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HomeMy WebLinkAbout004_UtilityDesignReport SIMKINS NORTH PARK TRACTS 2B AND 4B WATER AND SEWER DESIGN REPORT Project No. 21363.01 Simkins-Hallin Inc. P.O Box 938 Bozeman, MT 59771 March 2025 March 2025 Project No. 21363.01 WATER AND SEWER DESIGN REPORT FOR NORTH PARK SIMKINS-HALLIN SITE DEVELOPMENT TRACTS 2-B AND 4-B SITE NARRATIVE The development site is bounded to the south/southwest by Wheat Drive, to the north/northeast by the BNSF railway, and to the west by Mandeville Creek. The site is comprised of two tracts, 2-B and 4-B. Both tracts are currently undeveloped with no existing buildings or other structures. The proposed industrial development will include hardware and lumber distribution, hardware and lumber retail, and truss manufacturing. The goal of the project is to develop a modern rail served light industrial facility and co-locate all Simkins-Hallin’s operations which are currently dispersed across Bozeman’s northeast neighborhood. A public water main loop is proposed to service the fire and domestic service infrastructure on Tract 2-B. The proposed truss shop building within Tract 4B will connect to existing water and sanitary sewer mains bisecting Tracts 2B and 4B. A public sanitary sewer main extension within Tract 2B is proposed to provide service to the retail and sheetrock buildings. Fire hydrants are proposed to provide exterior fire protection needs. WATER Water for the proposed development on Tract 2-B will be provided by a new 8-inch water main loop from Wheat Drive to the existing 12-inch water main between tracts 2-B and 4-B that extends south to north towards the Frontage Road, and will be distributed to each building by water service 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. 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 2-inch domestic water services. Morrison-Maeirle calculated the fire sprinkler demand for the retail office building to be 500-gpm, see Appendix A. The pressure provided at the retail office building connection at 500 gpm, is P:21363_01_Utility_Design_Report_Tract 2-B and 4-B 2 (03/04/25) ALS/RPE approximately 118 psi. The pressure loss through the approximately 95-feet of new 6-inch fire service to the retail office building is approximately 1 psi. The pressure at the retail/office building 6-inch service connection is 117 psi which is within the expected pressure at the building being within the desired range needed per the fire sprinkler design assumptions therefore, the 6-inch service is acceptable. See Appendix A for hydraulic model output data. The domestic service peak hour demand based on fixture counts is 58 gpm for the retail office building, see Appendix A, with an additional maximum demand of 10 gpm for irrigation. The design demand is based on the maximum peak hour demand. The peak hour pressure at the retail/office building 2-inch domestic service connection at 68 gpm is 115 psi, resulting in an expected pressure that is adequate to service the domestic use, therefore, the designed 2-inch service is acceptable. Morrison-Maeirle calculated the fire sprinkler demand for the drive-thru building to be 1,570- gpm, see Appendix A. The pressure provided at the drive-thru building connection, at 1,570 gpm, is approximately 94 psi. The pressure loss through the approximately 36-feet of new 6-inch fire service to the drive-thru building is approximately 3 psi. The peak hour pressure demand at the drive-thru building 6-inch fire service is 91 psi resulting in the expected pressure at the building being within the desired range needed per the fire sprinkler design assumptions, so the 6-inch service is acceptable. The drive-thru building does not include a proposed domestic water service. Morrison-Maeirle calculated the fire sprinkler demand for the sheetrock building to be 1,370- gpm, see Appendix A. The pressure provided at the proposed 8-inch connection at 1,370 gpm, is approximately 100 psi. The pressure loss through the approximately 41-feet of new 6-inch fire service to the sheetrock building is approximately 3 psi. The maximum pressure at the 6-inch service connection is 97 psi, therefore, 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 domestic service peak hour demand was calculated using fixture counts, provided in Appendix A, to be 5 gpm. The design demand is based on the peak hour demand. The peak hour pressure demand at the sheetrock building 2-inch domestic service connection at 5 gpm is 100 psi, resulting in an expected pressure that is adequate to service the domestic use, therefore, the designed 2- inch service is acceptable. Morrison-Maeirle calculated the fire sprinkler demand for the truss building to be 780-gpm, see Appendix A. The pressure provided at the existing main connection at 780 gpm, is approximately 113 psi. The pressure loss through the approximately 389-feet of new 6-inch fire service to the truss building is approximately 10 psi. The expected pressure at the building is 103 psi which is within the desired range needed per the fire sprinkler design assumptions, so the 6- inch service is acceptable. The domestic service peak hour demand was calculated using fixture counts, provided in Appendix A, to be 48 gpm. The design demand is based on the peak hour. The calculated peak hour demand at 48 gpm is 103 psi, resulting in an expected pressure that is adequate to service the domestic use, therefore, the designed 2-inch service is acceptable. 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 P:21363_01_Utility_Design_Report_Tract 2-B and 4-B 3 (03/04/25) ALS/RPE 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 1,353 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 all of the Tract 2-B and 4-B buildings is III-B so the required fire flow without automatic sprinklers is 4,500 gpm for the retail/office, 2,500 gpm for the drive- thru, 2,250 gpm for the sheetrock building and 5,000 gpm for the truss building, 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 retail/office building, 625 gpm for the drive-thru, 563 gpm for the sheetrock building and 1,250 gpm for the truss 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 2,701 – 3,209 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 peak hour demand based on fixture counts to be 20-gpm for the truss manufacturing building. A peak factor of 4.24 was applied to calculate the average day demand for tract 4-B as 4.7-gpm. Sanitary sewer for the truss manufacturing building will flow through two separate 4-inch service pipes that connect to a new 8-inch stub, via manhole, to the existing 8-inch main. The existing 8-inch sanitary sewer pipe connects to an existing manhole on the 10-inch main that flows from south to north between tracts 2-B and 4- B and ultimately flows north towards the Frontage Road. The proposed truss building service lines are 4-inch diameter with a minimum slope of 2.0-percent, which have a design capacity of 91-gpm at 75-percent full. The analysis in Appendix D demonstrates that the 4-inch sanitary sewer services have the hydraulic capacity to adequately serve the truss building. Morrison-Maerle calculated the domestic service peak hour demand based on fixture counts to be 5-gpm for the sheetrock warehouse building on tract 2-B. A peak factor of 4.24 was applied to then calculate the peak flow for the sheetrock warehouse as 1.2-gpm. The sanitary sewer for the sheetrock warehouse will flow through a force main via lift station with connection to an 8- inch sanitary sewer main. The proposed force main will connect to the 8-inch sanitary sewer main via manhole connection upstream from the retail/office building service connection. The lift station calculations will be provided with the engineering infrastructure submittal. The retail/office building domestic service peak hour demand based on fixture counts was also calculated by Morrison-Maerle to be 57-gpm. A peak factor of 4.24 was applied to calculate the average day demand for the office building as 13.4-gpm. A 4-inch sanitary sewer service from the P:21363_01_Utility_Design_Report_Tract 2-B and 4-B 4 (03/04/25) ALS/RPE retail/office building will connect to the proposed 8-inch sanitary sewer main that will gravity flow to the northeast with outfall connection to the existing 10-inch main that flows from south to north between tracts 2-B and 4-B, flowing towards the Frontage Road. The proposed 8-inch sewer main that will serve tract 2-B will have a minimum slope of 0.4-percent, which has a design capacity of 258-gpm at 75-percent full. The peak hour flow for the 8-inch main is 66-gpm including infiltration. The analysis in Appendix D demonstrates that the 8-inch sanitary sewer main has the hydraulic capacity to adequately serve the development of tract 2-B. MASTER PLAN DEMAND COMPARISON The North Park Development water and sewer distribution systems were designed by Allied Engineering Services, Inc. according to the Phase 1 and 2 document prepared in August 2021, included in Appendix E. During the design of the existing distribution systems, the anticipated development was unknown, so the available capacity of the system was calculated using demands based on land areas. The existing water distribution system base demand was calculated by multiplying the contributing areas by the available capacity per acre of 4,221 gpd/acre. The existing nodes that correspond with the proposed development of Tracts 2-B and 4-B are nodes number 19 and 33, as shown in Appendix E. Using this available capacity factor, the proposed maximum daily demands compare to the existing demands as shown in Table 1 below: Table 1: Existing Master Plan and Proposed Area Water Demand Comparison Area (acres) Maximum Daily Demand (gpm) Existing Master Plan Node 19 13.0 38.4 Node 33 16.4 48.4 Proposed Tract 2-B 14.63 62 Tract 4-B 9.49 20 The proposed maximum daily demands listed in Table 1 are the result of the fixture counts, included in Appendix C. Fixture count data is useful when determining flow needs at the building but are conservative when designing a larger network because it assumes all fixtures are flowing at the same time. The fixture unit demands are more conservative, yet slightly lower, than the planned master plan demands for this area. Historic water bills for each building are included in Appendix F to showcase the actual use of each proposed building. The metered water usage is summarized in Table 2 below. P:21363_01_Utility_Design_Report_Tract 2-B and 4-B 5 (03/04/25) ALS/RPE Table 2: Metered Usage Compared to Calculated Peak Flow Metered Water Usage (gpm) Fixture Unit Peak Flow (gpm) Tract 2-B Office Building 1.62 57 Sheetrock 1.74 5 Tract 4-B Truss 0.15 20 Based on the historic water bills, the existing water distribution system has sufficient flow capacity to serve the new development of Tracts 2-B and 4-B. The proposed sanitary sewer systems are located within the existing Wastewater Drainage Subbasin 1-D of the Allied Engineering report in Appendix E. The existing sanitary sewer collection system was analyzed using a maximum allowable flow rate of 3,250 gpd/acre. For the sake of comparison, this maximum allowable flow rate will be applied to compare the direct impact of the proposed development. The comparison between the existing master plan wastewater subbasin flow and proposed Tracts 2-B and 4-B wastewater flows are summarized in Table 3 below: Table 3: Existing Master Plan and Proposed Wastewater Flow Comparison Area (acres) Avg. Daily Wastewater Flow w/ Infiltration (gpd) Avg. Daily Wastewater Flow w/ Infiltration (gpm) Peaking Factor Peak Wastewater Flow (gpm) Existing Master Plan 24.12 81,990 56.93 3.31 188.43 Proposed 24.12 29,246 20.31 4.24 86.1 The proposed peak wastewater flow of the combined development does not exceed the existing peak wastewater flow as anticipated with the Phase 1 and 2 master plan 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. P:21363_01_Utility_Design_Report_Tract 2-B and 4-B 6 (03/04/25) ALS/RPE 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 Appendix E – North Park Development Phase 1 & 2 Water and Wastewater Report, 2021 Appendix F – Historic Water Bills APPENDIX A Hydraulic Model Results WaterCAD Model Layout 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 130 621 1.76 0.001 P-5 7 J-4 J-30 12 Ductile Iron 130 416 1.18 0 P-29 116 J-30 J-29 12 Ductile Iron 130 416 1.18 0.001 P-28 32 J-29 J-28 12 Ductile Iron 130 416 1.18 0 P-27 119 J-28 J-27 12 Ductile Iron 130 416 1.18 0 P-4 47 J-4 J-5 12 Ductile Iron 130 205 0.58 0 P-5 6 J-5 J-6 12 Ductile Iron 130 157 0.45 0 P-6 4 J-6 J-7 12 Ductile Iron 130 157 0.45 0 P-7 530 J-7 J-8 12 Ductile Iron 130 0 0 0 P-26 141 J-27 J-26 12 Ductile Iron 130 416 1.18 0.001 P-25 256 J-26 J-25 12 Ductile Iron 130 416 1.18 0 P-23 12 J-24 J-23 12 Ductile Iron 130 416 1.18 0 P-46 110 J-23 J-46 12 Ductile Iron 130 0 0 0 P-48 16 J-26 H-1 6 Ductile Iron 130 0 0 0 P-8 39 J-7 J-9 8 Ductile Iron 130 157 1 0.001 P-9 618 J-9 J-10 8 Ductile Iron 130 157 1 0.001 P-10 50 J-10 J-11 8 Ductile Iron 130 157 1 0.001 P-11 160 J-11 J-12 8 Ductile Iron 130 157 1 0.001 P-12 24 J-12 J-13 8 Ductile Iron 130 157 1 0.001 P-17 29 J-17 J-18 8 Ductile Iron 130 152 0.97 0.001 P-16 23 J-16 J-17 8 Ductile Iron 130 152 0.97 0.001 P-39 97 J-16 J-40 6 Ductile Iron 130 0 0 0 P-40 34 J-40 H-3 6 Ductile Iron 130 0 0 0 P-33 350 J-6 J-34 6 Ductile Iron 130 0 0 0 P-34 39 J-34 J-35 6 Ductile Iron 130 0 0 0 P-31 348 J-5 J-32 2 Copper 135 48 4.9 0.053 P-32 38 J-32 J-33 2 Copper 135 48 4.9 0.053 P-44 11 R-1 PMP-1 12 Ductile Iron 130 621 1.76 0.001 P-45 10 PMP-1 J-1 12 Ductile Iron 130 621 1.76 0.001 P-15 88 J-15 J-16 8 Ductile Iron 130 152 0.97 0.001 P-13 13 J-13 J-14 8 Ductile Iron 130 157 1 0.001 P-14 5 J-14 J-15 8 Ductile Iron 130 152 0.97 0 P-35 5 J-14 J-36 2 Copper 135 5 0.51 0.001 P-36 36 J-36 J-37 2 Copper 135 5 0.51 0.001 P-37 10 J-15 J-38 6 Ductile Iron 130 0 0 0 P-38 41 J-38 J-39 6 Ductile Iron 130 0 0 0 P-18 167 J-18 J-19 8 Ductile Iron 130 152 0.97 0.001 P-19 20 J-19 J-20 8 Ductile Iron 130 152 0.97 0.001 P-41 36 J-19 J-41 6 Ductile Iron 130 0 0 0 P-20 57 J-20 J-21 8 Ductile Iron 130 152 0.97 0.001 P-21 5 J-21 J-22 8 Ductile Iron 130 84 0.54 0 P-22 88 J-22 J-23 8 Ductile Iron 130 -416 2.66 0.004 P-42 62 J-21 J-42 2 Copper 135 68 6.94 0.1 P-43 32 J-42 J-43 2 Copper 135 68 6.94 0.1 P-44 67 J-22 J-44 6 Ductile Iron 130 500 5.67 0.021 P-45 36 J-44 J-45 6 Ductile Iron 130 500 5.67 0.021 P-2 1,945 J-2 J-3 12 Ductile Iron 130 621 1.76 0.001 P-3 60 J-3 J-4 12 Ductile Iron 130 621 1.76 0.001 P-24(1)138 J-25 J-69 12 Ductile Iron 130 416 1.18 0 P-24(2)66 J-69 J-24 12 Ductile Iron 130 416 1.18 0.001 P-85 19 J-69 H-8 6 Ductile Iron 130 0 0 0 P-86 16 J-30 H-2 6 Ductile Iron 130 0 0 0 Retail/Office Building Pipe Table Label Elevation (ft) Demand (gpm)Hydraulic Grade (ft) Pressure (psi) J-45 4,680.50 500 4,951.15 117 J-43 4,680.50 68 4,943.87 114 J-33 4,689.00 48 4,933.69 106 J-37 4,678.00 5 4,953.45 119 J-1 4,723.50 0 4,956.89 101 J-2 4,717.00 0 4,956.13 103 J-4 4,684.00 0 4,954.02 117 J-8 4,679.00 0 4,954.02 119 J-30 4,684.00 0 4,954.02 117 J-29 4,686.00 0 4,953.96 116 J-28 4,686.00 0 4,953.95 116 J-27 4,688.00 0 4,953.89 115 J-24 4,683.00 0 4,953.59 117 J-46 4,681.00 0 4,953.58 118 J-26 4,687.00 0 4,953.82 115 J-25 4,684.00 0 4,953.69 117 J-23 4,683.00 0 4,953.58 117 J-5 4,682.50 0 4,954.02 117 J-6 4,682.50 0 4,954.02 117 J-7 4,682.50 0 4,954.02 117 J-9 4,682.50 0 4,953.99 117 J-10 4,679.00 0 4,953.63 119 J-11 4,678.00 0 4,953.60 119 J-12 4,677.50 0 4,953.50 119 J-13 4,678.00 0 4,953.49 119 J-17 4,679.00 0 4,953.42 119 J-18 4,679.50 0 4,953.40 119 J-20 4,679.00 0 4,953.30 119 J-16 4,678.50 0 4,953.43 119 J-40 4,677.50 0 4,953.43 119 J-34 4,689.00 0 4,954.02 115 J-35 4,689.00 0 4,954.02 115 J-32 4,689.00 0 4,935.67 107 J-15 4,678.00 0 4,953.48 119 J-14 4,678.00 0 4,953.48 119 J-36 4,678.00 0 4,953.48 119 J-38 4,678.00 0 4,953.48 119 J-39 4,678.00 0 4,953.48 119 J-19 4,679.00 0 4,953.31 119 J-41 4,679.00 0 4,953.31 119 J-21 4,680.50 0 4,953.26 118 J-22 4,680.50 0 4,953.26 118 J-42 4,680.50 0 4,947.06 115 J-44 4,680.50 0 4,951.89 117 J-3 4,685.00 0 4,954.09 116 J-69 4,683.32 0 4,953.62 117 Retail/Office Building Junction Table 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 1,691 4.8 0.007 P-5 7 J-4 J-30 12 Ductile Iron 130 1,129 3.2 0.003 P-29 116 J-30 J-29 12 Ductile Iron 130 1,129 3.2 0.003 P-28 32 J-29 J-28 12 Ductile Iron 130 1,129 3.2 0.003 P-27 119 J-28 J-27 12 Ductile Iron 130 1,129 3.2 0.003 P-4 47 J-4 J-5 12 Ductile Iron 130 