops. Montava Phase D is surrounded by future Montava Subdivision Phases, so the sanitary lines built with Phase D will be utilized to service the current and future phases. Certain assumptions were made concerning the development of the future surrounding properties. Updates to this Master Plan will be needed as plans for the future development of the area are finalized and changes to the overall concept necessitate an update. 1.2 Project Location and Description The proposed Montava Phase D Subdivision site is located west of N Giddings Rd between Richards Lake Rd and Mountain Vista Dr in Fort Collins, Colorado and consists of approximately 52 acres of undeveloped land. The proposed development contains 281 Single Family lots, Tracts intended for future multi-family development, and open space. Montava Phase D Sanitary Sewer Analysis Page 2 1.3 Existing Conditions The existing infrastructure around the Montava Subdivision includes a 21” Boxelder Sanitation District trunk line that runs through the middle of the proposed Montava Phase D site. This 21” trunk line carries effluent flow southeast through the Montava Subdivision. The layout of this existing trunk line can be seen in Appendix A. 2.0 Design Criteria and Assumptions 2.1 Sanitary Design Criteria and Assumptions The Boxelder Sanitation Districts Standards in combination with the Fort Collins Utilities Water and Wastewater Design Criteria Manual, adopted on May 2, 2017 was used to design the alignment, elevations, and sizing of internal sewer systems for Phase D. Densities for the future Montava Phases were based on Table 3.1-1 of the Montava Development Standards. The maximum density for each phase was utilized which is a conservative approach as each phase will have a range between the maximum and minimum densities. The commercial square footage was based on the Montava Development Yield Estimate for Water System Analysis. Sanitary Design Criteria Average Daily Residential Demand = 75 gal/capita/day Average People per Dwelling Unit = 3 capita/DU School Site = 1,020 gal/day/ac Commercial Demand = 500 gal/day/acre Peaking Factor = 2.6 x Q average daily, cfs-0.16 Infiltration & Inflow = 0.347 gpm/ac The minimum and maximum velocity at the design flow rate shall be two (2) fps and ten (10) fps respectively Manning’s Equation Friction Factor (“n”) = 0.013 3.0 Proposed Sanitary Layout 3.1 Proposed Conditions The proposed sanitary consists of 15”, 12”, and 8” main lines that outfall into the existing 21” Boxelder sanitary trunk line. Three connections to this existing mainline are proposed and the extents of each sanitary “basin” along with the proposed sanitary sewer layout of Phase D and approximate