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Home My WebLink About004_UtilityDesignReport SIMKINS NORTH PARK TRACT 3-B ENGINEER’S REPORT – SEWER MAIN EXTENSION Project No. 21363.01 Simkins-Hallin Inc. 326 N Broadway Avenue Bozeman, MT 59715 August 2024 May 2024 Project No. 21363.01 WATER AND SEWER DESIGN REPORT FOR SIMKINS NORTH PARK TRACT 3B SITE NARRATIVE Simkins-Hallin plans to build a Millwork Building and a Mechanic Building on Tract 3-B within the North Park Industrial Park. The development site is bounded to the north/northeast by Wheat Drive and to the west by Mandeville Creek. The tract is currently undeveloped with no existing buildings or other structures. A public water main is proposed to service the fire and domestic service infrastructure on Tract 3-B. Three (3) new fire hydrants are proposed within the property to provide exterior fire protection. The sewer services are proposed to be provided by tying to a new 8-inch public main that ties into Wheat Drive. WATER Water for the proposed development on Tract 3-B will be provided by a new 8-inch water main from Wheat Drive that will be distributed to each building by water piping, as shown on the project plans and metered separately in each building. The static pressure in the existing water main within Wheat Drive was measured to be 104 psi at an existing hydrant, approximately 2,400 feet south of the south property line of Tract 3-B. A WaterCAD model was developed utilizing City of Bozeman provided fire flow test data to prepare hydraulic calculations to determine the available flow and pressure within the project site for the proposed 8-inch water main, 6-inch fire services, and water services. Morrison-Maeirle calculated the fire sprinkler demand for the Millwork Building to be 1,490 gpm, including a 250-gpm hose stream allowance, see Appendix A. The pressure provided at the Wheat Drive connection, at 1,740 gpm, is approximately 86 psi. The pressure loss through the approximately 43-feet of new 6-inch fire service to the Millwork Building is approximately 6 psi, resulting in an expected pressure available at the Millwork Building of 80 psi. The expected pressure at the building is within the desired range needed per the fire sprinkler design assumptions so the 6-inch service is acceptable. The pressure provided at the Wheat Drive connection, at 750 gpm, is approximately 115 psi. The pressure loss through the approximately 101-feet of new 6-inch fire service to the Mechanic Building is approximately 3 psi, resulting in an expected pressure available at the Mechanic building of 112 psi. The expected P:21363_01_Utility_Design_Report_Tract 3-B 2 (1/31/24) CS/rpe pressure at the building is within the desired range needed per the fire sprinkler design assumptions so the 6-inch service is acceptable. See Appendix A for hydraulic model output data. Morrison-Maeirle calculated the domestic service demand based on fixture counts to be 10 gpm for the Millwork Building and 10 gpm for the Mechanic Building, see Appendix A. The design demand is based on the maximum hour to average day ratio of 3:1. The calculated domestic service demand is 30 gpm for the mill work building and 30 gpm for the Mechanic Building. The maximum irrigation demand is 9 gpm. The pressure provided at the Wheat Drive connection, at 69 gpm, is approximately 