562 1.6 0.001 P-5 6 J-5 J-6 12 Ductile Iron 130 514 1.46 0.001 P-6 4 J-6 J-7 12 Ductile Iron 130 514 1.46 0.001 P-7 530 J-7 J-8 12 Ductile Iron 130 0 0 0 P-26 141 J-27 J-26 12 Ductile Iron 130 1,129 3.2 0.003 P-25 256 J-26 J-25 12 Ductile Iron 130 1,129 3.2 0.003 P-23 12 J-24 J-23 12 Ductile Iron 130 1,129 3.2 0.003 P-46 110 J-23 J-46 12 Ductile Iron 130 0 0 0 P-48 16 J-26 H-1 6 Ductile Iron 130 0 0 0 P-8 39 J-7 J-9 8 Ductile Iron 130 514 3.28 0.005 P-9 618 J-9 J-10 8 Ductile Iron 130 514 3.28 0.005 P-10 50 J-10 J-11 8 Ductile Iron 130 514 3.28 0.005 P-11 160 J-11 J-12 8 Ductile Iron 130 514 3.28 0.005 P-12 24 J-12 J-13 8 Ductile Iron 130 514 3.28 0.005 P-17 29 J-17 J-18 8 Ductile Iron 130 509 3.25 0.005 P-16 23 J-16 J-17 8 Ductile Iron 130 509 3.25 0.005 P-39 97 J-16 J-40 6 Ductile Iron 130 0 0 0 P-40 34 J-40 H-3 6 Ductile Iron 130 0 0 0 P-33 350 J-6 J-34 6 Ductile Iron 130 0 0 0 P-34 39 J-34 J-35 6 Ductile Iron 130 0 0 0 P-31 348 J-5 J-32 2 Copper 135 48 4.9 0.053 P-32 38 J-32 J-33 2 Copper 135 48 4.9 0.053 P-44 11 R-1 PMP-1 12 Ductile Iron 130 1,691 4.8 0.007 P-45 10 PMP-1 J-1 12 Ductile Iron 130 1,691 4.8 0.007 P-15 88 J-15 J-16 8 Ductile Iron 130 509 3.25 0.005 P-13 13 J-13 J-14 8 Ductile Iron 130 514 3.28 0.005 P-14 5 J-14 J-15 8 Ductile Iron 130 509 3.25 0.005 P-35 5 J-14 J-36 2 Copper 135 5 0.51 0.001 P-36 36 J-36 J-37 2 Copper 135 5 0.51 0.001 P-37 10 J-15 J-38 6 Ductile Iron 130 0 0 0 P-38 41 J-38 J-39 6 Ductile Iron 130 0 0 0 P-18 167 J-18 J-19 8 Ductile Iron 130 509 3.25 0.005 P-19 20 J-19 J-20 8 Ductile Iron 130 -1,061 6.77 0.02 P-41 36 J-19 J-41 6 Ductile Iron 130 1,570 17.82 0.171 P-20 57 J-20 J-21 8 Ductile Iron 130 -1,061 6.77 0.02 P-21 5 J-21 J-22 8 Ductile Iron 130 -1,129 7.2 0.023 P-22 88 J-22 J-23 8 Ductile Iron 130 -1,129 7.2 0.023 P-42 62 J-21 J-42 2 Copper 135 68 6.94 0.1 P-43 32 J-42 J-43 2 Copper 135 68 6.94 0.1 P-44 67 J-22 J-44 6 Ductile Iron 130 0 0 0 P-45 36 J-44 J-45 6 Ductile Iron 130 0 0 0 P-2 1,945 J-2 J-3 12 Ductile Iron 130 1,691 4.8 0.007 P-3 60 J-3 J-4 12 Ductile Iron 130 1,691 4.8 0.007 P-24(1)138 J-25 J-69 12 Ductile Iron 130 1,129 3.2 0.003 P-24(2)66 J-69 J-24 12 Ductile Iron 130 1,129 3.2 0.003 P-85 19 J-69 H-8 6 Ductile Iron 130 0 0 0 P-86 16 J-30 H-2 6 Ductile Iron 130 0 0 0 Drive-Thru Building Pipe Table Label Elevation (ft) Demand (gpm)Hydraulic Grade (ft) Pressure (psi) J-41 4,679.00 1,570 4,890.46 91 J-43 4,680.50 68 4,888.84 90 J-33 4,689.00 48 4,882.81 84 J-37 4,678.00 5 4,898.26 95 J-1 4,723.50 0 4,921.51 86 J-2 4,717.00 0 4,916.62 86 J-4 4,684.00 0 4,903.17 95 J-8 4,679.00 0 4,903.12 97 J-30 4,684.00 0 4,903.15 95 J-29 4,686.00 0 4,902.78 94 J-28 4,686.00 0 4,902.68 94 J-27 4,688.00 0 4,902.30 93 J-24 4,683.00 0 4,900.39 94 J-46 4,681.00 0 4,900.36 95 J-26 4,687.00 0 4,901.85 93 J-25 4,684.00 0 4,901.04 94 J-23 4,683.00 0 4,900.36 94 J-5 4,682.50 0 4,903.13 95 J-6 4,682.50 0 4,903.13 95 J-7 4,682.50 0 4,903.12 95 J-9 4,682.50 0 4,902.91 95 J-10 4,679.00 0 4,899.62 95 J-11 4,678.00 0 4,899.35 96 J-12 4,677.50 0 4,898.50 96 J-13 4,678.00 0 4,898.37 95 J-17 4,679.00 0 4,897.69 95 J-18 4,679.50 0 4,897.54 94 J-20 4,679.00 0 4,897.08 94 J-16 4,678.50 0 4,897.81 95 J-40 4,677.50 0 4,897.81 95 J-34 4,689.00 0 4,903.13 93 J-35 4,689.00 0 4,903.13 93 J-32 4,689.00 0 4,884.79 85 J-15 4,678.00 0 4,898.27 95 J-14 4,678.00 0 4,898.30 95 J-36 4,678.00 0 4,898.29 95 J-38 4,678.00 0 4,898.27 95 J-39 4,678.00 0 4,898.27 95 J-19 4,679.00 0 4,896.66 94 J-21 4,680.50 0 4,898.23 94 J-22 4,680.50 0 4,898.34 94 J-42 4,680.50 0 4,892.02 92 J-44 4,680.50 0 4,898.34 94 J-45 4,680.50 0 4,898.34 94 J-3 4,685.00 0 4,903.57 95 J-69 4,683.32 0 4,900.60 94 Drive-Thru Building Junction Table 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 1,491 4.23 0.005 P-5 7 J-4 J-30 12 Ductile Iron 130 823 2.33 0.002 P-29 116 J-30 J-29 12 Ductile Iron 130 823 2.33 0.002 P-28 32 J-29 J-28 12 Ductile Iron 130 823 2.33 0.002 P-27 119 J-28 J-27 12 Ductile Iron 130 823 2.33 0.002 P-4 47 J-4 J-5 12 Ductile Iron 130 668 1.9 0.001 P-5 6 J-5 J-6 12 Ductile Iron 130 620 1.76 0.001 P-6 4 J-6 J-7 12 Ductile Iron 130 620 1.76 0.001 P-7 530 J-7 J-8 12 Ductile Iron 130 0 0 0 P-26 141 J-27 J-26 12 Ductile Iron 130 823 2.33 0.002 P-25 256 J-26 J-25 12 Ductile Iron 130 823 2.33 0.002 P-23 12 J-24 J-23 12 Ductile Iron 130 823 2.33 0.002 P-46 110 J-23 J-46 12 Ductile Iron 130 0 0 0 P-48 16 J-26 H-1 6 Ductile Iron 130 0 0 0 P-8 39 J-7 J-9 8 Ductile Iron 130 620 3.96 0.008 P-9 618 J-9 J-10 8 Ductile Iron 130 620 3.96 0.008 P-10 50 J-10 J-11 8 Ductile Iron 130 620 3.96 0.008 P-11 160 J-11 J-12 8 Ductile Iron 130 620 3.96 0.008 P-12 24 J-12 J-13 8 Ductile Iron 130 620 3.96 0.008 P-17 29 J-17 J-18 8 Ductile Iron 130 -755 4.82 0.011 P-16 23 J-16 J-17 8 Ductile Iron 130 -755 4.82 0.011 P-39 97 J-16 J-40 6 Ductile Iron 130 0 0 0 P-40 34 J-40 H-3 6 Ductile Iron 130 0 0 0 P-33 350 J-6 J-34 6 Ductile Iron 130 0 0 0 P-34 39 J-34 J-35 6 Ductile Iron 130 0 0 0 P-31 348 J-5 J-32 2 Copper 135 48 4.9 0.053 P-32 38 J-32 J-33 2 Copper 135 48 4.9 0.053 P-44 11 R-1 PMP-1 12 Ductile Iron 130 1,491 4.23 0.005 P-45 10 PMP-1 J-1 12 Ductile Iron 130 1,491 4.23 0.005 P-15 88 J-15 J-16 8 Ductile Iron 130 -755 4.82 0.011 P-13 13 J-13 J-14 8 Ductile Iron 130 620 3.96 0.008 P-14 5 J-14 J-15 8 Ductile Iron 130 615 3.93 0.007 P-35 5 J-14 J-36 2 Copper 135 5 0.51 0.001 P-36 36 J-36 J-37 2 Copper 135 5 0.51 0.001 P-37 10 J-15 J-38 6 Ductile Iron 130 1,370 15.55 0.133 P-38 41 J-38 J-39 6 Ductile Iron 130 1,370 15.55 0.133 P-18 167 J-18 J-19 8 Ductile Iron 130 -755 4.82 0.011 P-19 20 J-19 J-20 8 Ductile Iron 130 -755 4.82 0.011 P-41 36 J-19 J-41 6 Ductile Iron 130 0 0 0 P-20 57 J-20 J-21 8 Ductile Iron 130 -755 4.82 0.011 P-21 5 J-21 J-22 8 Ductile Iron 130 -823 5.25 0.013 P-22 88 J-22 J-23 8 Ductile Iron 130 -823 5.25 0.013 P-42 62 J-21 J-42 2 Copper 135 68 6.94 0.1 P-43 32 J-42 J-43 2 Copper 135 68 6.94 0.1 P-44 67 J-22 J-44 6 Ductile Iron 130 0 0 0 P-45 36 J-44 J-45 6 Ductile Iron 130 0 0 0 P-2 1,945 J-2 J-3 12 Ductile Iron 130 1,491 4.23 0.005 P-3 60 J-3 J-4 12 Ductile Iron 130 1,491 4.23 0.005 P-24(1)138 J-25 J-69 12 Ductile Iron 130 823 2.33 0.002 P-24(2)66 J-69 J-24 12 Ductile Iron 130 823 2.33 0.002 P-85 19 J-69 H-8 6 Ductile Iron 130 0 0 0 P-86 16 J-30 H-2 6 Ductile Iron 130 0 0 0 Sheetrock Building Pipe Table Label Elevation (ft) Demand (gpm)Hydraulic Grade (ft) Pressure (psi) J-39 4,678.00 1,370 4,901.94 97 J-43 4,680.50 68 4,903.57 97 J-33 4,689.00 48 4,895.33 89 J-37 4,678.00 5 4,908.79 100 J-1 4,723.50 0 4,930.23 89 J-2 4,717.00 0 4,926.36 91 J-4 4,684.00 0 4,915.71 100 J-8 4,679.00 0 4,915.64 102 J-30 4,684.00 0 4,915.70 100 J-29 4,686.00 0 4,915.49 99 J-28 4,686.00 0 4,915.43 99 J-27 4,688.00 0 4,915.22 98 J-24 4,683.00 0 4,914.16 100 J-46 4,681.00 0 4,914.14 101 J-26 4,687.00 0 4,914.97 99 J-25 4,684.00 0 4,914.52 100 J-23 4,683.00 0 4,914.14 100 J-5 4,682.50 0 4,915.65 101 J-6 4,682.50 0 4,915.65 101 J-7 4,682.50 0 4,915.64 101 J-9 4,682.50 0 4,915.35 101 J-10 4,679.00 0 4,910.69 100 J-11 4,678.00 0 4,910.31 101 J-12 4,677.50 0 4,909.10 100 J-13 4,678.00 0 4,908.92 100 J-17 4,679.00 0 4,909.99 100 J-18 4,679.50 0 4,910.30 100 J-20 4,679.00 0 4,912.34 101 J-16 4,678.50 0 4,909.74 100 J-40 4,677.50 0 4,909.74 100 J-34 4,689.00 0 4,915.65 98 J-35 4,689.00 0 4,915.65 98 J-32 4,689.00 0 4,897.31 90 J-15 4,678.00 0 4,908.78 100 J-14 4,678.00 0 4,908.82 100 J-36 4,678.00 0 4,908.81 100 J-38 4,678.00 0 4,907.45 99 J-19 4,679.00 0 4,912.12 101 J-41 4,679.00 0 4,912.12 101 J-21 4,680.50 0 4,912.96 101 J-22 4,680.50 0 4,913.02 101 J-42 4,680.50 0 4,906.75 98 J-44 4,680.50 0 4,913.02 101 J-45 4,680.50 0 4,913.02 101 J-3 4,685.00 0 4,916.03 100 J-69 4,683.32 0 4,914.28 100 Sheetrock Building Junction Table 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 130 901 2.56 0.002 P-5 7 J-4 J-30 12 Ductile Iron 130 100 0.28 0 P-29 116 J-30 J-29 12 Ductile Iron 130 100 0.28 0 P-28 32 J-29 J-28 12 Ductile Iron 130 100 0.28 0 P-27 119 J-28 J-27 12 Ductile Iron 130 100 0.28 0 P-4 47 J-4 J-5 12 Ductile Iron 130 801 2.27 0.002 P-5 6 J-5 J-6 12 Ductile Iron 130 753 2.14 0.001 P-6 4 J-6 J-7 12 Ductile Iron 130 -27 0.08 0 P-7 530 J-7 J-8 12 Ductile Iron 130 0 0 0 P-26 141 J-27 J-26 12 Ductile Iron 130 100 0.28 0 P-25 256 J-26 J-25 12 Ductile Iron 130 100 0.28 0 P-23 12 J-24 J-23 12 Ductile Iron 130 100 0.28 0 P-46 110 J-23 J-46 12 Ductile Iron 130 0 0 0 P-48 16 J-26 H-1 6 Ductile Iron 130 0 0 0 P-8 39 J-7 J-9 8 Ductile Iron 130 -27 0.17 0 P-9 618 J-9 J-10 8 Ductile Iron 130 -27 0.17 0 P-10 50 J-10 J-11 8 Ductile Iron 130 -27 0.17 0 P-11 160 J-11 J-12 8 Ductile Iron 130 -27 0.17 0 P-12 24 J-12 J-13 8 Ductile Iron 130 -27 0.17 0 P-17 29 J-17 J-18 8 Ductile Iron 130 -32 0.2 0 P-16 23 J-16 J-17 8 Ductile Iron 130 -32 0.2 0 P-39 97 J-16 J-40 6 Ductile Iron 130 0 0 0 P-40 34 J-40 H-3 6 Ductile Iron 130 0 0 0 P-33 350 J-6 J-34 6 Ductile Iron 130 780 8.85 0.047 P-34 39 J-34 J-35 6 Ductile Iron 130 780 8.85 0.047 P-31 348 J-5 J-32 2 Copper 135 48 4.9 0.053 P-32 38 J-32 J-33 2 Copper 135 48 4.9 0.053 P-44 11 R-1 PMP-1 12 Ductile Iron 130 901 2.56 0.002 P-45 10 PMP-1 J-1 12 Ductile Iron 130 901 2.56 0.002 P-15 88 J-15 J-16 8 Ductile Iron 130 -32 0.2 0 P-13 13 J-13 J-14 8 Ductile Iron 130 -27 0.17 0 P-14 5 J-14 J-15 8 Ductile Iron 130 -32 0.2 0 P-35 5 J-14 J-36 2 Copper 135 5 0.51 0.001 P-36 36 J-36 J-37 2 Copper 135 5 0.51 0.001 P-37 10 J-15 J-38 6 Ductile Iron 130 0 0 0 P-38 41 J-38 J-39 6 Ductile Iron 130 0 0 0 P-18 167 J-18 J-19 8 Ductile Iron 130 -32 0.2 0 P-19 20 J-19 J-20 8 Ductile Iron 130 -32 0.2 0 P-41 36 J-19 J-41 6 Ductile Iron 130 0 0 0 P-20 57 J-20 J-21 8 Ductile Iron 130 -32 0.2 0 P-21 5 J-21 J-22 8 Ductile Iron 130 -100 0.64 0 P-22 88 J-22 J-23 8 Ductile Iron 130 -100 0.64 0 P-42 62 J-21 J-42 2 Copper 135 68 6.94 0.1 P-43 32 J-42 J-43 2 Copper 135 68 6.94 0.1 P-44 67 J-22 J-44 6 Ductile Iron 130 0 0 0 P-45 36 J-44 J-45 6 Ductile Iron 130 0 0 0 P-2 1,945 J-2 J-3 12 Ductile Iron 130 901 2.56 0.002 P-3 60 J-3 J-4 12 Ductile Iron 130 901 2.56 0.002 P-24(1)138 J-25 J-69 12 Ductile Iron 130 100 0.28 0 P-24(2)66 J-69 J-24 12 Ductile Iron 130 100 0.28 0 P-85 19 J-69 H-8 6 Ductile Iron 130 0 0 0 P-86 16 J-30 H-2 6 Ductile Iron 130 0 0 0 Truss Building Pipe Table Label Elevation (ft) Demand (gpm)Hydraulic Grade (ft) Pressure (psi) J-35 4,689.00 780 4,926.34 103 J-43 4,680.50 68 4,935.22 110 J-33 4,689.00 48 4,924.27 102 J-37 4,678.00 5 4,944.57 115 J-1 4,723.50 0 4,950.38 98 J-2 4,717.00 0 4,948.86 100 J-4 4,684.00 0 4,944.67 113 J-8 4,679.00 0 4,944.58 115 J-30 4,684.00 0 4,944.67 113 J-29 4,686.00 0 4,944.67 112 J-28 4,686.00 0 4,944.66 112 J-27 4,688.00 0 4,944.66 111 J-24 4,683.00 0 4,944.64 113 J-46 4,681.00 0 4,944.64 114 J-26 4,687.00 0 4,944.66 111 J-25 4,684.00 0 4,944.65 113 J-23 4,683.00 0 4,944.64 113 J-5 4,682.50 0 4,944.59 113 J-6 4,682.50 0 4,944.58 113 J-7 4,682.50 0 4,944.58 113 J-9 4,682.50 0 4,944.58 113 J-10 4,679.00 0 4,944.60 115 J-11 4,678.00 0 4,944.60 115 J-12 4,677.50 0 4,944.60 116 J-13 4,678.00 0 4,944.60 115 J-17 4,679.00 0 4,944.61 115 J-18 4,679.50 0 4,944.61 115 J-20 4,679.00 0 4,944.61 115 J-16 4,678.50 0 4,944.61 115 J-40 4,677.50 0 4,944.61 116 J-34 4,689.00 0 4,928.18 103 J-32 4,689.00 0 4,926.25 103 J-15 4,678.00 0 4,944.60 115 J-14 4,678.00 0 4,944.60 115 J-36 4,678.00 0 4,944.60 115 J-38 4,678.00 0 4,944.60 115 J-39 4,678.00 0 4,944.60 115 J-19 4,679.00 0 4,944.61 115 J-41 4,679.00 0 4,944.61 115 J-21 4,680.50 0 4,944.61 114 J-22 4,680.50 0 4,944.62 114 J-42 4,680.50 0 4,938.41 112 J-44 4,680.50 0 4,944.62 114 J-45 4,680.50 0 4,944.62 114 J-3 4,685.00 0 4,944.80 112 J-69 4,683.32 0 4,944.64 113 Truss Building Junction Table Label Fire Flow (Needed) (gpm) Fire Flow (Available)(gpm) Pressure (Residual Lower Limit)(psi) Pressure (Calculated Residual)(psi) Junction w Minimum Pressure (Zone) H-1 1,500 3,178 20 22 J-33 H-3 1,500 2,701 20 20 J-40 H-2 1,500 3,178 20 27 J-33 H-8 1,500 3,177 20 21 J-33 Fire Flow Results Table APPENDIX B Fire Flow Test Analysis 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 Office/Retail Sprinkler demand – 500 GPM Outside hose allowance – 250 GPM 0 0 71.5 57 GPM Drive-Through Sprinkler demand – 1,570 GPM Outside hose allowance – 500 GPM Millwork Sprinkler demand – 1,490 GPM Outside hose allowance – 250 GPM Sheetrock Sprinkler demand – 1,370 GPM Outside hose allowance – 500 GPM Truss Sprinkler demand – 780 GPM Outside hose allowance – 500 GPM 5 12.5 0 0 30 20 GPM 2 0 0 4 0 0 33 33 Mechanical Shop Sprinkler demand – 500 GPM Outside hose allowance – 250 GPM APPENDIX D Water and Sewer Demand Calculations Project: Simkins North Park Tract 2B - Retail/Office Date: 03/03/2025 Capacity Calculations 8" Pipe Flowing Full Capacity 0.77 cfs 8" Pipe Flowing Full Capacity 344 gal/min Q/Qfill @ 75% full, 0.75 per nomograph Capacity @ 75% full 258 gal/min City of Bozeman Sanitary Sewer System Design Criteria System Demand DESIGNATION Demand Drainage Fixture Unit Calculation 13 gal/min Peaking Factor (per DEQ circular 2 formula)4.24 Peak Hourly Flow 57 gal/min Infiltration at 150 gal/acre/day 2195 gal/day Infiltration gal/min 1.52 gal/min Total Peak Hourly Flow plus Infiltration 58.57 gal/min Result Q/Qfull based on peak hour 0.23 Percent Full for 8" From Nomograph at peak hour 37% Service Area Project: Simkins North Park Tract 4B - Truss Manufacturing Date: 03/03/2025 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 5 gal/min Peaking Factor (per DEQ circular 2 formula)4.24 Peak Hourly Flow 20 gal/min Infiltration at 150 gal/acre/day 1423 gal/day Infiltration gal/min 0.99 gal/min Total Peak Hourly Flow plus Infiltration 21.00 gal/min Result Q/Qfull based on peak hour 0.23 Percent Full for 4" From Nomograph at peak hour 38% Service Area Project: Simkins North Park Tract 2B - Sheetrock Warehouse Date: 08/16/2024 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 1.2 gal/min Peaking Factor (per DEQ circular 2 formula)4.24 Peak Hourly Flow 5 gal/min Infiltration at 150 gal/acre/day 2195 gal/day Infiltration gal/min 1.52 gal/min Total Peak Hourly Flow plus Infiltration 6.53 gal/min Result Q/Qfull based on peak hour 0.07 Percent Full for 4" From Nomograph at peak hour 22% Service Area APPENDIX E North Park Development Phase 1 & 2 Water and Wastewater Report Allied Engineering Services, Inc. Page 1 North Park Development, Phase I & II Internal Water Distribution System & Internal Sanitary Sewer Collection System Design Report April 15, 2019 Revised August 2021 Allied Engineering Services, Inc. I. INTRODUCTION This report presents Allied Engineering’s evaluation and design of the internal water distribution network and sanitary sewer collection network’s main extensions for the proposed North Park Development – Phase 1 & II. The project site is located within the City of Bozeman, and is generally bound to the north by Red Wing Drive, to the east by Red Wing Drive & Flora Lane, to the South by Mandeville Lane, and to the west by Interstate 90. The overall project, including Phase 1 as well as Future Phases, consists of approximately 274 acres and is graphically depicted on Figure 4 in Appendix A. As shown by the exhibits and referenced in this report, Phase 1 is intended to include the area located east of Mandeville Creek. This overall phase 1 is divided into sub-phases 1 & 2 for the infrastructure improvements. The legal descriptions of the underlying parcels that make up the overall project site are Tracts 1-A, 2-A, 3-A, & 4-A of Certificate of Survey No. 2153, Tract 2 of Certificate of Subdivision No. 1723, and a parcel described as a tract of land being the Southwest One-Quarter of Section 36, less the Lewis & Clark Commercial Subdivision (Plat J-376), less Minor Subdivision No. 320, Lot 1 and including the West One-Half of the Southeast One-Quarter of Section 36, Less the Gordon Mandeville State School Section Subdivision, Township 1 South, Range 5 East, Principal Meridian Montana, Gallatin County, Montana (which will be termed the “State Parcel” for the remainder of this engineering report). The development site is located within the City of Bozeman city limits. The State Parcel is zoned as M-1 and C.O.S. 2153 is zoned as M-2. The zoning designations of M-1 & M-2 allow for various uses as detailed by the City of Bozeman Zoning Regulations. Table 38.12.020 from Section 38.12.020, Chapter 38 of the City of Bozeman Code of Ordinances provides a list of potential allowable uses, and has been included in Appendix C. It is our understanding that Tract 4-A of C.O.S. No. 2153 consists of one (1) non-residential cell tower lease area and that there are currently