locations of future sanitary lines can be seen in the exhibit located in Appendix C. The sewer sizing and layout has been determined based on demand calculations and analysis that is discussed in section 4.0 of this report. Montava Phase D Sanitary Sewer Analysis Page 3 4.0 Sanitary Sewer Analysis and Results 4.1 Sanitary Sewer Demand Calculations The previously mentioned criteria and assumptions were used to calculate the average day residential and non-residential sanitary flows from each lot, tract, and future phase. The average day effluent flow was applied to its associated upstream manhole and the cumulative base flow was determined through each stretch of pipe. A peaking factor was determined from each cumulative base flow value. Infiltration and inflows were determined based on the cumulative area flowing to each manhole. The peak effluent flow through each pipe was then determined by multiplying the cumulative base flow by the peaking factor and adding the cumulative infiltration and inflow. The peak effluent flow was converted from gallons per minute (gpm) to cubic feet per second (cfs). The peak flow was then input into FlowMaster (10.03.00.03) where the Manning Formula was utilized to determine velocities and flow depths within each pipe during peak events. All calculations were done in an Excel spreadsheet and the velocities and % Full (d/D) values were taken from FlowMaster and summarized within the Excel spreadsheet provided in Appendix D. 4.2 Sanitary Sewer Analysis and Results Based on the result, the peak flow scenario indicated no modeled pipes exceeded a d/D capacity of 80%. Eighteen pipes exceeded 50% d/D using the peak flow scenario. It should be noted that the dwelling unit densities applied to the future phases are quite conservative so as each phase develops an updated analysis with actual values should be analyzed and will likely result in reduced peak effluent flows. The total peak effluent discharge was also calculated and determined to be adequately handled by the existing 21” trunk line. 5.0 Conclusions and Recommendations The Montava Phase D sanitary sewer has been designed to meet the Boxelder Sanitation District Design Criteria and to adequately service the proposed and future Montava Subdivision. If there are any questions or additional information needed, please do not hesitate to contact us. 6.0 Appendices Appendix A – Existing Conditions Appendix B – Density Assumptions Appendix C – Proposed Sanitary Layout Appendix D – Sanitary Sewer Analysis Results !.!.!.!.!. !.!. !. !. !. !. !.!.!. !. !.!.!. !. !. !. !. !. !.!.!.!. !.!.!. !. !. !. !. !. !. !. !. !. !. !. !. !. !. !. !. !. !. !.!.!.!.!.!.!.!.!. !.!.!.!.!. !.!.!. !.!.!. !.!. !.!. !. !.!. !.!. !. !. !.!.!. !. !. !.!.!.!.!.!.!. !. !.!.!. !. !.!. !.!. !.!.!.!.!. !. !.!.!. !.!.!. !. !. !.!.!.!.!.!. !.!.!.!.!.!.!.!. !. !.!.!. !.!.!. !. !. !. !. !.!. !.!. !.!. !. !. !. !.!. !. !. !.!. !. !. !.!.!.!. !. !.!. !.!.!.!.!.!.!. !. !.!.!.!. !. !.!.!. !. !. !.!.!. !. !. !.!.!.!.!. !. !.!.!.!.!.!.!.!.!.!. !. !. !. !. !. !.!.!. !. !. !. !. !. !. !. !. !. !. !. !.!.!. !.!. !. !.!.!. !. !. !.!.!. !.!. !.!.!.!.!.!.!.!.!. !.!.!.!. !.!. !. !.!.!.!.!.!.!.!. !.!.!.!.!.!. !.!. !. !. !.!.!.!.!.!.!.!.!. !. !. !. !.!.!.!. !.!. !. !. !.!.!.!. !. !.!. !.!.!.!. !. !.!. !. !.!.!. !. !. !. !. !. !.!. !. !.!.!. !.!. !.!.!. !. !.!.!.!.!. !. !. !.!. !. !. !. !.!. !.!.!. !. !.!.!.!. !. !. !.!.!.!.!.!.!. !.!.!. !. !.!.!.!.!.!. !. !. !. !. !. !.!.!.!.!. !.!.!.!.!. !. !. !.!. !. !. !. !.!.!. !. !.!. !.!.!. !. !. !.!.!.!.!. !. !.!. !. !. !.!.!.!.!.!. !. !. !.!. !. !. !.!. !. !.!. !. !.!.!.!. !. !.!. !. !. !. !.!.!.!.!. !.!. !.!.!.!.!. !. !.!. !.!. Lines & MHs added SBK4220 to SBK4200 - no as-built reference (April 2015) Line here may be 12" only under ditch (April 2015) Brightwater Landing Maple Hill Story Book Story Book Waterglen 0 1,400700 FeetOFacilities !.WWTP ")Lift Station %,E1 Points Pipe Diameter 6, 8, 10 in 12, 15, 16, 18 in 21, 24 in 27, 30, 42 in Jetter Sensitive Preliminary Pipe Pressure Mains CDOT Force Main Timnath Force Main Walker Mfg. Force Main E1 Force Main Harmony Ridge FM Larimer Parcel BSD !H <all other values> MH By Sub-basin !(CIS !.BXI !.CSI !.DRI !.DRI/PRI !.OCI !.PDI AEI BSI CDOT PLT PRO RAPS TMG WMPS Production Date:2/20/2018 Pipe labels arelength, diameter, & type <Title> MONTAVA PHASE D SANITARY SEWER ANALYSIS Offsite Contribution From MH To MH Diameter (in) Slope (ft/ft) Contributing Units (DU) Base Flow (gpm) Cummulative Base Flow (gpm) Peaking Factor I/I (gpm) Cummulative Peak Flow Total (gpm) Peak Flow Total (cfs) Velocity (ft/s)% Full (d/D) 1M 1L 8 0.004 10 1.56 1.56 6.73 0.18 10.69 0.02 1.18 10.50 n = 0.013 Name Acres Residential Density (DU/Acre)Units (DU)Commercial/Office (SF) Commercial/Office (gpm) 1L 1K 8 0.004 10 1.56 3.13 5.99 0.35 19.07 0.04 1.41 14.00 PF = 2.6 * Q(cfs)^-0.16 Future A 4.2 12 50.4 0 0.00 1AA 1K 8 0.004 8 1.25 1.25 6.99 0.18 8.91 0.02 0.94 11.10 capita/DU = 3 Tract BB 2.43 12 29.16 0 0.00 1K 1J 8 0.004 0 0.00 4.38 5.66 0.71 25.47 0.06 1.31 18.90 gal/capita/day = 75 Tract AA 2.13 30 63.9 0 0.00 1J 1I 8 0.004 0 0.00 4.38 5.66 0.88 25.65 0.06 1.31 18.90 1 cfs = 448.8 gpm Tract P 1.74 30 52.2 0 0.00 Future A 1BB 1BA 8 0.004 50.4 7.88 7.88 5.13 2.34 42.73 0.10 1.51 24.40 Average Daily Demand (School)1020 gal/day/acre Phase A 42 10 420 0 0.00 1BA 1I 8 0.004 0 0.00 7.88 5.13 2.34 42.73 0.10 1.51 24.40 Infiltration & Inflow 0.347 gpm/acre Phase B 45 14 630 0 0.00 1I 1H 12 0.0022 0 0.00 12.25 4.76 2.34 60.67 0.14 1.29 19.60 Commercial/Office Demand 500 gal/day/acre Phase C1 21.5 14 301 8400 0.07 1H 1G 12 0.0022 0 0.00 12.25 4.76 2.34 60.67 0.14 1.29 19.60 Phase C2 21.5 14 301 8400 0.07 Tract BB 1G 1F 12 0.0022 29.16 4.56 16.81 4.51 3.19 79.06 0.18 1.39 22.20 Phase F 21 20 420 0 0.00 Tract AA 1F 1E 12 0.0022 63.9 9.98 26.79 4.17 3.92 115.77 0.26 1.55 26.70 Phase I 29 14 406 282200 2.25 Phase F 1E 1D 12 0.0022 420 65.63 92.42 3.39 11.21 324.55 0.72 2.05 45.90 Phase K 40 14 560 0 0.00 1D 1C 12 0.0022 0 0.00 92.42 3.39 11.21 324.55 0.72 2.05 45.90 Phase L 51 10 510 0 0.00 Phase K & I 1C 1B 15 0.0022 966 153.19 245.60 2.88 35.15 741.78 1.65 2.52 52.60 School 15 - - 0 0.00 1B 1A 15 0.0022 0 0.00 245.60 2.88 35.15 741.78 1.65 2.52 52.60 1A EX 15 0.0022 0 0.00 245.60 2.88 35.15 741.78 1.65 2.52 52.60 245.60 2.88 35.15 741.78 1.65 Offsite Contribution From MH To MH Diameter (in) Slope (ft/ft) Contributing Units (DU) Base Flow (gpm) Cummulative Base Flow (gpm) Peaking Factor I/I (gpm) Cummulative Peak Flow Total (gpm) Peak Flow Total (cfs) Velocity (ft/s)% Full (d/D) Phase C2 & L 2HB 2HA 12 0.0022 811 126.79 126.79 3.22 25.16 407.64 0.91 2.17 52.60 2HA 2AB 12 0.0022 0 0.00 126.79 3.22 25.16 407.64 0.91 2.17 52.60 Phase C1 2AC 2AB 8 0.004 301 47.10 47.10 3.80 7.46 178.84 0.40 2.21 51.40 2AB 2AA 12 0.0022 0 0.00 173.88 3.05 32.62 530.17 1.18 2.31 62.00 2AA 2G 12 0.0022 0 0.00 173.88 3.05 32.62 530.17 1.18 2.31 62.00 2K 2J 8 0.004 17 2.66 2.66 6.16 0.28 16.35 0.04 1.16 15.50 2J 2I 8 0.004 5 0.78 3.44 5.89 0.56 20.26 0.05 1.24 17.30 2GA 2I 8 0.004 3 0.47 0.47 8.24 0.83 3.86 0.01 0.77 8.00 2I 2H 8 0.004 4 0.63 4.53 5.63 1.11 25.50 0.06 1.31 18.90 2FA 2H 8 0.004 4 0.63 0.63 7.85 1.39 4.91 0.01 0.77 8.00 2H 2G 8 0.004 2 0.31 5.47 5.45 1.67 29.82 0.07 1.36 20.40 2G 2F 12 0.0022 0 0.00 179.35 3.03 34.58 544.01 1.21 2.32 63.10 2ED 2EC 8 0.004 7 1.09 1.09 7.14 0.29 7.81 0.02 0.94 11.10 2EC 2EB 8 0.004 0 0.00 1.09 7.14 0.58 7.81 0.02 0.94 11.10 2EB 2EA 8 0.004 8 1.25 2.34 6.29 0.87 14.73 0.03 1.06 13.50 2EA 2F 8 0.004 1 0.16 2.50 6.22 1.17 15.55 0.03 1.06 13.50 2F 2E 12 0.0022 4 0.63 182.48 3.02 36.03 551.88 1.23 2.33 63.80 2E 2D 12 0.0022 20 3.13 185.60 3.02 36.32 559.73 1.25 2.33 64.50 2BB 2BA 8 0.004 28 4.38 4.38 5.66 0.29 24.76 0.06 1.31 18.90 Tract P 2CA 2BA 8 0.004 68.2 10.66 10.66 4.87 0.60 51.94 0.12 1.60 26.80 2BA 2D 8 0.004 0 0.00 15.03 4.60 1.19 69.15 0.15 1.70 30.00 2DB 2DA 8 0.004 4 0.63 0.63 7.85 0.29 4.91 0.01 0.77 8.00 2DA 2D 8 0.004 19 2.97 3.59 5.85 0.58 21.02 0.05 1.24 17.30 2D 2C 12 0.0022 0 0.00 204.23 2.97 38.39 606.09 1.35 2.37 68.10 2C 2B 12 0.0022 0 0.00 204.23 