117 psi. The pressure loss through the approximately 43-feet of new 1-inch domestic service to the Millwork Building is approximately 4 psi, resulting in an expected pressure available at the Millwork Building of 113 psi. The expected pressure at the building is adequate to service the domestic use so the 1-inch domestic service design is acceptable. The pressure loss through the approximately 112-feet of new 1-inch domestic service to the Mechanic Building is approximately 42 psi, resulting in an expected pressure available at the Mechanic building of 77 psi. The expected pressure at the building is adequate to service the domestic use so the 1-inch domestic service design is acceptable. See Appendix A for hydraulic model output data. Sanderson Stewart utilized City of Bozeman provided available fire flow test data from two hydrants approximately 2,400 feet south of the site to develop hydraulic calculations to determine the available fire flow at the proposed hydrants within the proposed development. The static pressure during the test was 104 psi. At full flow of the 2.5” test nozzle, the residual pressure, at the residual hydrant, was 92 psi. At the point of discharge in the flowing hydrant, the pitot tube pressure was 65 psi. Based on these measurements, the flow through the hydrant was approximately 1,340 gpm. The volumetric extrapolations for pipe flow available through the system were based on an equation per NFPA 291, “Recommended Practice for Fire Flow Testing and Marking of Hydrants.” When utilizing the equation method, per NFPA 291, the proposed hydrant extension can produce approximately 3,870 gpm at 20 psi residual pressure. The International Fire Code for 2021 specifies 20 psi as the minimum residual pressure required at full flow. The building construction type for the Millwork and Mechanic Buildings is III-B so the required fire flow without automatic sprinklers is 4,500 gpm and 2,000 gpm, respectively, per Appendix B of the 2021 IFC. Since the buildings will be equipped with an automatic sprinkler system, the required demand can be reduced by 75% which is 1,125 gpm for the Millwork Building and 500 gpm for the Mechanic Building. The required fire flow cannot be reduced below 1,500 gpm, so 1,500 gpm is the required fire flow for these buildings. The proposed hydrants within the development can provide approximately 2,212 gpm at 20 psi residual pressure so they can provide more than the required 1,500 gpm needed for the proposed buildings. See Appendix A for a summary of the flow calculations and hydrant test data. SANITARY SEWER Morrison-Maeirle calculated the domestic service demand based on fixture counts to be 10 gpm for the Millwork Building and 10 gpm for the Mechanic Building. A peak hour factor of 4.24 was P:21363_01_Utility_Design_Report_Tract 3-B 3 (1/31/24) CS/rpe applied and the calculated the peak hour flow for the entire development is 85 gpm. Sanitary sewer for the development, consisting of the Millwork Building and the Mechanic Building, will outfall through a new 8-inch public sewer main located within the development that flows into an existing 8-inch main that flows northeast through the middle of Tracts 2-B and 4-B and ultimately north to the Frontage Road. The sanitary sewer main proposed is an 8-inch diameter with a slope of 0.5 percent, which has a