two (2) Lease Sites (termed “Tract 1” and “Tract 2”) located on the State Parcel. The existing Lease Sites have been developed as Bozeman Self Storage, which is a commercial business that rents storage units. Bozeman Self Storage is currently served via City of Bozeman municipal water and sanitary sewer infrastructure. The project site is anticipated to generally be developed for “industrial” purposes that conform with the existing zoning designations of M-1 & M-2. The site is planned to be developed in Phases, and the currently proposed Phase-1 consists of Tract 4-A of C.O.S. No. 2153 and the eastern portion of the State Parcel. The proposed Phase 1 development site has been graphically displayed on Figure 5, enclosed in Appendix A. The future phases are anticipated to include the western portion of the State Parcel, Tract 2 of C.O.S. No. 1723, and Tracts 1-A, 2-A & 3-A of C.O.S. No. 2153. Any future proposed infrastructure associated with the anticipated future phases will be addressed as part of a separate application package. The State Parcel is planned to be developed via future larger Lease Sites. These larger Lease Sites are subject to the Master Site Plan review through the City of Bozeman, and, if under 20 acres, will also be subject to Sanitation in Subdivisions Review through MDEQ. Subdivision applications will be submitted to the Department at the time in which lease agreements are executed. The larger Lease Sites are then anticipated to be further sub-leased on a project-by-project basis. Each future sub-lease will be required to be reviewed through the City of Bozeman’s Site Plan process. Similar to the larger Lease Sites, any sub-lease site that is less than 20 acres will be subject to review through the MDEQ Sanitation in North Park Development, Phase I City of Bozeman, Gallatin County, MT Project: 14-167 August 2021 Allied Engineering Services, Inc. Page 2 Subdivisions process. Tract 2 of C.O.S. No. 1723 and Tracts 1-A, 2-A, 3-A, & 4-1 of C.O.S. No. 2153 are currently going through a boundary line adjustment to better accommodate the future development site. The boundary line adjustment will be subject to the Master Site Plan review process through the City of Bozeman. The realigned parcels then may be developed via sub-lease sites and would be subject to the review processes pertaining to the State Parcel that have been previously detailed. The intent of this submittal is to provide permitting for the immediately proposed infrastructure as well as to provide guidance for the future anticipated lease and sub-lease areas to help expedite the design and review associated with the future development. There is currently a gravity sanitary sewer trunk line and a water distribution main that traverses the central portion of proposed Phase 1. The offsite up-gradient portion of the sanitary sewer line serves the Wheat Commercial Subdivision, and dead-ends just west of the intersection of Wheat Drive and North 7th Avenue. Per discussions with the City of Bozeman, it is our understanding that there are no plans to extend the existing sanitary sewer line in the future to provide service to areas outside of Wheat Commercial Subdivision. The offsite down-gradient portion of the sanitary sewer line connects to the City of Bozeman’s gravity interceptor line that conveys wastewater to the City’s municipal wastewater treatment plant. This project proposes to install approximately 4,650 lineal feet of 8-inch diameter SDR35 PVC sanitary sewer main extensions. The proposed sanitary sewer infrastructure is discussed in further detail in the engineering report. The upstream and downstream water distribution network consists of loops within public right-of-ways and public utility easements. There are two pressure reducing valves (PRVs) located off-site to the south of the project site. This project proposes to install approximately 4,000 lineal feet of 8-inch and approximately 1,100 lineal feet of 12-inch Class 51 Ductile Iron water main extensions. The proposed water distribution infrastructure is discussed in further detail in the engineering report. The following references were used in the water and wastewater facilities design and capacity analysis: - Circular DEQ-1 – Standards for Waterworks - Circular DEQ-2 – Design Standards for Wastewater Facilities - City of Bozeman – Design Standards and Specifications Policy - City of Bozeman – Wastewater Collection Facilities Plan - City of Bozeman – Water Facility Plan - City of Bozeman – government personnel - American Water Works Association. “Manual of Water Supply Practices, M22 Second Edition, Sizing Water Service Lines and Meters.” - American Water Works Association. “Distribution System Requirements for Fire Protection, Manual of Water Supply Practices M31.” - National Fire Protection Association. “NFPA 1142 - Standard on Water Supplies for Suburban and Rural Fire Fighting.” II. SITE AND PROJECT DESCRIPTION This project is proposing water and sanitary sewer connections to existing and proposed infrastructure. Existing sanitary sewer and water mains are located on the eastern side of Mandeville Creek running in a general north-south direction. The existing sanitary sewer trunk line consists of 10” & 12” diameter pipe with manholes located approximately 400 feet apart. Each of these manholes has 8” diameter stubs extending in a general east-west direction. The water main coming off of Wheat Drive is a 12” diameter class 51 ductile iron main with three hydrants and a pressure reducing valve (PRV). An existing 8” North Park Development, Phase I City of Bozeman, Gallatin County, MT Project: 14-167 August 2021 Allied Engineering Services, Inc. Page 3 diameter water main is located in Flora Lane which loops to the front of Murdoch’s into a 6” diameter line and back to Mandeville Lane. Phase 1 of the proposed development is located in its own drainage basin, and the future phase(s) located to the west are anticipated to be served by future sanitary sewer collection network (i.e. future phases are not anticipated to connect to Phase 1 sanitary sewer infrastructure). However, the future phases are anticipated to connect to the water distribution network within Phase 1, and may provide additional offsite connections as required. The City of Bozeman Design Standards and Specifications Policy was utilized as the primary reference source for the design parameters and procedures of the water and sewer infrastructure. Other sources were also referenced for general design parameters. Complete calculations and results are also included in this report. III. WATER SYSTEM III.A Existing Water System The North Park Development will be serviced by the transmission line running from Wheat Drive to Red Wing Drive and looping an existing water main in Flora Lane into the transmission line. System pressures in this area are high and will require PRVs on individual services to keep pressures for domestic use under the maximum of 80 pounds per square inch (psi). The current transmission line serves the areas north of the project site including the Wastewater Treatment Plant, Bogart Subdivision, Walker Subdivision, Cashman’s Nursery. The line then loops back to E. Valley Center Road on the West side of N. 19th Avenue. Three hydrants were placed on the water line between Mandeville and Red Wing Drive. These hydrants are spaced about 1200 feet apart to provide air release and blow-off locations. The hydrants are currently located in the middle of an agricultural field. Only one service has been installed on the 12” transmission line that services the residence on Red Wing Drive. System pressure varies from approximately 124 psi to 144 psi across the site. An existing PRV vault is located at the northern property line of the site. This vault consists of a 10” and 3” PRV’s that drops pressures to 120 psi on the downstream side by constricting flow. The existing water system was modeled in EPANET2 (Appendix D). III.B. Proposed Water System The water demand and capacity for the project site was back calculated from metered data, zoning allocations, and existing sewer infrastructure restrictions. Meter data was gathered from the City of Bozeman for the area that was to be modeled. This data consisted of monthly usage over a year for each water meter in the study area. From this data, an average month and maximum month could be calculated. Currently, the existing 10” sewer main running along the water transmission line has a total capacity of 683,239 gpd (474.5 gpm) based on slope and open channel flow. The existing buildings using this sewer line are producing a maximum of 68,210 gallons per day. The undeveloped and unconnected lots that North Park Development, Phase I City of Bozeman, Gallatin County, MT Project: 14-167 August 2021 Allied Engineering Services, Inc. Page 4 could connect to this sewer line in the future have a maximum sewer usage of 53,160 gpd. The undeveloped lots in the Wheat Commercial Subdivision and the Mandeville Farmstead were included as potential future development. Total Sewer Capacity for North Park Project: 683,239 gpd Existing Wastewater Usage: 68,632 gpd Additional Wastewater Usage in the Future: 53,160 gpd Total Available Capacity: (683,239 gpd – (68,210 + 53,160)) = 561,446 gpd (389.9 gpm) For further discussion on the maximum flow that the existing sewer infrastructure can receive, see the sewer design section. For the North Park Project the exact usage cannot be calculated as this will be a large site that will fill in over time with different kinds of businesses and developments. Instead, the available capacity will be divided up based on area. As areas develop they will determine their actual demands and integrate them into the system. The project site has approximately 133 acres of undeveloped land that will be serviced by the water system. Total Available Capacity: 561,446 gpd Total Project Area: 133 acres Available Capacity Per Acre: 4,236 gpd/acre The calculated flow of 4,236 gpd/acre is much higher than the zoning allocation of 960 gpd/acre for M1 and M2 industrial. In general, only large hotels utilize flows this high and thus the future sites are not anticipated to utilize the full capacity of the sewer line. Fire flow for the site will have to be estimated using the Insurance Services Office (ISO) Method for needed fire flow (NFF) for each site that is developed. A large 4 story hotel was used as the worst-case scenario for the site. The calculated NFF for this scenario is 3,090 gpm. According to the original design report for the existing 12 inch water distribution line, the maximum fire flow rate was modeled as 3,500 gpm which was stated by the Belgrade Fire Department which was providing fire protection of the site at the time. For this report a maximum fire flow was determined by iterating the flow in the system model and remaining within the design parameters. The City of Bozeman requires that the system residual pressure remains above 20 psi and main velocities do not exceed 15 feet per second. The existing irrigation demand for the project is anticipated to be taken from the domestic water supply for this design. In the future, irrigation wells may be used to reduce the need for domestic water to irrigate lawns and landscaping. Figure 1 (Appendix C) shows the general layout of the subdivision and water distribution system. The Figure in Appendix D shows the EPANET2 model used to model the proposed water system infrastructure. In addition, the model shows the anticipated pressures at each node along with water main velocities. The proposed main extensions will connect the existing water main in Flora Lane to the transmission line that will be covered by the extension of Wheat Drive. North Park Development, Phase I City of Bozeman, Gallatin County, MT Project: 14-167 August 2021 Allied Engineering Services, Inc. Page 5 III.C Water Modeling Water Model Parameters A hydraulic analysis was performed for the proposed and existing water distribution system using EPANET 2. In order to model the North Park Development’s proposed system, the existing system needed to be analyzed to give a starting position for proposed water main extensions. Working with the City of Bozeman Water/Sewer Operations, historical usage for the area was compiled. The additional demand from the undeveloped and unincorporated areas as described above was calculated by usage allocation per area and zoning. Table 1: Meter Data for Existing Structures Location Owner & Description Average Daily Demand (gpd) Maximum Daily Demand (gpd) Motel 6 Bozeman 5,688 8,278 Murdoch's Main Building 699 1,001 Murdoch's Office Building 364 989 TMH Enterprises (Dotty's) 148 219 Greenwood, Vickie (Greenwood Academy) 305 424 Space Bank LTD (Bozeman Self Storage) 883 3,122 TMH Enterprises (East Rest Commercial Complex) 1,201 1,292 Maric Properties Bozeman LLC (Ramada Inn) 8,561 15,090 Saem LLC (Rodeway Inn) 4,062 5,677 Fargo Hotels Fairfield Inn 6,501 10,766 TLH Inc. (Panda Buffet) 2,048 5,562 Super 8 Bozeman 9,081 14,329 Homewood Suites 6,447 9,009 Rocky Mountain Retail (Dogtown Daycare & Boarding) 187 288 Kassity, Mike & Jennifer (McDonalds Irrigation) 775 1,955 Kassity, Mike & Jennifer (McDonalds) 1,329 2,139 Table 2: Additional Sewer Demand Areas Location Owner & Description Average Daily Demand (gpd) Maximum Daily Demand (gpd) (Near Greenwood) Gorman James - Unoccupied 2,120 6,360 (Large Remainder) Gorman James - Unoccupied 10,800 32,400 Stark Letha & Ralph (Mandeville Farm) 4,800 14,400 The water system modeling works by using nodes to represent points of inflow and outflow in EPANET 2 software. The nodes are then assigned with lots or areas near them so that all demand areas are assigned to a node. For nodes inside the North Park Development each node’s base demand was calculated by multiplying the contributing area of the node by the available capacity per acre of 4,221 gpd/acre. North Park Development, Phase I City of Bozeman, Gallatin County, MT Project: 14-167 August 2021 Allied Engineering Services, Inc. Page 6 Table 3: North Park Development Area Demands Node # Area (Acre) Maximum Daily Demand (gal/day) Maximum Daily Demand (gpm) 2 1.6 6758 4.7 7 4.1 17309 12.0 11 3.3 14188 9.9 16 8.9 37790 26.2 18 5.5 23490 16.3 19 13.0 55277 38.4 23 4.6 19336 13.4 24 12.7 53919 37.4 25 13.8 58571 40.7 26 4.7 20064 13.9 27 6.2 26384 18.3 28 6.9 29286 20.3 29 5.4 22718 15.8 30 11.0 46494 32.3 31 7.7 32507 22.6 32 6.5 27733 19.3 33 16.4 69624 48.4 Total 132.5 561446.4 389.9 To assure adequate pressure in the system, a worst-case scenario is used. This scenario is maximum daily usage as the base flow and a fire flow at the lowest pressure node in the system. Each node was also assigned an elevation based on the surface topographic contours of the site. Since the development is anticipated to consist of minimal cuts and fills and the water main is to have a fairly uniform depth, the node elevations were assigned to match the surface elevations. This results in a representation of the demands at the approximate finish grade of the site (i.e., at about the level that hydrants and houses will be constructed). All pipes were modeled as ductile iron with a Hazen-Williams “C” factor of 130. An additional minor loss for fittings or orifices of 0.4 was applied to each pipe. Water System Calibration Using the flow test data that the city had for the site, the system was calibrated to match these pressures and flows. Calibration was achieved by placing the flow from the flow test at the corresponding node then changing the minor loss coefficient in the two southern connection points until the residual pressure was the same as the flow test. Table 4: Fire Flow Test Data Location Date Flow Residual Pressure Intersection of Flora Lane and Mandeville Lane 9/8/16 1520 gpm 102 psi Water Model Analysis The North Park Development water distribution system was modeled using the maximum daily demand of 474.5 gpm. With this base flow, a fire flow was iterated as explained above to remain within the design constraints. In this system, the node that produces the largest pressure drop in the system was North Park Development, Phase I City of Bozeman, Gallatin County, MT Project: 14-167 August 2021 Allied Engineering Services, Inc. Page 7 node 28. This node is located on the proposed Road B water main extension. The highest fire flow that the system could handle was 4,100 gpm. Together with the maximum daily demand, the peak flow from the system is 4,575gpm. Analysis Results System pressures ranged from 55.04 psi at the fire flow node to 111.4 psi in the system during the modeled flow condition. Pipe velocities in this scenario ranged from 0 to 14.96 fps. The limiting factor for the system is the pipe velocities when the fire flow is added. The following Sections of Circular DEQ-1 have been specifically addressed as required by the Water Main Extension Certified Checklist: 8.1.1 Standards, Materials Selection The proposed construction specifications have been included in this submittal. This project will be constructed in accordance with the Montana Public Works Standard Specifications (MPWSS) as well as the City of Bozeman Standard Specifications and Modifications to MPWSS. The water main extensions are proposed to consist of Class 51 Ductile Iron Pipe 8.1.2 Permeation of System by Organic Compounds High water table conditions are not expected in the water main extension area. In addition, the water main will be constructed with non-permeable water tight materials and pressure tested to insure quality of seal and construction. 