2.97 38.68 606.09 1.35 2.37 68.10 4BB 4BA 8 0.004 4 0.63 0.63 7.85 0.24 4.91 0.01 0.77 8.00 4CA 4BA 8 0.004 8 1.25 1.25 6.99 0.24 8.73 0.02 0.94 11.10 4BA 4B 8 0.004 3 0.47 2.34 6.29 0.73 14.73 0.03 1.06 13.50 4C 4B 8 0.004 5 0.78 0.78 7.56 0.24 5.91 0.01 0.77 8.00 4B 4A 8 0.004 13 2.03 5.16 5.51 1.21 28.39 0.06 1.31 18.90 4A 2B 8 0.004 5 0.78 5.94 5.38 1.46 31.93 0.07 1.36 20.40 2B 2A 12 0.004 0 0.00 210.17 2.95 40.38 620.71 1.38 2.38 69.30 3AC 3AB 8 0.004 3 0.47 0.47 8.24 0.16 3.86 0.01 0.77 8.00 3AB 3AA 8 0.004 8 1.25 1.72 6.62 0.31 11.38 0.03 1.06 13.50 3AA 3F 8 0.004 0 0.00 1.72 6.62 0.47 11.38 0.03 1.06 13.50 3BA 3G 8 0.004 2 0.31 0.31 8.82 0.16 2.76 0.01 0.77 8.00 3H 3G 8 0.004 2 0.31 0.31 8.82 0.16 2.76 0.01 0.77 8.00 3G 3F 8 0.004 5 0.78 1.41 6.85 0.47 9.63 0.02 0.94 11.10 3F 3E 8 0.004 6 0.94 4.06 5.73 0.62 23.28 0.05 1.24 17.30 3E 3D 8 0.004 1 0.16 4.22 5.69 0.78 24.03 0.05 1.24 17.30 3D 3C 8 0.004 4 0.63 4.84 5.56 0.94 26.95 0.06 1.31 18.90 3C 3B 8 0.004 0 0.00 4.84 5.56 1.09 26.95 0.06 1.31 18.90 3B 3A 8 0.004 0 0.00 4.84 5.56 1.25 26.95 0.06 1.31 18.90 3A 2A 8 0.004 0 0.00 4.84 5.56 1.41 26.95 0.06 1.31 18.90 215.01 2.94 41.78 674.37 1.50 Offsite Contribution From MH To MH Diameter (in) Slope (ft/ft) Contributing Units (DU) Base Flow (gpm) Cummulative Base Flow (gpm) Peaking Factor I/I (gpm) Cummulative Peak Flow Total (gpm) Peak Flow Total (cfs) Velocity (ft/s)% Full (d/D) Phase A & B 5DA 5E 12 0.0022 1050 164.06 164.06 3.08 30.19 505.13 1.13 2.28 60.30 School 5F 5E 8 0.004 15 10.63 10.63 4.88 5.21 51.81 0.12 1.60 26.80 5E 5D 12 0.0022 0 0.00 174.69 3.05 35.72 532.21 1.19 2.31 62.40 5BB 5BA 8 0.004 11 1.72 1.72 6.62 0.33 11.38 0.03 1.06 13.50 5CA 5BA 8 0.004 2 0.31 0.31 8.82 0.33 2.76 0.01 0.77 8.00 5BA 5D 8 0.004 2 0.31 2.34 6.29 0.99 14.73 0.03 1.06 13.50 5D 5C 12 0.0022 2 0.31 177.34 3.04 37.04 538.93 1.20 2.31 62.70 5DA 5AA 8 0.004 4 0.63 0.63 7.85 0.33 4.91 0.01 0.77 8.00 5AB 5AA 8 0.004 2 0.31 0.31 8.82 0.33 2.76 0.01 0.77 8.00 5AA 5C 8 0.004 10 1.56 2.50 6.22 0.99 15.55 0.03 1.06 13.50 5C 5B 12 0.0022 9 1.41 181.25 3.03 38.36 548.79 1.22 2.32 63.40 5B 5A 12 0.0022 4 0.63 181.88 3.03 38.69 550.36 1.23 2.33 63.80 6B 6A 8 0.004 6 0.94 0.94 7.33 0.33 6.87 0.02 0.94 11.10 6A 5A 8 0.004 0.00 0.94 7.33 0.66 6.87 0.02 0.94 11.10 182.81 3.02 39.35 592.07 1.32 21 0.0011 4050 643.42 2.45 116.29 1690.95 3.77 2.38 62.6 Ex 21" Ult. Outfall Assumptions Total Total Offsite Contribution Assumptions Sa n i t a r y B a s i n 3 Montava Phase D Sanitary Sewer Analysis Sa n i t a r y B a s i n 2 Total Sa n i t a r y B a s i n 1 APPENDIX D 748 Whalers Way, Suite 200 Fort Collins, CO 80525 ideas@tstinc.com 970.226.0557 main 970.226.0204 fax www.tstinc.com