design capacity of 288 gallons per minute, at 75-percent full. An analysis of the development demonstrates that the sewer has capacity, see Appendix D. The sanitary sewer main will connect to the buildings with 4-inch diameter sanitary sewer services. A 4-inch sewer service using the minimum pipe slope of 2 percent, has a hydraulic capacity of 91-gpm at 75 percent full, see Appendix D. The proposed 4-inch sanitary sewer service and 8-inch sanitary sewer main have the hydraulic capacity to adequately serve the proposed development. CONCLUSION The water and sewer networks proposed have the hydraulic capacity to handle the anticipated flows and meet or exceed Montana Department of Environmental Quality and City of Bozeman performance and dimensional requirements and therefore are adequate for serving the proposed development. APPENDICES Appendix A – Hydraulic Model Results Appendix B – Fire Flow Test Analysis Appendix C – Morrison Maierle Fixture Unit Count Analysis Appendix D – Water and Sewer Demand Calculations Simkins North Park Tract 3B Water and Sewer Design Report Project No. 21363.01 APPENDIX A Hydraulic Model Results WaterCAD Model Layout LabelElevation (ft) Demand (gpm) Hydraulic Grade (ft) Pressure (psi)J-14,723.5004,911.7181J-24,717.0004,905.6782J-34,685.0004,889.5889J-44,684.0004,889.0889J-254,684.0004,886.8988J-264,687.0004,887.2387J-274,688.0004,887.4286J-284,686.0004,888.1487J-294,686.0004,888.3388J-304,684.0004,889.0489J-474,691.6404,885.5284J-514,690.2504,882.6783J-524,692.00304,854.9971J-534,690.2504,882.6483J-544,692.001,4904,876.1080J-554,691.2004,883.8983J-564,690.0004,870.9878J-574,691.0004,829.9960J-584,691.00394,789.5843J-594,691.2004,883.8983J-604,690.0004,883.8984J-614,691.0004,883.8983J-624,691.0004,883.8983J-634,691.0004,883.9083J-644,691.0004,883.3483J-654,688.0004,884.8385J-664,688.0004,884.9785H-24,691.002504,887.0485Junction Table Millwork Building Label Length (ft) Start Node Stop Node Diameter (in) Material Hazen-Williams C Flow (gpm) Velocity (ft/s) Headloss Gradient (ft/ft) P-1 729 J-1 J-2 12 Ductile Iron 130 1,894 5.37 0.008 P-2 1,945 J-2 J-3 12 Ductile Iron 130 1,894 5.37 0.008 P-3 60 J-3 J-4 12 Ductile Iron 130 1,894 5.37 0.008 P-57 J-4 J-30 12 Ductile Iron 130 1,603 4.55 0.006 P-25 256 J-26 J-25 12 Ductile Iron 130 7052 0.001 P-26 141 J-27 J-26 12 Ductile Iron 130 7052 0.001 P-27 119 J-28 J-27 12 Ductile Iron 130 1,603 4.55 0.006 P-28 32 J-29 J-28 12 Ductile Iron 130 1,603 4.55 0.006 P-29 116 J-30 J-29 12 Ductile Iron 130 1,603 4.55 0.006 P-44 11 R-1 PMP-1 12 Ductile Iron 130 1,894 5.37 0.008 P-45 10 PMP-1 J-1 12 Ductile Iron 130 1,894 5.37 0.008 P-49 127 J-27 J-478 Ductile Iron 130 899 5.74 0.015 P-54 43 J-51 J-521 Copper 135 30 12.25 0.645 P-56 42 J-53 J-546 Ductile Iron 130 1,490 16.91 0.155 P-58 39 J-56 J-571 Copper 135 39 15.93 1.049 P-59 39 J-57 J-581 Copper 135 39 15.93 1.049 P-61 16 J-59 J-606 Ductile Iron 130000 P-62 40 J-60 J-616 Ductile Iron 130000 P-63 41 J-61 J-626 Ductile Iron 130000 P-64 12 J-55 J-561 Copper 135 39 15.93 1.049 P-68 108 J-47 J-638 Ductile Iron 130 899 5.74 0.015 P-72 91 J-64 J-518 Ductile Iron 130 610 3.89 0.007 P-735 J-51 J-538 Ductile Iron 130 580 3.7 0.007 P-74 143 J-53 J-658 Ductile Iron 130 -910 5.81 0.015 P-759 J-65 J-668 Ductile Iron 130 -910 5.81 0.015 P-76 125 J-66 J-258 Ductile Iron 130 -910 5.81 0.015 P-78 17 