8.1.3 Used Materials All proposed water mains are to be constructed from new material. 8.1.4 Joints Water main joint details and specification have been included in this submittal. 8.2 WATER MAIN DESIGN 8.2.1 Pressure Based on the water model, the water distribution network will be able to maintain a minimum normal working pressure between 35 psi & 80 psi and a minimum pressure of 20 psi under all conditions. 8.2.2 Diameter The minimum water main proposed is 8-inch diameter. 8.2.3 Fire Protection In continuation of the original approved design for the 12-inch water main extension, this system has been designed to provide, at the least, the minimum pressures and flows for fire protection. The hydrant flow analysis shows that all proposed hydrants will provide up to 4,100 gpm at a minimum residual pressure of 20 psi. 8.2.4 Dead Ends North Park Development, Phase I City of Bozeman, Gallatin County, MT Project: 14-167 August 2021 Allied Engineering Services, Inc. Page 8 Dead ends proposed for the project will meet both the length and blow-off requirements. Dead ends will be shorter than 500’ feet. These dead ends are proposed to be extended with future phases and development of the site. These future extensions are beyond the scope of this project. 8.3 VALVES A sufficient number of valves have been proposed as part of the water distribution network improvements and have been spaced no more than 500 feet apart. 8.4 HYDRANTS 8.4.1 Location & Spacing Additional fire hydrants have been added to the system to make sure they are no more than 500 feet apart and have been placed at all intersections. 8.4.2 Valves & Nozzles Fire hydrant valves & nozzle details and specifications have been included in this submittal and conform with MPWSS, the City of Bozeman Standard Specifications, and this Section of Circular DEQ-1. 8.4.3 Hydrant Leads All hydrant leads have been proposed to be 6-inch diameter and auxiliary valves have been proposed as well. 8.4.4 Hydrant Drainage Fire hydrant drain details and specifications have been included in this submittal and conform with MPWSS, the City of Bozeman Standard Specifications, and this Section of Circular DEQ-1. See City of Bozeman Standard Drawing No. 02660-4. 8.5 AIR RELIEF, VACUUM RELIEF, AND COMBINATION AIR/VACUUM RELIEF VALVES No air relief, vacuum relief, nor combination air/vacuum relief valve have been proposed as part of this project. 8.6 VALVE, METER, AND BLOW-OFF CHAMBERS No valve, meter, and/or blow-off chambers have been proposed as part of this project. 8.7 INSTALLATION OF MAINS 8.7.1 Standards The proposed construction specifications have been included in this submittal. This project will be constructed in accordance with the Montana Public Works Standard Specifications (MPWSS) as well as the City of Bozeman Modifications to MPWSS. 8.7.2 Bedding The proposed construction specifications and pipe bedding details have been included in this submittal. Pipe bedding for this project will be performed in accordance with the Montana Public Works Standard Specifications as well as the City of Bozeman Modifications to MPWSS. 8.7.3 Cover North Park Development, Phase I City of Bozeman, Gallatin County, MT Project: 14-167 August 2021 Allied Engineering Services, Inc. Page 9 This project has designed water pipelines to have a minimum bury depth of 6.5 feet. Water lines with less than 6.5 feet of cover will be insulated. 8.7.4 Blocking All tees, bends, reducers, plugs, and hydrants have been designed to include measures to prevent movement. Details and specifications regarding joint restraints and blocking have been included in this submittal. 8.7.5 Anchoring of Fusible Pipe No fusible pipe has been proposed as part of this project. 8.7.6 Pressure & Leakage Testing Pressure & leakage testing will be required for all water mains proposed as part of this project. Inspection & Testing requirements in accordance with MPW and COB requirements have been included. 8.7.7 Disinfection Disinfection will be required for all water mains proposed as part of this project and disinfection procedures have been included in the specifications manual. 8.7.8 External Corrosion Corrosive conditions are not anticipated and therefore no special corrosion protection has been provided. 8.7.9 Separation from Other Utilities The water mains are proposed to be installed within a public road right-of-way. Any future dry utility is anticipated to be installed outside of the road section, which will provide adequate separation to allow for future maintenance & repair of the water infrastructure. 8.8 SEPARATION OF WATER MAINS, SANITARY SEWERS, AND STORM SEWERS 8.8.2 Parallel Installation All proposed water mains have been designed to have at least 10 feet of horizontal separation from sanitary sewer and storm sewer infrastructure. 8.8.3 Crossings The proposed water infrastructure will meet the requirements pertaining to vertical separation from sanitary sewer & storm piping as outlined in MPWSS and this Section of Circular DEQ-2. Details and specifications related to vertical separation between water and sanitary sewer infrastructure have been included in this submittal. 8.8.4 Force Mains No force mains have been proposed as part of this project. 8.8.5 Sewer Manholes The proposed water piping is proposed to avoid conflicts with sewer manholes. 8.8.6 Separation of Water Mains from Other Sources of Contamination North Park Development, Phase I City of Bozeman, Gallatin County, MT Project: 14-167 August 2021 Allied Engineering Services, Inc. Page 10 There are no known or planned sewage treatment lagoons, industrial complexes, or other potential sources of contamination located in the vicinity of the proposed water distribution infrastructure. 8.9 SURFACE WATER CROSSINGS There are no surface water crossings proposed as part of this project. 8.10 CROSS-CONNECTIONS AND INTERCONNECTIONS No cross-connections or interconnections are proposed with the water distribution infrastructure. The water distribution network will connect exclusively to existing & proposed water infrastructure. 8.11 WATER SERVICE CONNECTIONS 8.11.1 Lead Control No new services are proposed for this project. 8.11.2 Booster Pumps Booster pumps have not been proposed as part of this project. 8.13 WATER LOADING STATIONS Water loading stations have not been proposed as part of this project. 8.14 WATER MAIN ABANDONMENT No abandonment of water mains has been proposed as part of this project. Some of the existing mains will be replaced by removing some existing stretches and installing new mains in the same horizontal alignment, but at a deeper depth. 8.15 TEMPORARY WATER DISTRIBUTION No temporary water distribution systems have been proposed as part of this project. Water System Conclusions The proposed water system will be able to handle existing and proposed maximum daily demand plus fire flow. As discussed in further detail below, this analysis is conservative in that it takes into account the areas that have not yet developed. As the North Park area is developed, each site can utilize the demand modeled of 4,236 gpd/acre and a fire flow of 4,100 gpm. Any additional future looping to the system will improve fire flow velocities. IV. WASTEWATER SYSTEM IV.A. Existing Sanitary Sewer Collection and Disposal There is an existing sanitary sewer trunk line that runs through the approximate center of the proposed Phase 1 development area and connects to an interceptor line located on the north side of the Frontage Road. The existing sanitary sewer facilities are part of the City of Bozeman’s municipal infrastructure and wastewater treatment and disposal will be provided by the City of Bozeman at their municipal treatment facility. The existing sanitary sewer facilities within this proposed development consist of 8” dia. PVC, 10” dia. PVC, 12” dia. PVC, and 12” dia. DIP. Enclosed in Appendix E is an exhibit showing North Park Development, Phase I City of Bozeman, Gallatin County, MT Project: 14-167 August 2021 Allied Engineering Services, Inc. Page 11 the existing sanitary sewer facilities. The following table provides the capacities of the existing sanitary sewer infrastructure (flowing at 75% full) using the Mannings Equation: Table WW-5 Start Manhole End Manhole Pipe Diameter Pipe Length Pipe Slope Velocity [ft/sec] Peak Daily [gpd] Peaking Factor Design Avg [gpd] Ex. MH#2 Ex. MH#3 10” PVC 364 0.46% 3.07 852,577 3.520 242,235 Ex. MH#3 Ex. MH#4 10” PVC 398 0.60% 3.50 973,711 3.467 280,889 Ex. MH#4 Ex. MH#5 10” PVC 373 0.51% 3.23 897,717 3.499 256,547 Ex. MH#5 Ex. MH#6 10” PVC 397 1.10% 4.74 1,318,411 3.338 394,937 Ex. MH#6 Ex. MH#7 10” PVC 396 1.04% 4.61 1,281,950 3.351 382,608 Ex. MH#7 Ex. MH#8 10” PVC 395 1.72% 5.93 1,648,613 3.238 509,199 Ex. MH#8 Ex. MH#9 10” PVC 398 1.70% 5.90 1,639,000 3.240 505,809 Ex. MH#9 Ex. MH#10 10” PVC 394 2.21% 6.72 1,868,747 3.179 587,811 Ex. MH#10 Ex. MH#11 12” PVC 397 0.82% 4.60 1,809,763 3.194 566,567 Ex. MH#11 Ex. MH#12 12” PVC 181 1.74% 6.70 2,636,267 3.012 875,277 Ex. MH#12 Ex. MH#13 12” DIP 107 0.73% 4.21 1,513,879 3.277 462,024 As previously discussed, the project site is effectively located in its own drainage basin. The existing sanitary sewer trunk line currently serves an existing storage facility located on the State-owned parcel, the Wheat Commercial Subdivision to the south, and may potentially serve Minor Subdivision 320 (inholding tract), COS 391A to the southwest, and portions of the Gordon Mandeville State School Section Subdivision to the east. As part of our wastewater system evaluation, we have compiled historical water consumption data from the City of Bozeman for the existing developments served by the existing sanitary sewer line. These actual flows have been included with the Appendices. For undeveloped parcels, the City of Bozeman’s Wastewater Facility Plan has been referenced to estimate potential future wastewater generation. The following table shows the wastewater flows that are expected to be contributed by the surrounding off-site properties: Table WW-6 Off-site Flows GPD Property Use WW Flow Per Zoning WW Flow Zoning w/ Infiltration WW Flow Per Readings WW Flow Reading plus infiltration Lot 1 Wheat Commercial Avion Early Childhood Academy 1,539.03 1,654.5 305* 420 Lot 2 Wheat Commercial Vacant Lot 2,541.37 2,732.0 N/A N/A Lot 3 Wheat Commercial Fairfield Inn 2,351.19 2,527.5 6,501* 6,677 Lot 4 Wheat Commercial McDonalds 2,278.84 2,449.7 1,329 1,500 Lot 5 Wheat Commercial Super 8 Parking Lot 2,000.14 2,150.1 N/A N/A Lot 6 Wheat Commercial Super 8 1,999.77 2,149.8 5,610* 5,760 Lot 7 Wheat Commercial Panda Buffet 1,812.075 1,948.0 2,048* 2,184 Lot 8 Wheat Commercial TLC Inn 1,369.65 1,472.4 4,062* 4,165 Lot 9 & 11 Wheat Commercial Motel 6 2,711.39 2,914.7 5,688* 5,891 Lot 10 Wheat Commercial Ramada 3,021.95 3,248.6 8,561* 8,788 Lot 12 Wheat Easy Rest Commercial 1,830.03 1,953.8 1,201* 1,337 North Park Development, Phase I City of Bozeman, Gallatin County, MT Project: 14-167 August 2021 Allied Engineering Services, Inc. Page 12 Commercial Complex Lot 1 Minor Sub 320 Residential 4,800** 5,550 250** 350 State Parcel – Ex. Lease Sites Bozeman Self Storage -- 883* 2,383 Tract 1, C.O.S. 391A Vacant Lot 11,718.0 12,596.9 -- Lots 4&11, Gordon Mandeville St Sch Sub Murdoch’s Office Building 1,939.2 2,242.2 364* 667 Lots 5&10, Gordon Mandeville St Sch Sub. 1,455.4 1,682.8 -- Lots 6&9, Gordon Mandeville St Sch Sub. Dogtown Daycare & Boarding 2,279.0 2,635.1 187* 543 Lot 7A, Gordon Mandeville St Sch Sub Renegade Off Road 961.9 1,112.2 -- * Includes domestic and presumably irrigation ** Assumes future zoning of M-1 *** Per MDEQ Circular IV.B. Wastewater Drainage Basins Wastewater Drainage Basin #1 encompasses all of the proposed Phase I improvements for this development project, the Wheat Commercial Subdivision (located to the south), Minor Subdivision 320 (in-holding parcel), C.O.S. 391A (located to the southwest), and portions of the Gordon Mandeville State School Section Subdivision. Wastewater from Drainage Basin #1 is conveyed to the existing sanitary sewer infrastructure, and ultimately is conveyed to the City of Bozeman’s interceptor line located on the north side of Frontage Road. Drainage Basin #1 will serve approximately 91.46 acres of future development zoned M-1, approximately 26.35 acres of future development zoned as M-2, and approximately 29.49 acres of existing & future offsite development zoned as M-1 & B-2, which is anticipated to generate a total of 450,381 gpd. Wastewater Drainage Basin #2 encompasses all of the proposed future phases of this development. These future phases will be designed & permitted under a separate submittal package. As part of the design of the sanitary sewer collection system for “Phase 1” of the North Park Development, Drainage Basin #1 has been split up into four (4) sub-drainage basins to better clarify wastewater flow rate generations. The sub-drainage basins have been described to better evaluate the existing and proposed size of the sanitary sewer infrastructure in an incremental fashion. The following is a breakdown of the sub-drainage basins within Drainage Basin #1. Wastewater Sub-Drainage Basin #1.A. encompasses the Wheat Commercial Subdivision, C.O.S. 391A, Minor Subdivision No. 320, and the existing lease sites located on the State Parcel. The wastewater collected in Sub-Drainage Basin #1.A. flows into Wastewater Drainage Sub-Drainage Basin #1.B. and services approximately 27.69 acres of existing & future development zoned as a mixture of B-2 & M-1 as well as approximately 5.0 acres of potential future development that is currently un-zoned. Based on the water consumption data obtained from the City of Bozeman, the wastewater flow generation from the existing & potential future developments totals approximately 75,486 gpd. It is worth noting that water consumption records were used to determine corresponding wastewater flow generation; the water North Park Development, Phase I City of Bozeman, Gallatin County, MT Project: 14-167 August 2021 Allied Engineering Services, Inc. Page 13 consumption associated with irrigation of the existing developments is inherently included within the records and has been conservatively left in the calculations. Based on the City of Bozeman’s Wastewater Facility Plan, the existing vacant or undeveloped lots were assumed to generate 2,000 gpd/acre for B-2 zoning and 960 gpd/acre for M-1 zoning. The total wastewater flow rate generated by Sub-Drainage Basin #1.A of 75,486 gpd. Wastewater Sub-Drainage Basin#1.B. encompasses the southern portion of the proposed Phase 1 development portion of the State Parcel. Wastewater flows generated by Sub-Drainage Basin#1.A will pass through Sub-Drainage Basin#1.B. and the combined wastewater flows will be conveyed to Sub- Drainage Basin#1.C. The wastewater generated by Sub-Drainage Basin#1.B. will service approximately 30.67 acres of existing development zoned as M-1. Based on the record drawing data pertaining to the existing sanitary sewer trunk line as well as field observations, the available design average daily flow of the existing sanitary sewer line within Sub-Basin #1.B is 242,235 gpd. By subtracting the calculated flow rate generated by Sub-Drainage Basin #1.A, the available capacity was determined to be 166,749 gpd. Dividing the available capacity within Sub-Basin #1.B by the area to be served within Sub-Basin #1.B, the allowable flow rate generation for future