J-64 H-26 Ductile Iron 130 250 2.84 0.006 P-79 20 J-65 H-46 Ductile Iron 130000 P-81 41 J-63 J-648 Ductile Iron 130 860 5.49 0.014 P-82 114 J-63 J-598 Ductile Iron 130 39 0.250 P-835 J-59 J-558 Ductile Iron 130 39 0.250 P-84 12 J-55 H-56 Ductile Iron 130000Pipe Table Millwork Building LabelElevation (ft) Demand (gpm) Hydraulic Grade (ft) Pressure (psi)J-14,723.5004,950.3098J-24,717.0004,948.77100J-34,685.0004,944.68112J-44,684.0004,944.55113J-254,684.0004,944.04113J-264,687.0004,944.10111J-274,688.0004,944.14111J-284,686.0004,944.32112J-294,686.0004,944.37112J-304,684.0004,944.54113J-474,691.6404,943.55109J-514,690.2504,943.33109J-524,692.00304,915.6597J-534,690.2504,943.34110J-544,692.0004,943.34109J-554,691.2004,941.70108J-564,690.0004,928.79103J-574,691.0004,887.8085J-584,691.00394,847.3968J-594,691.2004,941.71108J-604,690.0004,941.38109J-614,691.0004,940.56108J-624,691.005004,939.71108J-634,691.0004,943.05109J-644,691.0004,943.14109J-654,688.0004,943.70111J-664,688.0004,943.73111H-54,691.002504,943.72109Junction Table Mechanic Building Label Length (ft) Start Node Stop Node Diameter (in) Material Hazen-Williams C Flow (gpm) Velocity (ft/s) Headloss Gradient (ft/ft) P-1 729 J-1 J-2 12 Ductile Iron 130 904 2.56 0.002 P-2 1,945 J-2 J-3 12 Ductile Iron 130 904 2.56 0.002 P-3 60 J-3 J-4 12 Ductile Iron 130 904 2.56 0.002 P-57 J-4 J-30 12 Ductile Iron 130 758 2.15 0.002 P-25 256 J-26 J-25 12 Ductile Iron 130 282 0.80 0.000 P-26 141 J-27 J-26 12 Ductile Iron 130 758 2.15 0.002 P-27 119 J-28 J-27 12 Ductile Iron 130 758 2.15 0.002 P-28 32 J-29 J-28 12 Ductile Iron 130 758 2.15 0.002 P-29 116 J-30 J-29 12 Ductile Iron 130 715 2.03 0.001 P-44 11 R-1 PMP-1 12 Ductile Iron 130 904 2.56 0.002 P-45 10 PMP-1 J-1 12 Ductile Iron 130 904 2.56 0.002 P-49 127 J-27 J-478 Ductile Iron 130 476 3.04 0.005 P-54 43 J-51 J-521 Copper 135 30 12.25 0.645 P-56 42 J-53 J-546 Ductile Iron 1300 0.00 0.000 P-58 39 J-56 J-571 Copper 135 39 15.93 1.049 P-59 39 J-57 J-581 Copper 135 39 15.93 1.049 P-61 16 J-59 J-606 Ductile Iron 130 500 5.67 0.021 P-62 40 J-60 J-616 Ductile Iron 130 500 5.67 0.021 P-63 41 J-61 J-626 Ductile Iron 130 500 5.67 0.021 P-64 12 J-55 J-561 Copper 135 39 15.93 1.049 P-68 108 J-47 J-638 Ductile Iron 130 476 3.04 0.005 P-72 91 J-64 J-518 Ductile Iron 130 -313 2.00 0.002 P-735 J-51 J-538 Ductile Iron 130 -343 2.19 0.003 P-74 143 J-53 J-658 Ductile Iron 130 -343 2.19 0.003 P-759 J-65 J-668 Ductile Iron 130 -343 2.19 0.003 P-76 125 J-66 J-258 Ductile Iron 130 -343 2.19 0.003 P-78 17 J-64 H-26 Ductile Iron 1300 0.00 0.000 P-79 20 J-65 H-46 Ductile Iron 1300 0.00 0.000 P-81 41 J-63 J-648 Ductile Iron 130 -313 2.00 0.002 P-82 114 J-63 J-598 Ductile Iron 130 789 5.04 0.012 P-835 J-59 J-558 Ductile Iron 130 289 1.84 0.002 P-84 12 J-55 H-56 Ductile Iron 130 250 2.84 0.006 Pipe Table Mechanic Building LabelFire Flow (Needed) (gpm)Fire Flow (Available) (gpm)Pressure (Residual Lower Limit) (psi)Pressure (Calculated Residual) (psi)Junction w/ Minimum Pressure (Zone)H-21,5002,3202058J-58H-41,5002,3612057J-58H-51,5002,2122059J-58Fire Flow Results Table Pump Curve Flow (gpm) Residual Pressure (psi) Head (ft) 0 104 239.95 514 102 235.34 748 100 230.73 1,968 80 184.58 2,730 60 138.44 3,342 40 92.29 3,870 20 46.15 4,343 0 0 APPENDIX B Fire Flow Test Analysis Simkins North Park Tract 3B Water and Sewer Design Report