developments within Sub-Basin #1.B is 5,437 gpd/acre. However, for the purpose of this submittal, we have proposed a maximum allowable flow rate generation of 3,250 gpd/acre, which equates to 13.00 EDUs/acre. Wastewater Sub-Drainage Basin#1.C. encompasses the northern portion of the proposed Phase 1 development portion of the State Parcel as well as a portion of the existing Gordon Mandeville State School Subdivision. Wastewater flows generated by Sub-Drainage Basin#1.A & #1.B. will pass through Sub-Drainage Basin#1.C. and the combined wastewater flows will be conveyed to Sub-Drainage Basin#1.D. The wastewater generated by Sub-Drainage Basin#1.C. will service approximately 50.98 acres of future development zoned as M-1 as well as approximately 6.91 acres of the existing Gordon Mandeville State School Subdivision zoned as B-2 & M-1. The total wastewater generated by the existing Gordon Mandeville State School Subdivision was determined to be approximately 6,635.5 gpd, based on water consumptions record data as well as Gallatin City-County Health Department permit records. The available design average daily flow of the existing sanitary sewer trunk line within Sub- Basin #1.C is 382,608 gpd. By subtracting the calculated flow rate generated by Sub-Drainage Basin #1.A & #1.B & the flow generated from the Gordon Mandeville State School Subdivision, the available capacity was determined to be 195,157 gpd (382,608 gpd – 179,780 gpd – 7,671 gpd = 195,157 gpd). Dividing the available capacity within Sub-Basin #1.C by the area to be served within Sub-Basin #1.C, the allowable flow rate generation for future developments within Sub-Basin #1.C is 4,068.43 gpd/acre (195,157 gpd ÷ 50.98 acres = 3,828 gpd/acre). However, for the purpose of this submittal, we have proposed a maximum allowable flow rate generation of 3,250 gpd/acre, which equates to 13.00 EDUs/acre. Wastewater Sub-Drainage Basin#1.D. encompasses existing Tract 4-A of C.O.S. 2153. Wastewater flows generated by Sub-Drainage Basin#1.A, #1.B., & #1.C. will pass through Sub-Drainage Basin#1.D. and the combined wastewater flows will be conveyed to the existing City of Bozeman interceptor line. The wastewater generated by Sub-Drainage Basin#1.D. will service approximately 26.35 acres of potential future development zoned as M-2. The available design average daily flow of the existing sanitary sewer trunk line within Sub-Basin #1.D is 462,024 gpd. By subtracting the calculated flow rate generated by Sub-Drainage Basin #1.A, #1.B & #1.C, the available capacity was determined to be 101,236 gpd North Park Development, Phase I City of Bozeman, Gallatin County, MT Project: 14-167 August 2021 Allied Engineering Services, Inc. Page 14 (462,024 gpd – 360,788 gpd = 101,236 gpd). Dividing the available capacity within Sub-Basin #1.D by the area to be served within Sub-Basin #1.D, the allowable flow rate generation for future developments within Sub-Basin #1.D is 3,842 gpd/acre (101,236 gpd ÷ 26.35 acres = 3842 gpd/acre). However, for the purpose of this submittal, we have proposed a maximum allowable flow rate generation of 3,250 gpd/acre, which equates to 13.00 EDUs/acre. IV.C. Preliminary Sanitary Sewer Master Plan The City of Bozeman has published a wastewater facility report and is responsible for the sanitary sewer master plan within the city limits. Phase 1 of the North Park development is primarily located within the East Gallatin River Drainage Basin, and the western portion of the proposed Phase 1 development is located within the Spring Creek Drainage Basin. The existing sanitary sewer trunk line is located just to the east of the north-south dividing line of the two aforementioned drainage basins. The sanitary sewer infrastructure proposed as part of this application will serve as collection lines that tie into the existing sanitary sewer trunk line. The existing trunk line connects to the existing interceptor line, which conveys wastewater to the City of Bozeman’s municipal treatment facility. Allied Engineering has evaluated the City of Bozeman’s Wastewater Facility Plan, the City of Bozeman’s Zoning Map, the known developments in the surrounding areas, and the existing capacities on the existing sanitary sewer infrastructure within the project’s region. From this evaluation, we have proposed a larger wastewater flow rate for the undeveloped area associated with this project. Per Table 2-13 of the City of Bozeman Wastewater Facility Plan, the flow rate allocation for undeveloped areas zoned as M-1 & M-2 was determined to be 960 gpd/acre. Based on our site specific analysis of this project site, we have proposed a flow rate allocation of 3,250 gpd/acre. Based on our proposed flow rate allocation, the corresponding equivalent dwelling units (EDUs) would equal 1,531.53-EDUs, the potential future density would be 13.00-units/acre, and the equivalent population may be approximately 3,828.83 capita. As previously discussed, future sub-lease areas are anticipated to be developed on a site-by-site basis, and it will be the responsibility of each future development to show that the flow rate generations of each future site are within the allocations presented within this report or provide a separate detailed engineering report justifying the proposed wastewater flow rate generation. The proposed sanitary sewer collection mains have been sized to flow at no more than 75-percent of full capacity at peak hour conditions of full build-out of Phase 1 of the North Park Development. An average daily flow of 3,250-gpd/acre was used for Phase 1 of the project site. For comparative purposes, an average daily flow of 100-gpd per capita was used and an equivalent dwelling unit was assumed to consist of 2.5 residents (corresponding to a flow of 250-gpd/EDU). The Average Daily Wastewater Flow was calculated using values from the City of Bozeman’s Wastewater Facility Plan, water consumption records obtained from the City of Bozeman, and the modified flow rate allocation for the subject property as presented within this report. The Equivalent Population was determined by dividing the residential flow (100 gpd/capita) into the Average Daily Wastewater Flow. The Peaking Factor and Peak Hourly Wastewater Flow were calculated for the development based on the following formula: Qpeak hourly / Qdesign ave = (18 + P0.5) / (4 + P0.5) (P = Population/thousands) North Park Development, Phase I City of Bozeman, Gallatin County, MT Project: 14-167 August 2021 Allied Engineering Services, Inc. Page 15 Each wastewater drainage sub-basin was evaluated for hydraulic capacity. An 8” diameter PVC sewer main (7.920” Nominal I.D.), 75% full, and at minimum slope (0.40%), has a flow capacity of 304 gpm. Using Manning’s Equation, following is a summary of PVC sewer main capacities (flowing 75% full) for various pipe sizes (Peak Hourly Wastewater Flow = Qpeak hourly). For comparative purposes, we have also calculated the corresponding Flow Velocity, Peaking Factor, Average Daily Wastewater Flow (Qdesign ave), Equivalent Population, and Equivalent Residential Lots. All calculations were based on the minimum slope per Circular DEQ-2, Section 33.41. Spreadsheet calculations for each pipe size have been provided in Appendix F of this report. Table WW-3: Sewer Flow Capacity Nominal Equivalent Pipe Inside % Q peak Q peak Flow Peaking Q design Equivalent Residential Size Diameter Slope hourly hourly Velocity Factor average Population Lots (inches) (inches) (ft/100 ft) (gpm) (gpd) (ft/sec) (factor) (gpd) (capita) (#) 4 3.975 2.00 108.3 155,982 3.48 4.029 38,717 387.2 155 6 5.915 0.60 171.2 246,575 2.49 3.921 62,887 628.9 252 8 7.920 0.40 304.5 438,488 2.47 3.756 116,755 1,167.5 467 10 9.900 0.28 461.9 665,171 2.39 3.614 184,078 1,840.8 736 12 11.780 0.22 651.0 937,402 2.38 3.482 269,220 2,692.2 1,077 15 14.426 0.15 922.7 1,474,403 2.31 3.289 448,344 4,483.4 1,793 18 17.629 0.12 1,408.7 2,028,578 2.30 3.140 646,019 6,460.2 2,584 21 20.783 0.10 1,994.6 2,872,208 2.34 2.969 967,409 9,674.1 3,870 24 23.381 0.08 2,442.4 3,517,012 2.27 2.866 1,227,199 12,272.0 4,909 27 26.351 0.07 3,074.6 4,427,484 2.25 2.747 1,611,893 16,118.9 6,448 30 30.166 0.06 4,102.6 5,907,747 2.29 2.596 2,275,427 22,754.3 9,102 36 36.104 0.05 5,899.6 8,495,463 2.30 2.403 3,535,636 35,760.0 14,143 42 41.948 0.04 7,894.0 11,367,322 2.28 2.263 5,023,946 50,239.5 20,096  Inside diameter per JM Pipe Manufacturer (actual I.D. may vary depending on pipe manufacturer).  Minimum % slope is per 10 States Standards, Chapter 33.41.  Mannings “n” value = 0.013 as per 10 States Standards.  JM Pipe does not manufacture 14”, 16”, 33”, or 39” diameter pipe as listed in 10 States Standards tables.  Calculations assume 75% pipe full flow as per City of Bozeman Standards and Specifications.  Minimum sewer main size is 8” diameter (4” and 6” would represent sewer services).  Calculations for hydraulic capacity are based on minimum allowable pipe slopes. Hydraulic capacity would be higher if steeper pipe slopes constructed. Our calculations indicate that the entire proposed development can be serviced by 8, 10, & 12-inch diameter sanitary sewer mains placed at strategic locations based on the anticipated aggregate wastewater flows. The Wastewater Drainage Basins, Wastewater Drainage Sub-Basins, internal sanitary sewer collection system layout, and anticipated sanitary sewer main sizes are shown on Figures WW-1, WW-2, WW-3, and WW-4, respectively. The purpose of evaluating the Wastewater Drainage Basins was to determine the hydraulic characteristics for the final destination. Spreadsheet calculations have been provided in Appendix F of this report. Following is a summary of the sewer capacities for each corresponding Wastewater Drainage Basin. IV.D. Sanitary Sewer Collection System Capacity North Park Development, Phase I City of Bozeman, Gallatin County, MT Project: 14-167 August 2021 Allied Engineering Services, Inc. Page 16 North Park Development – Drainage Sub-Basin #1.A will serve approximately 27.69 acres of existing & future development zoned as a mixture of M-1 & B-2 as well as approximately 5.0 acres of future potential un-zoned development assumed to be zoned as M-1. The design average daily wastewater flow (Q design ave) for Sub-Basin#1.A is 75,486 gpd. The equivalent population is ~688.7 capita (68,870.5 gpd ÷ 100 gpd/capita). Per the following equation, a peaking factor of 3.90 was calculated for Drainage Sub-Basin#1.A. Qpeak hourly / Qdesign ave = (18 + P0.5) / (4 + P0.5) (P = Population/thousands) Thus, the total peak hourly wastewater flow (Q peak hourly) is 293,815 gpd (75,486 gpd × 3.90 peaking factor), or 204 gpm. Drainage Sub-Basin #1.A is currently served via existing 8” diameter sanitary sewer pipe, which has a minimum capacity of 304.5 gpm. North Park Development – Drainage Sub-Basin #1.B. will serve approximately 30.67 acres of future potential development zoned as M-1 within Sub-Basin #1.B as well as the demand described in Sub-Basin #1.A. The design average daily wastewater flow (Q design ave) for Sub- Basin#1.B is 104,295 gpd, and the total flow rate that will pass through Sub-Basin #1.B is 179,780 gpd. The equivalent population is ~1,685.6 capita (168,563.8 gpd ÷ 100 gpd/capita). Per the following equation, a peaking factor of 3.64 was calculated for Drainage Sub-Basin#1.B. Qpeak hourly / Qdesign ave = (18 + P0.5) / (4 + P0.5) (P = Population/thousands) Thus, the total peak hourly wastewater flow (Q peak hourly) is 654,217 gpd (179,780 gpd × 3.64 peaking factor), or 454 gpm. An 8” pipe (7.92” Nominal I.D.), 75% full, at minimum slope, has a flow capacity of 304.5 gpm, and a 10” pipe (9.90” Nominal I.D.), 75% full, at minimum slope, has a capacity of 461.9 gpm. Thus, the estimated discharge from Drainage Sub-Basin#1.B can be served by the existing 10-inch sanitary sewer trunk line. Overall, Drainage Sub-Basin#1.B is served by existing 10-inch sanitary sewer mains and proposed 8-inch sanitary sewer extensions. North Park Development – Drainage Sub-Basin #1.C. will serve approximately 50.98 acres of future potential development zoned as M-1, portions of the existing Gordon Mandeville State School Section Subdivision (estimated to generate 6,635.5 gpd), as well as the demands from Sub-Basin #1.A & Sub-Basin #1.B. The design average daily wastewater flow (Q design ave) for Sub-Basin#1.C is 181,008 gpd, and the total flow rate that will pass through Sub-Basin #1.C is 360,788 gpd. The equivalent population is ~3,408.9 capita (340,887.6 gpd ÷ 100 gpd/capita). Per the following equation, a peaking factor of 3.39 was calculated for Drainage Sub-Basin#1.C. Qpeak hourly / Qdesign ave = (18 + P0.5) / (4 + P0.5) (P = Population/thousands) Thus, the total peak hourly wastewater flow (Q peak hourly) is 1,224,055 gpd (360,788 gpd × 3.39 peaking factor), or 850 gpm. An 8” pipe (7.92” Nominal I.D.), 75% full, at minimum slope, has a flow capacity of 304.5 gpm, and a 10” pipe (9.90” Nominal I.D.), 75% full, at minimum slope, has a capacity of 461.9 gpm. However, the limiting 10” sanitary sewer pipe within Sub-Basin #1.C has a slope of 1.04%, which corresponds to a flow capacity of 890.24 gpm. Thus, the estimated discharge from Drainage Sub-Basin#1.C can be served by the existing 10-inch sanitary sewer trunk line. Overall, Drainage Sub-Basin#1.C is served by existing 10-inch sanitary sewer mains and proposed 8-inch sanitary sewer main extensions. North Park Development, Phase I City of Bozeman, Gallatin County, MT Project: 14-167 August 2021 Allied Engineering Services, Inc. Page 17 North Park Development – Drainage Sub-Basin #1.D. will serve approximately 26.35 acres of potential future development zoned as M-2, as well as the demands from Sub-Basin #1.A, Sub- Basin #1.B, and Sub-Basin #1.C. The design average daily wastewater flow (Q design ave) for Sub- Basin#1.D is 89,593 gpd, and the total flow rate that will pass though Sub-Basin #1.D is 450,382 gpd. The equivalent population is ~4,265.3 capita (426,528.4 gpd ÷ 100 gpd/capita). Per the following equation, a peaking factor of 3.31 was calculated for Drainage Sub-Basin#1.D. Qpeak hourly / Qdesign ave = (18 + P0.5) / (4 + P0.5) (P = Population/thousands) Thus, the total peak hourly wastewater flow (Q peak hourly) is 1,489,237 gpd (450,382 gpd × 3.31 peaking factor), or 1,034 gpm. An 8” pipe (7.92” Nominal I.D.), 75% full, at minimum slope, has a flow capacity of 304.5 gpm and a 10” pipe, 75% full, at minimum slope, has a capacity of 461.9 gpm, a 12” pipe, 75% full at minimum slope, has a capacity of 651.0 gpm. However, the limiting 12” DIP sanitary sewer pipe within Sub-Basin #1.D has a slope of 0.73%, which corresponds to a flow capacity of 1,051.3 gpm. Thus, the estimated discharge from Drainage Sub-Basin#1.D can be served by the existing 12-inch sanitary sewer trunk line. Overall, Drainage Sub-Basin#1.D is served by existing 10-inch & 12-inch sanitary sewer mains and proposed 8-inch sanitary sewer main extensions. The following Sections of Circular DEQ-2 have been specifically addressed as required by the Sewer Main Extension Certified Checklist: 33. DETAILS OF DESIGN AND CONSTRUCTION 33.1 Minimum Size The minimum sanitary sewer main proposed is an 8-inch diameter. 33.2 Depth This project has designed sanitary sewer pipelines to have a minimum bury depth of 5 feet. Sanitary sewer lines with less than 5 feet of cover will be insulated. 33.3 Buoyancy Based on the water features report by the NRCS, high water table conditions are not expected in any of the project area. Therefore, special design protections to protect against buoyancy are not required. 33.4 Slope 33.41 Recommended Minimum Slopes Recommended minimum slopes have been observed for all aspects of this project. All proposed sanitary sewer pipelines are 8-inch diameter and have a minimum slope requirement of 0.40 percent. The proposed slopes of each pipe segment are shown on the enclosed plans. 33.42 Minimum Flow Depth The minimum recommended slopes outlined in Section 33.41 have been observed, and therefore this section does not apply to the proposed project site. North Park Development, Phase I City of Bozeman, Gallatin County, MT Project: 14-167 August 2021 Allied Engineering Services, Inc. Page 18 33.43 Minimum Solids Deposition Minimum slope requirements have been observed and the minimum allowable sanitary sewer main has been proposed for this project. 33.44 Slope Between Manholes All proposed sanitary sewer pipe segments have uniform slopes between manholes, and proposed slopes have been shown on the enclosed plans. 33.45 High Velocity Protection All pipe velocities have been shown to be less than 15 fps, and therefore no special provisions have been proposed to protect against high velocities. 33.46 Steep Slope Protection All pipe segment slopes are less than 20 percent and therefore no special provisions have been proposed to protect against steep slopes. 33.5 Alignment All sanitary sewer pipeline segments have been designed with straight-line sections between manholes. 33.6 Changes in Pipe Size All new sanitary sewer mains have been proposed to be 8-inch diameter. Generally, connections to the existing sanitary sewer network will be made via existing stubs or by coring existing manholes. See the enclosed plans for further details. 33.7 Materials All sanitary sewer mains have been proposed to be SDR35 PVC pipe. 33.8 Installation 33.81 Standards The proposed construction specifications have been included in this submittal. This project will be constructed in accordance with the Montana Public Works Standard Specifications (MPWSS) as well as the City of Bozeman’s Standard Specifications and Modifications to MPWSS. 33.82 Trenching The proposed construction specifications have been included in this submittal. Trenching for this project will be performed in accordance with the Montana Public Works Standard Specifications as well as the City of Bozeman’s Modifications to MPWSS. 33.83 Pipe Bedding Materials and Placement North Park Development, Phase I City of Bozeman, Gallatin County, MT Project: 14-167 August 2021 Allied Engineering Services, Inc. Page 19 The proposed construction specifications have been included in this submittal. Pipe bedding for this project will be performed in accordance with the Montana Public Works Standard Specifications as well as the City of Bozeman’s Modifications to MPWSS. 33.84 Trench Backfill Trench backfill material is anticipated to consist of native materials removed as part of pipe trenching. Backfill material will be approved by the Engineer. 33.85 Deflection Test Deflection testing will not be required as part of this project. 33.9 Joints & Infiltration 33.91 Joints The proposed construction specifications have been included in this submittal. Proposed pipes shall have rubber gasket bell & spigot joints to provide a water tight fitting. 33.92 Leakage Tests Leakage testing will be required as part of this project, and will be performed in accordance with Section 02730 Part 3.4 of MPWSS & COB Modifications. 33.93 Service Connections Any proposed sanitary sewer service will be installed per COB Standard Drawing No. 02730-2. 33.10 Casing Pipes No casing pipes have been proposed as part of this project. 34 MANHOLES 34.1 Location Proposed manholes have been located at changes in alignment & grade of the proposed sanitary sewer main extensions. The proposed sanitary sewer manholes have been spaced less than 400-feet apart. 34.2 Drop Type In order to properly connect to the existing sanitary sewer network as well as to maintain adequate vertical separation from other existing and proposed utility lines, several existing manholes have been proposed to be retrofitted into drop manholes. The manholes will be retrofitted in accordance with MPWSS Standard Drawing No. 02720-3 & Section 34.2 of Circular DEQ-2. 34.3 Diameter North Park Development, Phase I City of Bozeman, Gallatin County, MT Project: 14-167 August 2021 Allied Engineering Services, Inc. Page 20 All sanitary sewer manholes have been proposed to be 48-inch diameter with eccentric cone sections. 34.4 Flow Channel The sanitary sewer manhole flow channels will be straight and will closely conform to the shape, size, and slope of the connecting sewer lines. 34.5 Bench The sanitary sewer manholes will provide a bench on either side of the flow channel and will be sloped at least at a 4 percent slope. 34.6 Watertightness The sanitary sewer manholes are proposed to be pre-cast concrete and will conform with MPWSS, the City of Bozeman’s Modifications to MPWSS, and this Section of Circular DEQ-2. 34.7 Inspection & Testing Inspection & Testing will be performed in accordance with Section 02730 part 3.4 of MPWSS & COB Modifications. 34.8 Corrosion Protection for Manholes Corrosive conditions are not anticipated and therefore no special corrosion protection has been provided. 34.9 Electrical No electrical equipment has been proposed as part of the planned improvements. 35 INVERTED SIPHONS No inverted siphons have been proposed as part of this project. 36 SEWERS IN RELATION TO STREAMS There are no sanitary sewer lines adjacent to, crossing, or in the vicinity of streams on this project and therefore this section is not applicable. 37 AERIAL CROSSINGS There are no aerial crossings included in this project. 38.1 Cross Connections Prohibited The proposed connections to sanitary sewer infrastructure will be exclusive to sanitary sewer piping. 38.2 Relation to Water Works Structures There are no known public water supply wells within 100 feet nor are there any known other wells within 50 feet of the sanitary sewer infrastructure. 38.31 Horizontal Separation North Park Development, Phase I City of Bozeman, Gallatin County, MT Project: 14-167 August 2021 Allied Engineering Services, Inc. Page 21 The proposed sanitary sewer infrastructure will meet the requirements pertaining to horizontal separation from water piping as outlined in MPWSS and this Section of Circular DEQ-2. Details and specifications related to horizontal separation between water and sanitary sewer infrastructure have been included in this submittal. 38.32 Crossings The proposed sanitary sewer infrastructure will meet the requirements pertaining to vertical separation from water piping as outlined in MPWSS and this Section of Circular DEQ-2. Details and specifications related to vertical separation between water and sanitary sewer infrastructure have been included in this submittal. 39 SEWER SERVICES AND PLUMBING Any proposed sanitary sewer services and plumbing are anticipated to conform with applicable local & state plumbing codes. IV.E. SANITARY SEWER CONCLUSIONS The existing sanitary sewer trunk line and the municipal sanitary sewer interceptor line have capacity to serve the proposed North Park Development, Phase 1 based on a proposed maximum flow rate generation of 3,250 gpd/acre. The proposed 8-inch sanitary sewer main extensions will be able to serve the local needs of the future Lease & Sub-Lease sites. Appendix Table of Contents Appendix A – Vicinity Maps  Figure 1 – Vicinity Map  Figure 2 – Quadrangle Map  Figure 3 – Aerial Map  Figure 4 – Existing Property Configuration Map  Figure 5 – Internal Development Phase Map Appendix B – Existing Property Information  Cadastral Map – Remainder Tract  Cadastral Information – Remainder Tract  Cadastral Map – Tract 4-A, C.O.S. 2153  Cadastral Information – Tract 4-A, C.O.S. 2153  Certificate of Survey No. 2153 (Existing)  Existing State of Montana Lease Area Exhibit  City of Bozeman Zoning Map  City of Bozeman Will Serve Letter (Pending Receipt) Appendix C – Water Distribution System Figures  Figure W-1 – Proposed Water System Nodes  Figure W-2 – Water Usage Information Appendix D – Water Distribution System Calculations  EPANet 2.0 Figure – Existing Water System Pressures  EPANet 2.0 Table – Existing Water System Parameters  EPANet 2.0 Figure – Proposed Water System Pressures  EPANet 2.0 Figure – Proposed Water System Velocities  EPANet 2.0 Table – Proposed Water System Parameters Appendix E –Sanitary Sewer Collection System Figures  Figure WW-1 – Existing Sanitary Sewer Infrastructure Map  Figure WW-2 – Proposed Internal Sanitary Sewer Collection System Layout  Figure WW-3 – Internal Sanitary Sewer Drainage Basins  Figure WW-4 – Internal Sanitary Sewer Drainage Sub-Basins Appendix F –Sanitary Sewer Collection System Calculations  Table WW-3 – Sanitary Sewer Flow Capacity (4” through 42”)  Manning’s Equation for Individual Pipe Sizes – 4-inch  Manning’s Equation for Individual Pipe Sizes – 6-inch  Manning’s Equation for Individual Pipe Sizes – 8-inch  Manning’s Equation for Individual Pipe Sizes – 10-inch  Manning’s Equation for Individual Pipe Sizes – 12-inch  Manning’s Equation for Individual Pipe Sizes – 15-inch  Table WW-3 – Wastewater Drainage Sub-Basin #1.A.  Table WW-4 – Wastewater Drainage Sub-Basin#1.B.  Table WW-5 – Wastewater Drainage Sub-Basin#1.C.  Table WW-6 – Wastewater Drainage Sub-Basin#1.D. Appendix Table of Contents Cont’d Appendix F –Sanitary Sewer Collection System Calculations Cont’d  Table WW-7 – Wastewater Drainage Sub-Basin#1.A + #1.B.  Table WW-8 – Wastewater Drainage Sub-Basin#1.A + #1.B + #1.C.  Table WW-9 – Wastewater Drainage Sub-Basin#1 Appendix A Vicinity Maps • Figure 1 – Vicinity Map • Figure 2 – Quadrangle Map • Figure 3 – Aerial Map • Figure 4 – Existing Property Configuration Map • Figure 5 – Internal Development Phase Map Appendix B Existing Property Information • Cadastral Map – Remainder Tract • Cadastral Information – Remainder Tract • Cadastral Map – Tract 4-A, C.O.S. 2153 • Cadastral Information – Tract 4-A, C.O.S. 2153 • Certificate of Survey No. 2153 (Existing) • Existing State of Montana Lease Area Exhibit • City of Bozeman Zoning Map • City of Bozeman Will Serve Letter (Pending Receipt) Property Record Card Summary Primary Information Property Category:RP Subcategory:Real Property Geocode:06-0904-36-3-02-01-0000 Assessment Code:00RFG48200 Primary Owner:PropertyAddress: STATE OF MONTANA PO BOX 201601 COS Parcel: HELENA, MT 59620-1601 NOTE: See the Owner tab for all owner information Certificate of Survey: Subdivision: Legal Description: S36, T01 S, R05 E, ACRES 167.26, SW4 N OF I-90 LESS TRACTS Last Modified:1/22/2017 8:24:16 AM General Property Information Neighborhood:206.105 Property Type:EP - Exempt Property Living Units:0 Levy District:06-035008-7C 08 Zoning:Ownership %:100 Linked Property: No linked properties exist for this property Exemptions: No exemptions exist for this property Condo Ownership: General:0 Limited:0 Property Factors Topography:Fronting: Utilities:Parking Type: Access:Parking Quantity: Location:Parking Proximity: Land Summary Land Type Acres Value Grazing 0.000 00.00 Fallow 0.000 00.00 Irrigated 0.000 00.00 Continuous Crop 0.000 00.00 Wild Hay 0.000 00.00 Farmsite 0.000 00.00 ROW 0.000 00.00 NonQual Land 0.000 00.00 Total Ag Land 167.260 00.00 Total Forest Land 0.000 00.00 Total Market Land 0.000 00.00 Deed Information: Deed Date Book Page Recorded Date Document Number Document Type Owners Party #1 Default Information:STATE OF MONTANA  PO BOX 201601 Ownership %:100 Primary Owner:"Yes" Interest Type:Conversion Last Modified:11/15/2007 10:38:30 PM Other Names Other Addresses Name Type Appraisals Appraisal History Tax Year Land Value Building Value Total Value Method 2016 76649 0 76649 COST201576649076649 COST Market Land Market Land Info No market land info exists for this parcel Dwellings Existing Dwellings No dwellings exist for this parcel Other Buildings/Improvements Outbuilding/Yard Improvements No other buildings or yard improvements exist for this parcel Commercial Existing Commercial Buildings No commercial buildings exist for this parcel Ag/Forest Land Ag/Forest Land Item #1 Acre Type:F - Summer Fallow Irrigation Type: Class Code:1451 Timber Zone: Productivity Quantity:44.071 Commodity:Spring Wheat Units:Bushels/Acre    Valuation Acres:96.336 Per Acre Value:0 Value:0    Ag/Forest Land Item #2 Acre Type:F - Summer Fallow Irrigation Type: Class Code:1451 Timber Zone: Productivity Quantity:46.315 Commodity:Spring Wheat Units:Bushels/Acre    Valuation Acres:3.024 Per Acre Value:0 Value:0    Ag/Forest Land Item #3 Acre Type:G - Grazing Irrigation Type: Class Code:1651 Timber Zone: Productivity Quantity:0.337 Commodity:Grazing Fee Units:AUM/Acre    Valuation Acres:2.572 Per Acre Value:0 Value:0    Ag/Forest Land Item #4 Acre Type:G - Grazing Irrigation Type: Class Code:1651 Timber Zone: Productivity Quantity:0.796 Commodity:Grazing Fee Units:AUM/Acre    Valuation Acres:22.448 Per Acre Value:0 Value:0    Ag/Forest Land Item #5 Acre Type:F - Summer Fallow Irrigation Type: Class Code:1451 Timber Zone: Productivity Quantity:42.296 Commodity:Spring Wheat Units:Bushels/Acre    Valuation Acres:29.642 Per Acre Value:0 Value:0    Ag/Forest Land Item #6 Acre Type:G - Grazing Irrigation Type: Class Code:1651 Timber Zone: Productivity Quantity:0.317 Commodity:Grazing Fee Units:AUM/Acre    Valuation Acres:3.119 Per Acre Value:0 Value:0    Ag/Forest Land Item #7 Acre Type:W - Non-Irrigated Hayland Irrigation Type: Class Code:1851 Timber Zone: Productivity Quantity:0.797 Commodity:Alfalfa Units:Tons/Acre    Valuation Acres:10.119 Per Acre Value:0 Value:0    Property Record Card Summary Primary Information Property Category:RP Subcategory:Real Property Geocode:06-0904-36-2-01-70-0000 Assessment Code:00RFG44605 Primary Owner:PropertyAddress: NORTH PARK DEVELOPMENT PARTNERS LLC 2131 INDUSTRIAL DR COS Parcel:TRACT 4-A BOZEMAN, MT 59715-2243 NOTE: See the Owner tab for all owner information Certificate of Survey:2153 Subdivision: Legal Description: S36, T01 S, R05 E, C.O.S. 2153, PARCEL TRACT 4-A, ACRES 28.36 Last Modified:2/4/2017 6:34:31 PM General Property Information Neighborhood:206.105 Property Type:RU - Residential Urban Living Units:0 Levy District:06-0350T4-7C T4 Zoning:Ownership %:100 Linked Property: No linked properties exist for this property Exemptions: No exemptions exist for this property Condo Ownership: General:0 Limited:0 Property Factors Topography:Fronting: Utilities:Parking Type: Access:Parking Quantity: Location:Parking Proximity: Land Summary Land Type Acres Value Grazing 0.000 00.00 Fallow 0.000 00.00 Irrigated 0.000 00.00 Continuous Crop 0.000 00.00 Wild Hay 0.000 00.00 Farmsite 0.000 00.00 ROW 0.000 00.00 NonQual Land 28.360 00.00 Total Ag Land 28.360 00.00 Total Forest Land 0.000 00.00 Total Market Land 0.000 00.00 Deed Information: Deed Date Book Page Recorded Date Document Number Document Type8/23/2016    8/23/2016 2555165 Warranty Deed7/29/2003 2117 281D     Owners Party #1 Default Information:NORTH PARK DEVELOPMENT PARTNERS LLC  2131 INDUSTRIAL DR Ownership %:100 Primary Owner:"Yes" Interest Type:Fee Simple Last Modified:9/19/2016 12:02:17 PM Other Names Other Addresses Name Type Appraisals Appraisal History Tax Year Land Value Building Value Total Value Method 2016 1263 0 1263 COST2015126301263COST Market Land Market Land Info No market land info exists for this parcel Dwellings Existing Dwellings No dwellings exist for this parcel Other Buildings/Improvements Outbuilding/Yard Improvements No other buildings or yard improvements exist for this parcel Commercial Existing Commercial Buildings No commercial buildings exist for this parcel Ag/Forest Land Ag/Forest Land Item #1 Acre Type:NQ - Non Qualified Ag Land Irrigation Type: Class Code:1701 Timber Zone: Productivity Quantity:0 Commodity: Units:Non Qual    Valuation Acres:28.36 Per Acre Value:0 Value:0    City of Bozeman 18,0560.6 This product is for informational purposes and may not have beenprepared for, or be suitable for legal, engineering, or surveying purposes.Users of this information should review or consult the primary data andinformation sources to ascertain the usability of the information. 15,0281: Feet 00 Legend 0 Notes Location 0 Street Names City Limits A. 1. 2. 