Project No. 21363.01 CITY OF BOZEMAN Fire Flow Request Form PHONE (406) 582-3200 FAX (406) 582-3201 The results of the fire flow information that you reque sted are as follows: Wheat Drive HD #3251 Static – 104PSI, Residual–92PSI HD#3250 Pitot –65 PSI flowing 1340 GPM on a 2.5” nozzle. Fire Flow test performed on 7/13/2023. Test per formed by EA/CT If you have questions or need further information feel f ree to email. Data Disclaimer: Water distribution information is calcu lated using hydraulic modeling software and is subjec t to variation. Actual field conditions may vary. This inf ormation provided to the requestor for evaluation purposes only, without warranty of any kind, including, but not limite d to any expressed or implied warranty arising by con tract, stature, or law. In no event regardless of cause, shal l the City be liable for any direct, indirect, special, punitive or consequential damages of any kind whether such damage s arise under contract, tort, strict liability or inequi ty. Simkins-Hallin Site PlanProject No. 21363.01December 20, 2023Fire Flow Test Analysis:Discharge at PfPressure at Fire Static Pressure (Ps) 104 psi(Qf)2Condition (Pf)Residual Pressure During Test (Pt)92psi4,3430Pitot Pressure During Test 65psi3,87020Discharge During Test (Qf)1353gpm3,342402,730601,968807481005141020104Water System Hydraulic CalculationsHydrant Data from #3250 on Wheat Drivey = -5E-06x2 - 0.0035x + 105.2 R² = 10204060801001200 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000Pressure (psi)Flow (gpm)Pressure vs Flow APPENDIX C Morrison Maierle Fixture Unit Count Analysis Simkins North Park Tract 3B Water and Sewer Design Report Project No. 21363.01 Millwork Building Sprinkler demand – 1,490 GPM Outside hose allowance – 250 GPM Mechanic Shop Sprinkler demand – 500 GPM Outside hose allowance – 250 GPM Fixture Units to Demand (gpm) APPENDIX D Water and Sewer Demand Calculations Simkins North Park Tract 3B Water and Sewer Design Report Project No. 21363.01 Project: Simkins North Park Tract 3B Date: 08/01/2024 Capacity Calculations 4" Pipe Flowing Full Capacity 0.27 cfs 4" Pipe Flowing Full Capacity 121 gal/min Q/Qfill @ 75% full, 0.75 per nomograph Capacity @ 75% full 91 gal/min City of Bozeman Sanitary Sewer System Design Criteria System Demand DESIGNATION Demand Drainage Fixture Unit Calculation 10 gal/min Peaking Factor (per DEQ circular 2 formula)4.24 Peak Hourly Flow 42.44 gal/min Infiltration at 150 gal/acre/day 1259 gal/day Infiltration gal/min 0.87 gal/min Total Peak Hourly Flow plus Infiltration 43.31 gal/min Result Q/Qfull based on peak hour 0.48 Percent Full for 4" From Nomograph at peak hour 55% Service Area Project: Simkins North Park Tract 3B Date: 08/01/2024 Capacity Calculations 8" Pipe Flowing Full Capacity 0.86 cfs 8" Pipe Flowing Full Capacity 385 gal/min Q/Qfill @ 75% full, 0.75 per nomograph Capacity @ 75% full 288 gal/min City of Bozeman Sanitary Sewer System Design Criteria System Demand DESIGNATION Demand Drainage Fixture Unit Calculation 20 gal/min Peaking Factor (per DEQ circular 2 formula)4.24 Peak Hourly Flow 84.87 gal/min Infiltration at 150 gal/acre/day 1259 gal/day Infiltration gal/min 0.87 gal/min Total Peak Hourly Flow plus Infiltration 85.75 gal/min Result Q/Qfull based on peak hour 0.30 Percent Full for 8" From Nomograph at peak hour 43% Service Area