3. A. B. C. ARTICLE 12. - INDUSTRIAL ZONING DISTRICTS Sec. 38.12.010. - Intent and purpose. The intent and purpose of the industrial zoning districts is to establish areas within the city that are primarily industrial in character and to set forth certain minimum standards for development within those areas. The purpose in having more than one industrial district is to provide opportunities for a variety of employment and community service functions within the community while providing predictability. There is a rebuttable presumption that the uses set forth for each district will be compatible with each other when the standards of this chapter are met and any applicable conditions of approval have been satis韌�ed. Additional requirements for development apply within overlay districts. The intent of the M-1 light manufacturing district is to provide for the community's needs for wholesale trade, storage and warehousing, trucking and transportation terminals, light manufacturing and similar activities. The district should be oriented to major transportation facilities yet arranged to minimize adverse e៚�ects on residential development, therefore, some type of screening may be necessary. The intent of the M-2 manufacturing and industrial district is to provide for heavy manufacturing and industrial uses, servicing vocational and employment needs of city residents. The intent of the B-P business park district is to provide for high quality settings and facilities for the development of a variety of compatible employment opportunities. These areas should be developed so as to recognize the impact on surrounding or adjacent development and contribute to the overall image of the community. Compatibility with adjacent land uses and zoning is required. (Ord. No. 1645, § 18.20.010, 8-15-2005; Ord. No. 1693, § 6(18.20.010), 2-20-2007; Ord. No. 1709, § 5(18.20.010), 7-16-2007; Ord. No. 1761, exh. C(18.20.010), 7-6-2009) Sec. 38.12.020. - Authorized uses. Uses in the various industrial districts are depicted in Table 38.12.020. Principal uses are indicated with a "P," conditional uses are indicated with a "C," accessory uses are indicated with an "A," and uses which are not authorized within the district are indicated by a "-." A particular proposed development may fall under more than one listed category with di៚�erent review processes. In such cases, the more stringent review process shall apply. The uses listed are deliberately broad and are de韌�ned in article 42 of this chapter. The intent of this method is to provide general guidance for uses while allowing the unique needs and circumstances of each proposal to be speci韌�cally addressed through the review process. Some uses are the subject of special regulations contained in article 22 of this chapter. Additional telecommunication uses are established in article 29 of this chapter. Table 38.12.020   Table of Industrial Uses Permitted Uses BP M-1 M-2 Adult business — P P Agriculture — — P Ambulance service — P P Amusement and recreational facilities — P C Animal shelters — C C Automobile, boat or recreational vehicle sales, service and/or rental — P P Automobile fuel sale or repair, as de韌�ned in this chapter — P P Automobile parking lot or garage (public or private) P/A P/A P/A Automobile washing establishment — P P Banks and other 韌�nancial institutions C P C Building materials — P P Community center, as de韌�ned in this chapter P P P Day care center C/A C/A C/A Food processing facility — P P 1 1 1 2 2 2 3 3 3 Essential services Type I A A A Essential services Type II P P P Essential services Type III P P P Fences A A A Health and exercise establishments C P P Hospitals P — — Hotel or motel — P P Junk salvage or automobile reduction/salvage yards — — C Laboratories, research and diagnostic P P P Light goods repair, as de韌�ned in this chapter — P P Manufacturing, artisan P P P Manufacturing, light P P P Manufacturing or industrial uses of all types if in compliance with all provisions of this chapter unless otherwise stated in this section. — — P Medical clinics P P P Oퟌ�ces, as de韌�ned in this chapter P P P Other buildings and structures typically accessory to permitted uses A A A Outside storage —/A P/A P/A 4 4 5 6 6 6 Personal and convenience services, as de韌�ned in this chapter — C C Personnel service facilities providing services, education, food and convenience goods primarily for those personnel employed in the principal use A A A Production manufacturing and generation facilities (electric and gas) — — C Public and private parks P P P Public buildings P P P Retail sales of goods produced or warehoused on site and related products, not to exceed 20 percent of gross ៎�oor area or 10,000 square feet, whichever is less A A A Retail sales for on-premise consumption of alcohol produced on site, not to exceed 10,000 square feet or 50 percent of the facility, whichever is less — C C Residential use which is clearly accessory to the operation of a permitted principal or conditional use — A A Restaurant — P P Restaurants serving alcoholic beverages — C C Refuse and recycling containers A A A Retail establishments other than principal uses listed in this section — C C Signs A A A 7, 11 7, 11 7, 11 8 8 8 9 9 9 10 Solid waste transfer station — — C Temporary buildings and yards incidental to ongoing construction work A A A Truck, bus and rail terminal facilities — P P Truck repair, washing, and fueling facilities — C P Technology research establishments P P P Trade schools — P P Veterinary clinics P P P Warehousing — P P Warehousing, residential storage (mini warehousing) — P P Any use, except casinos and retail, large scale, approved as part of a planned unit development subject to the provisions of article 20 of this chapter C C C   Subject to the requirements of article 22 of this chapter. As required by this chapter and meeting the standards of this chapter. If primarily o៚�ering services to a single business or group of businesses within the same building or building complex. Completely enclosed within a building. Professional and business oퟌ�ces only. Only if accessory to a principal use and if screened from the street and surrounding properties by a solid fence or dense plantings at least six feet in height. 1 2 3 4 5 6 A. B. C. A. 1. 2. 3. B. 1. 2. For the purposes of this section, accessory means less than 50 percent of gross ៎�oor area of a building, and being generally located on the second or subsequent ៎�oor. Occupying not more than 20 percent of the gross ៎�oor area of a building or 1,500 square feet, whichever is less, or occupying not more than 45 percent of the gross ៎�oor area of a food processing facility. Limited to state beer and wine licenses issued since 1997, prohibiting any form of gambling and occupying not more than 45 percent of the total building area of a food processing facility. Subject to the requirements of article 28 of this chapter. May be subject to the provisions of chapter 38, article 43. (Ord. No. 1645, § 18.20.020, 8-15-2005; Ord. No. 1693, § 6(18.20.020), 2-20-2007; Ord. No. 1709, § 5(18.20.020), 7-16-2007; Ord. No. 1761, exh. C(18.20.020), 7-6-2009; Ord. No. 1786, § 6, 7-26-2010; Ord. No. 1830, § 10, 9-24-2012; Ord. No. 1874, § 3, 12-2-2013 ; Ord. No. 1893, § 9, 8-11-2014 ; Ord. No. 1930 , § 1, 1-3- 2016; Ord. No. 1965 , § 5, 12-12-2016) Sec. 38.12.030. - Lot coverage and ៎�oor area. In the M-1 and M-2 districts, the entire lot, exclusive of required yards and parking, may be occupied by the principal and accessory buildings. This chapter provides opportunities for parking requirements to be met by shared and o៚�-site parking as allowed by article 25 of this chapter. In the B-P district, not more than 60 percent of the total lot area shall be occupied by impervious surfaces. The remaining 40 percent of the total lot area shall be landscaped as de韌�ned in this chapter. Minimum ៎�oor area requirements for each dwelling in all districts shall be that area required by the city's adopted International Building Code. (Ord. No. 1645, § 18.20.030, 8-15-2005; Ord. No. 1693, § 6(18.20.030), 2-20-2007; Ord. No. 1709, § 5(18.20.030), 7-16-2007; Ord. No. 1761, exh. C(18.20.030), 7-6-2009) Sec. 38.12.040. - Lot area and width. All newly created lots shall have a minimum area adequate to provide for required yards and parking but in no case shall they be less than: In the M-1 district: 7,500 square feet. In the M-2 district: No minimum area. In the B-P district: 43,560 square feet. Lot width for all newly created lots shall not be less than: In the M-1 district: 75 feet. In the M-2 district: 100 feet. 7 8 9 10 11 3. A. 1. a. b. c. 2. a. b. c. 3. B. 1. 2. 3. 4. 5. C. A. 1. 2. a. b. In the B-P district: 150 feet. (Ord. No. 1645, § 18.20.040, 8-15-2005; Ord. No. 1693, § 6(18.20.040), 2-20-2007; Ord. No. 1709, § 5(18.20.040), 7-16-2007; Ord. No. 1761, exh. C(18.20.040), 7-6-2009) Sec. 38.12.050. - Yards. Minimum yards required for the M-1 and M-2 districts are: Structures (unless otherwise permitted by this chapter): Front yard: 20 feet. Rear yard: three feet. Side yards: three feet (except zero lot lines as allowed by section 38.21.060.B). Parking and loading areas: Front yard: 20 feet. Rear yard: zero feet. Side yards: zero feet. Rear and side yards adjacent to alleys shall be at least 韌�ve feet. Minimum yards required for the B-P district are: Front yard: 25 feet. Rear yard; 20 feet. Side yards: 15 feet (except zero lot lines as allowed by section 38.21.060.B). All yards fronting on public or private streets shall be a minimum of 25 feet. Front, rear and side yard requirements shall be increased three feet for each additional 5,000 square feet over a total gross footprint area of 25,000 square feet, up to maximum requirement of 40 feet for rear and side yards and 50 feet for front yards. Rear and side yards adjacent to alleys shall be at least 韌�ve feet. All yards shall be subject to the provisions of sections 38.17.060, 38.21.060, 38.23.100, 38.24.100, and 38.26.100, when applicable. (Ord. No. 1645, § 18.20.050, 8-15-2005; Ord. No. 1693, § 6(18.20.050), 2-20-2007; Ord. No. 1709, § 5(18.20.050), 7-16-2007; Ord. No. 1761, exh. C(18.20.050), 7-6-2009) Sec. 38.12.060. - Building height. Maximum building height for each industrial district shall be as follows: In the M-1 and M-2 districts: 45 feet. In the B-P district: Roof pitch less than 3:12: 38 feet. Roof pitch 3:12 or greater: 44 feet. c. d. Maximum height otherwise allowed by subsections 2.a and b of this section may be increased by up to a maximum of 50 percent when the B-P zoning district is implementing a regional commercial and services growth policy land use designation. Maximum height otherwise cumulatively allowed by this section may be increased by 30 percent through the approval of a conditional use permit, but only when the additional height is a speci韌�cally identi韌�ed purpose of the review. (Ord. No. 1645, § 18.20.060, 8-15-2005; Ord. No. 1693, § 6(18.20.060), 2-20-2007; Ord. No. 1709, § 5(18.20.060), 7-16-2007; Ord. No. 1761, exh. C(18.20.060), 7-6-2009) Appendix C Water Distribution System Figures • Figure W-1 – Proposed Water System Nodes • Figure W-2 – Water Usage Information Appendix D Water Distribution System Calculations • EPANet 2.0 Figure – Existing Water System Pressures • EPANet 2.0 Table – Existing Water System Parameters • EPANet 2.0 Figure – Proposed Water System Pressures • EPANet 2.0 Figure – Proposed Water System Velocities • EPANet 2.0 Table – Proposed Water System Parameters Allied Engineering, Inc. 1/31/2017 North Park Existing Water System EPANET 2 Plan View Pressures shown for the existing water system are under maximum day demand as calculated from meter data collected from the City of Bozeman over one year. The total maximum daily demand on the system is 55.7 gpm. N. 7th Ave EPANET 2 Modeling Parameters North Park Development Bozeman, Montana Allied Engineering Services, Inc. Description System Junction Elevation # ft gpm psi 1 4728 0.3 124.28 2 4727 0.0 124.72 3 4741 7.9 118.66 4 4744 0.9 117.36 5 4746 0.0 116.52 6 4743 0.2 117.8 7 4739 0.7 119.53 8 4678 0.0 120.87 North Wind PRV 9 4680 0.0 120 North Wind PRV 10 4680 0.0 145.08 11 4734 0.9 121.7 Connection Point 12 4737 0.0 NA Connection Point 13 4744 0.0 NA Connection Point 14 4672 0.0 NA 15 4740 6.3 119.05 Hydrant at bend sta 11+93 16 4718 0.0 128.62 North Wind PRV 17 4680 0.0 145.08 Hdrant at sta 24+10 18 4702 0.0 135.55 Hydratn at Sta 35+75 19 4680 0.0 145.08 20 4731 18.0 122.98 21 4746 20.6 116.49 North Wind PRV 22 4680 0.0 120 Node Pressures Maximum Day Demand 1 1/31/2017 Allied Engineering, Inc. 1/31/2017 North Park Proposed Water System EPANET 2 Plan View Pressures shown for the proposed water system are under maximum day demand as calculated from meter data, zoning allocation, and estimated demand for the proposed project. The maximum day demand on the system is 474.5 gpm. An additional 4,100 gpm was added to node 28 which had the largest pressure drop in the North Park Development area. The pressure at node 28 was 55.04 psi. N. 7th Ave Fire Flow Allied Engineering, Inc. 1/31/2017 North Park Proposed Water System EPANET 2 Plan View Velocities shown for the proposed water system are under maximum day demand as calculated from meter data, zoning allocation, and estimated demand for the proposed project. The maximum day demand on the system is 474.5 gpm. An additional 4,100 gpm was added to node 28 which had the largest pressure drop in the North Park Development area. The highest velocity in the network was 14.96 feet per second. Fire Flow EPANET 2 Modeling Parameters North Park Development Bozeman, Montana Allied Engineering Services, Inc. Description System Junction Elevation Existing Maximum Day Additional Maximum Day Total Maximum Day Fire Flow Demand Residual Pressure # ft gpm gpm gpm gpm psi Same as Existing 1 4728 32.8 0.0 32.8 85.9 Same as Existing 2 4727 0.0 4.7 4.7 85.9 Same as Existing 3 4741 7.9 0.0 7.9 79.8 Same as Existing 4 4744 0.9 0.0 0.9 78.6 Same as Existing 5 4746 0.0 0.0 0.0 78.5 Same as Existing 6 4743 0.2 0.0 0.2 77.1 Same as Existing 7 4739 0.7 12.0 12.7 76.9 Same as Existing 8 4678 0.0 0.0 0.0 111.4 Same as Existing 9 4680 0.0 0.0 0.0 109.0 Same as Existing 10 4680 0.0 0.0 0.0 109.0 Same as Existing 11 4734 7.2 9.8 17.0 74.9 Same as Existing 12 4737 0.0 0.0 0.0 na Same as Existing 13 4744 0.0 0.0 0.0 na Same as Existing 14 4672 0.0 0.0 0.0 na Same as Existing 15 4740 6.3 0.0 6.3 82.94 Same as Existing 16 4718 0.0 26.2 26.2 87.35 Same as Existing 17 4680 0.0 0.0 0.0 109 Same as Existing 18 4702 0.0 16.3 16.3 95 Same as Existing 19 4680 0.0 38.3 38.3 108.64 Same as Existing 20 4731 22.4 0.0 22.4 84.17 Same as Existing 21 4746 20.6 0.0 20.6 77.69 Same as Existing 22 4680 0.0 0.0 0.0 109.02 Added Node 23 4724 13.4 13.4 86.61 Added Node 24 4717 37.3 37.3 88.38 Added Node 25 4713 40.5 40.5 89.88 Added Node 26 4712 13.9 13.9 86.20 Added Node 27 4709 18.3 18.3 72.98 Added Node 28 4726 20.3 20.3 4100.00 55.04 Added Node 29 4728 15.7 15.7 85.22 Added Node 30 4701 32.2 32.2 92.08 Added Node 31 4707 22.5 22.5 96.03 Added Node 32 4698 19.2 19.2 69.40 Added Node 33 4716 48.2 48.2 103.65 Proposed Water System Parameters 1 1/31/2017 Appendix E Sanitary Sewer Collection System Figures • Figure WW-1 – Existing Sanitary Sewer Infrastructure Map • Figure WW-2 – Proposed Internal Sanitary Sewer Collection System Layout • Figure WW-3 – Internal Sanitary Sewer Drainage Basins • Figure WW-4 – Internal Sanitary Sewer Drainage Sub-Basins Appendix F Sanitary Sewer Collection System Calculations • Table WW-3 – Sanitary Sewer Flow Capacity (4” through 42”) • Manning’s Equation for Individual Pipe Sizes – 4-inch • Manning’s Equation for Individual Pipe Sizes – 6-inch • Manning’s Equation for Individual Pipe Sizes – 8-inch • Manning’s Equation for Individual Pipe Sizes – 10-inch • Manning’s Equation for Individual Pipe Sizes – 12-inch • Manning’s Equation for Individual Pipe Sizes – 15-inch • Table WW-3 – Wastewater Drainage Sub-Basin #1.A. • Table WW-4 – Wastewater Drainage Sub-Basin#1.B. • Table WW-5 – Wastewater Drainage Sub-Basin#1.C. • Table WW-6 – Wastewater Drainage Sub-Basin#1.D. • Table WW-7 – Wastewater Drainage Sub-Basin#1.A + #1.B. • Table WW-8 – Wastewater Drainage Sub-Basin#1.A + #1.B + #1.C. • Table WW-9 – Wastewater Drainage Sub-Basin#1 Project:Northpark Development - Phase 1 Project Number:14-167 Location:City of Bozeman, Gallatin County, Montana Nominal Mannings Equiv Pipe Inside % pipe %n Q peak Peaking Q design Equivalent Res Size Diameter full Slope Value Q Q Q V hourly Factor average Population Lots (inches)(inches)(%)(ft/100 ft)(cfs)(gpm)(gpd)(ft/sec)(gpd)(factor)(gpd)(capita)(#) 4 3.975 75 2.00 0.013 0.241 108.3 155,982 3.48 155,982 4.029 38,717 387.2 155 6 5.915 75 0.60 0.013 0.382 171.2 246,575 2.49 246,575 3.921 62,887 628.9 252 8 7.920 75 0.40 0.013 0.678 304.5 438,488 2.47 438,488 3.756 116,755 1,167.5 467 10 9.900 75 0.28 0.013 1.029 461.9 665,171 2.39 665,171 3.614 184,078 1,840.8 736 12 11.780 75 0.22 0.013 1.450 651.0 937,402 2.38 937,402 3.482 269,220 2,692.2 1,077 15 14.426 75 0.15 0.013 2.281 1,023.9 1,474,403 2.31 1,474,403 3.289 448,344 4,483.4 1,793 18 17.629 75 0.12 0.013 3.139 1,408.7 2,028,578 2.30 2,028,578 3.140 646,019 6,460.2 2,584 21 20.783 75 0.10 0.013 4.444 1,994.6 2,872,208 2.34 2,872,208 2.969 967,409 9,674.1 3,870 24 23.381 75 0.08 0.013 5.442 2,442.4 3,517,012 2.27 3,517,012 2.866 1,227,199 12,272.0 4,909 27 26.351 75 0.07 0.013 6.851 3,074.6 4,427,484 2.25 4,427,484 2.747 1,611,893 16,118.9 6,448 30 30.166 75 0.06 0.013 9.141 4,102.6 5,907,747 2.29 5,907,747 2.596 2,275,427 22,754.3 9,102 36 36.104 75 0.05 0.013 13.145 5,899.6 8,495,463 2.30 8,495,463 2.403 3,535,636 35,760.0 14,143 42 41.948 75 0.04 0.013 17.589 7,894.0 11,367,322 2.28 11,367,322 2.263 5,023,946 50,239.5 20,096 Nominal Pipe Size reflects Pipe I.D. (Pipe I.D. depends on manufacturer) Minimum % slope is per 10 States Standards, Chapter 30, Section 33.41 Steep Slopes may need to be evaluated in further detail (supercritical flow, fr #, etc.) Manufacturers may claim smaller Mannings "n" value (0.009), however calculations conducted per 10 States Standards (0.013) SEWER FLOW CAPACITY (CIRCULAR PVC PIPE) ALLIEDENGINEERING Project:Northpark Development - Phase 1 Project Number:14-167 Location:City of Bozeman, Gallatin County, Montana Mannings Equation Q = [(1.486)x(A)x(R^(2/3))x (S^(1/2))] / n where: Q = Flow Rate (cfs) A = Cross Section Area (ft^2) P = Wetted Perimeter (ft) R = Hydraulic Radius S = Slope (ft/ft) n = Mannings Roughness Coeff V = Velocity (ft/sec) Pipe Size = 4 inch Nominal I.D. (do) = 3.975 inches Nominal I.D. (do) = 0.331 ft % pipe full = 75 % depth (y) = 2.98125 inches depth (y) = 0.25 ft theta 4.19 radians A = 0.07 ft^2 P = 0.69 ft R = 0.10 % Slope = 2.00 ft/100 ft S = 0.0200 ft/ft n = 0.013 Q = 0.241 cfs Q = 108.3 gpm Q = 155,982 gpd V = 3.48 ft/2 Q peak hourly = 155,982 gpd Peaking Factor = 4.029 Q design avg = 38,717 gpd Equivalent Population = 387.2 people (by T&E) Equivalent Populaton = 387.2 people (from Q design avg) Equivalent Units = 155 units (CIRCULAR PVC PIPE) SEWER FLOW CAPACITY ALLIEDENGINEERING Project:Northpark Development - Phase 1 Project Number:14-167 Location:City of Bozeman, Gallatin County, Montana Mannings Equation Q = [(1.486)x(A)x(R^(2/3))x (S^(1/2))] / n where: Q = Flow Rate (cfs) A = Cross Section Area (ft^2) P = Wetted Perimeter (ft) R = Hydraulic Radius S = Slope (ft/ft) n = Mannings Roughness Coeff V = Velocity (ft/sec) Pipe Size = 6 inch Nominal I.D. (do) = 5.915 inches Nominal I.D. (do) = 0.493 ft % pipe full = 75 % depth (y) = 4.43625 inches depth (y) = 0.37 ft theta 4.19 radians A = 0.15 ft^2 P = 1.03 ft R = 0.15 % Slope = 0.60 ft/100 ft S = 0.0060 ft/ft n = 0.013 Q = 0.382 cfs Q = 171.2 gpm Q = 246,575 gpd V = 2.49 ft/2 Q peak hourly = 246,575 gpd Peaking Factor = 3.921 Q design avg = 62,887 gpd Equivalent Population = 628.9 people (by T&E) Equivalent Populaton = 628.9 people (from Q design avg) Equivalent Units = 252 units SEWER FLOW CAPACITY (CIRCULAR PVC PIPE) ALLIEDENGINEERING Project:Northpark Development - Phase 1 Project Number:14-167 Location:City of Bozeman, Gallatin County, Montana Mannings Equation Q = [(1.486)x(A)x(R^(2/3))x (S^(1/2))] / n where: Q = Flow Rate (cfs) A = Cross Section Area (ft^2) P = Wetted Perimeter (ft) R = Hydraulic Radius S = Slope (ft/ft) n = Mannings Roughness Coeff V = Velocity (ft/sec) Pipe Size = 8 inch Nominal I.D. (do) = 7.920 inches Nominal I.D. (do) = 0.660 ft % pipe full = 75 % depth (y) = 5.94 inches depth (y) = 0.50 ft theta 4.19 radians A = 0.28 ft^2 P = 1.38 ft R = 0.20 % Slope = 0.40 ft/100 ft S = 0.0040 ft/ft n = 0.013 Q = 0.678 cfs Q = 304.5 gpm Q = 438,488 gpd V = 2.47 ft/2 Q peak hourly = 438,488 gpd Peaking Factor = 3.756 Q design avg = 116,755 gpd Equivalent Population = 1,167.5 people (by T&E) Equivalent Populaton = 1,167.5 people (from Q design avg) Equivalent Units = 467 units SEWER FLOW CAPACITY (CIRCULAR PVC PIPE) ALLIEDENGINEERING Project:Northpark Development - Phase 1 Project Number:14-167 Location:City of Bozeman, Gallatin County, Montana Mannings Equation Q = [(1.486)x(A)x(R^(2/3))x (S^(1/2))] / n where: Q = Flow Rate (cfs) A = Cross Section Area (ft^2) P = Wetted Perimeter (ft) R = Hydraulic Radius S = Slope (ft/ft) n = Mannings Roughness Coeff V = Velocity (ft/sec) Pipe Size = 10 inch Nominal I.D. (do) = 9.900 inches Nominal I.D. (do) = 0.825 ft % pipe full = 75 % depth (y) = 7.425 inches depth (y) = 0.62 ft theta 4.19 radians A = 0.43 ft^2 P = 1.73 ft R = 0.25 % Slope = 0.28 ft/100 ft S = 0.0028 ft/ft n = 0.013 Q = 1.029 cfs Q = 461.9 gpm Q = 665,171 gpd V = 2.39 ft/2 Q peak hourly = 665,171 gpd Peaking Factor = 3.614 Q design avg = 184,078 gpd Equivalent Population = 1,840.8 people (by T&E) Equivalent Populaton = 1,840.8 people (from Q design avg) Equivalent Units = 736 units SEWER FLOW CAPACITY (CIRCULAR PVC PIPE) ALLIEDENGINEERING Project:Northpark Development - Phase 1 Project Number:14-167 Location:City of Bozeman, Gallatin County, Montana Mannings Equation Q = [(1.486)x(A)x(R^(2/3))x (S^(1/2))] / n where: Q = Flow Rate (cfs) A = Cross Section Area (ft^2) P = Wetted Perimeter (ft) R = Hydraulic Radius S = Slope (ft/ft) n = Mannings Roughness Coeff V = Velocity (ft/sec) Pipe Size = 12 inch Nominal I.D. (do) = 11.780 inches Nominal I.D. (do) = 0.982 ft % pipe full = 75 % depth (y) = 8.835 inches depth (y) = 0.74 ft theta 4.19 radians A = 0.61 ft^2 P = 2.06 ft R = 0.30 % Slope = 0.22 ft/100 ft S = 0.0022 ft/ft n = 0.013 Q = 1.450 cfs Q = 651.0 gpm Q = 937,402 gpd V = 2.38 ft/2 Q peak hourly = 937,402 gpd Peaking Factor = 3.482 Q design avg = 269,220 gpd Equivalent Population = 2,692.2 people (by T&E) Equivalent Populaton = 2,692.2 people (from Q design avg) Equivalent Units = 1,077 units SEWER FLOW CAPACITY (CIRCULAR PVC PIPE) ALLIEDENGINEERING Project:Northpark Development - Phase 1 Project Number:14-167 Location:City of Bozeman, Gallatin County, Montana Mannings Equation Q = [(1.486)x(A)x(R^(2/3))x (S^(1/2))] / n where: Q = Flow Rate (cfs) A = Cross Section Area (ft^2) P = Wetted Perimeter (ft) R = Hydraulic Radius S = Slope (ft/ft) n = Mannings Roughness Coeff V = Velocity (ft/sec) Pipe Size = 15 inch Nominal I.D. (do) = 14.426 inches Nominal I.D. (do) = 1.250 ft % pipe full = 75 % depth (y) = 10.8195 inches depth (y) = 0.94 ft theta 4.19 radians A = 0.99 ft^2 P = 2.62 ft R = 0.38 % Slope = 0.15 ft/100 ft S = 0.0015 ft/ft n = 0.013 Q = 2.281 cfs Q = 1,023.9 gpm Q = 1,474,403 gpd V = 2.31 ft/2 Q peak hourly = 1,474,403 gpd Peaking Factor = 3.289 Q design avg = 448,344 gpd Equivalent Population = 4,483.4 people (by T&E) Equivalent Populaton = 4,483.4 people (from Q design avg) Equivalent Units = 1,793 units SEWER FLOW CAPACITY (CIRCULAR PVC PIPE) ALLIEDENGINEERING Northpark Development‐Phase 1 Bozeman, Montana Project: 14‐167 WWDSB #1.A Project:Northpark Development - Phase 1 Project Number:14-167 Location:City of Bozeman, Gallatin County, Montana Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 Total Acres Acres Acres Acres Acres Acres Acres Commercial (B-2)11.72 5.86 0.00 0.00 0.00 0.00 17.58 Industiral (M-1) 0.00 0.00 5.00 9.80 0.00 0.00 14.80 Industrial (M-2) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total 11.72 5.86 5.00 9.80 0.00 0.00 32.38 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Northpark Development- Phase 1, BLA Total Lots Lots Lots Lots Lots Lots Lots Commercial (B-2)121000013 Industiral (M-1) 0011002 Industrial (M-2) 0000000Total121110015 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 Infiltration (gpd) Total (gpd) (gpd) (gpd) (gpd) (gpd) (gpd) (gpd) Commercial (B-2)44,405.1 11,718.0 0.0 0.0 0.0 0.0 2,637.1 58,760.1 Industiral (M-1) 0.0 0.0 4,800.0 9,705.6 0.0 0.0 2,220.2 16,725.8 Industrial (M-2) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total 44,405.1 11,718.0 4,800.0 9,705.6 0.0 0.0 4,857.2 75,485.9 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 Infiltration (gpd) Total (gpm)(gpm)(gpm)(gpm)(gpm)(gpm)(gpm) Commercial (B-2)30.84 8.14 0.00 0.00 0.00 0.00 1.83 40.81 Industiral (M-1)0.00 0.00 3.33 6.74 0.00 0.00 1.54 10.07 Industrial (M-2)0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Total30.84 8.14 3.33 6.74 0.00 0.00 3.37 50.88 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 Total (Capita) (Capita) (Capita) (Capita) (Capita) (Capita) (Capita) Commercial (B-2)444.1 117.2 0.0 0.0 0.0 0.0 561.2 Industiral (M-1)0.0 0.0 48.0 97.1 0.0 0.0 145.1 Industrial (M-2)0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total 444.1 117.2 48.0 97.1 0.0 0.0 706.3 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 Total (Factor) (Factor) (Factor) (Factor) (Factor) (Factor) (Factor) Commercial (B-2)4.00 4.22 0.00 0.00 0.00 0.00 3.95 Industiral (M-1)0.00 0.00 4.32 4.25 0.00 0.00 4.20 Industrial (M-2)0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total 4.00 4.22 4.32 4.25 0.00 0.00 3.89 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 Total (gpd)(gpd)(gpd)(gpd)(gpd)(gpd)(gpd) Commercial (B-2)177,628.7 49,497.8 0.0 0.0 0.0 0.0 231,978.8 Industiral (M-1)0.0 0.0 20,727.6 41,220.7 0.0 0.0 70,176.6 Industrial (M-2)0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total 177,628.7 49,497.8 20,727.6 41,220.7 0.0 0.0 293,815.2 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 Total (gpm)(gpm)(gpm)(gpm)(gpm)(gpm) (gpm) Commercial (B-2)123.35 34.37 0.00 0.00 0.00 0.00 161.10 Industiral (M-1)0.00 0.00 14.39 28.63 0.00 0.00 48.73 Industrial (M-2)0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total 123.35 34.37 14.39 28.63 0.00 0.00 204.04 Wastewater Drainage Sub-Basin #1.A Table WW-4.5: Equivalent Population (Northpark Development-Phase 1 Sub-Basin#1.A) Northpark Development-Phase 1 Wastewater Drainage Sub-Basin #1.A. Table WW-4.1: Acres (Northpark Development-Phase 1 Sub-Basin #1.A) Table WW-4.2: Number of Lots (Northpark Development-Phase 1 Sub-Basin #1.A) Table WW-4.3: Average Daily Wastewater Flow (Northpark Development-Phase 1 Sub-Basin #1.A) Table WW-4.4: Average Daily Wastewater Flow (Northpark Development-Phase 1 Sub-Basin#1.A) Table WW-4.6: Peaking Factor (Northpark Development-Phase 1 Sub-Basin#1.A) Table WW-4.7: Peak Wastewater Flow (Northpark Development-Phase 1 Sub-Basin#1.A) Table WW-4.8: Peak Wastewater Flow (Northpark Development-Phase 1 Sub-Basin#1.A) ALLIEDENGINEERING Allied Engineering Services, Inc.3 of 9 Northpark Development‐Phase 1 Bozeman, Montana Project: 14‐167 WWDSB #1.B Project:Northpark Development - Phase 1 Project Number:14-167 Location:City of Bozeman, Gallatin County, Montana Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 Total Acres Acres Acres Acres Acres Acres Acres Commercial (B-2)0.00 0.00 0.00 0.00 0.00 0.00 0.00 Industiral (M-1) 0.00 0.00 0.00 30.67 0.00 0.00 30.67 Industrial (M-2) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total 0.00 0.00 0.00 30.67 0.00 0.00 30.67 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Northpark Development- Phase 1, BLA Total Lots Lots Lots Lots Lots Lots Lots Commercial (B-2)0000000 Industiral (M-1) 0001001 Industrial (M-2) 0000000Total0001001 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 Infiltration (gpd)Total (gpd) (gpd) (gpd) (gpd) (gpd) (gpd) (gpd) Commercial (B-2)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Industiral (M-1) 0.0 0.0 0.0 99,693.3 0.0 0.0 4,601.2 104,294.5 Industrial (M-2) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total 0.0 0.0 0.0 99,693.3 0.0 0.0 4,601.2 104,294.5 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 Infiltration (gpm)Total (gpm)(gpm)(gpm)(gpm)(gpm)(gpm)(gpm) Commercial (B-2)0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Industiral (M-1)0.00 0.00 0.00 69.23 0.00 0.00 3.20 72.43 Industrial (M-2)0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Total0.00 0.00 0.00 69.23 0.00 0.00 3.20 72.43 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 Total (Capita) (Capita) (Capita) (Capita) (Capita) (Capita) (Capita) Commercial (B-2)0.0 0.0 0.0 0.0 0.0 0.0 0.0 Industiral (M-1)0.0 0.0 0.0 996.9 0.0 0.0 996.9 Industrial (M-2)0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total 0.0 0.0 0.0 996.9 0.0 0.0 996.9 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 Total (Factor) (Factor) (Factor) (Factor) (Factor) (Factor) (Factor) Commercial (B-2)0.00 0.00 0.00 0.00 0.00 0.00 0.00 Industiral (M-1)0.00 0.00 0.00 3.80 0.00 0.00 3.80 Industrial (M-2)0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total 0.00 0.00 0.00 3.80 0.00 0.00 3.80 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 Total (gpd)(gpd)(gpd)(gpd)(gpd)(gpd)(gpd) Commercial (B-2)0.0 0.0 0.0 0.0 0.0 0.0 0.0 Industiral (M-1)0.0 0.0 0.0 378,920.2 0.0 0.0 396,408.9 Industrial (M-2)0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total 0.0 0.0 0.0 378,920.2 0.0 0.0 396,408.9 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 Total (gpm)(gpm)(gpm)(gpm)(gpm)(gpm) (gpm) Commercial (B-2)0.00 0.00 0.00 0.00 0.00 0.00 0.00 Industiral (M-1)0.00 0.00 0.00 263.14 0.00 0.00 275.28 Industrial (M-2)0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total 0.00 0.00 0.00 263.14 0.00 0.00 275.28 Northpark Development-Phase 1 Wastewater Drainage Sub-Basin #1.B. Wastewater Drainage Sub-Basin #1.B Table WW-5.1: Acres (Northpark Development-Phase 1 Sub-Basin #1.B) Table WW-5.2: Number of Lots (Northpark Development-Phase 1 Sub-Basin #1.B) Table WW-5.6: Peaking Factor (Northpark Development-Phase 1 Sub-Basin#1.B) Table WW-5.7: Peak Wastewater Flow (Northpark Development-Phase 1 Sub-Basin#1.B) Table WW-5.8: Peak Wastewater Flow (Northpark Development-Phase 1 Sub-Basin#1.B) Table WW-5.3: Average Daily Wastewater Flow (Northpark Development-Phase 1 Sub-Basin #1.B) Table WW-5.4: Average Daily Wastewater Flow (Northpark Development-Phase 1 Sub-Basin#1.B) Table WW-5.5: Equivalent Population (Northpark Development-Phase 1 Sub-Basin#1.B) ALLIEDENGINEERING Allied Engineering Services, Inc.4 of 9 Northpark Development‐Phase 1 Bozeman, Montana Project: 14‐167 WWDSB #1.C Project:Northpark Development - Phase 1 Project Number:14-167 Location:City of Bozeman, Gallatin County, Montana Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 Total Acres Acres Acres Acres Acres Acres Acres Commercial (B-2)0.00 0.00 0.00 0.00 5.91 0.00 5.91 Industiral (M-1) 0.00 0.00 0.00 50.98 1.00 0.00 51.98 Industrial (M-2) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total 0.00 0.00 0.00 50.98 6.91 0.00 57.89 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Northpark Development- Phase 1, BLA Total Lots Lots Lots Lots Lots Lots Lots Commercial (B-2)0000606 Industiral (M-1) 0001102 Industrial (M-2) 0000000Total0001708 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 infiltration (gpd)Total (gpd) (gpd) (gpd) (gpd) (gpd) (gpd) (gpd) Commercial (B-2)0.0 0.0 0.0 0.0 5,673.6 0.0 886.5 6,560.1 Industiral (M-1) 0.0 0.0 0.0 165,688.3 961.9 0.0 7,797.5 174,447.6 Industrial (M-2) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total 0.0 0.0 0.0 165,688.3 6,635.5 0.0 8,684.0 181,007.7 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 infiltration (gpm)Total (gpm)(gpm)(gpm)(gpm)(gpm)(gpm)(gpm) Commercial (B-2)0.00 0.00 0.00 0.00 3.94 0.00 0.6 4.56 Industiral (M-1)0.00 0.00 0.00 115.06 0.67 0.00 5.4 121.14 Industrial (M-2)0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00Total0.00 0.00 0.00 115.06 4.61 0.00 6.0 125.70 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 Total (Capita) (Capita) (Capita) (Capita) (Capita) (Capita) (Capita) Commercial (B-2)0.0 0.0 0.0 0.0 56.7 0.0 56.7 Industiral (M-1)0.0 0.0 0.0 1,656.9 9.6 0.0 1,666.5 Industrial (M-2)0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total 0.0 0.0 0.0 1,656.9 66.4 0.0 1,723.2 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 Total (Factor) (Factor) (Factor) (Factor) (Factor) (Factor) (Factor) Commercial (B-2)0.00 0.00 0.00 0.00 4.30 0.00 4.30 Industiral (M-1)0.00 0.00 0.00 3.65 4.42 0.00 3.65 Industrial (M-2)0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total 0.00 0.00 0.00 3.65 4.29 0.00 3.64 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 Total (gpd)(gpd)(gpd)(gpd)(gpd)(gpd)(gpd) Commercial (B-2)0.0 0.0 0.0 0.0 24,415.2 0.0 28,230.0 Industiral (M-1)0.0 0.0 0.0 604,415.0 4,248.1 0.0 636,042.6 Industrial (M-2)0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total 0.0 0.0 0.0 604,415.0 28,454.7 0.0 657,996.5 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 Total (gpm)(gpm)(gpm)(gpm)(gpm)(gpm) (gpm) Commercial (B-2)0.00 0.00 0.00 0.00 16.95 0.00 19.60 Industiral (M-1)0.00 0.00 0.00 419.73 2.95 0.00 441.70 Industrial (M-2)0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total 0.00 0.00 0.00 419.73 19.76 0.00 456.94 Northpark Development-Phase 1 Wastewater Drainage Sub-Basin #1.C. Wastewater Drainage Sub-Basin #1.C Table WW-6.1: Acres (Northpark Development-Phase 1 Sub-Basin #1.C) Table WW-6.2: Number of Lots (Northpark Development-Phase 1 Sub-Basin #1.C) Table WW-6.6: Peaking Factor (Northpark Development-Phase 1 Sub-Basin #1.C) Table WW-6.7: Peak Wastewater Flow (Northpark Development-Phase 1 Sub-Basin #1.C) Table WW-6.8: Peak Wastewater Flow (Northpark Development-Phase 1 Sub-Basin #1.C) Table WW-6.3: Average Daily Wastewater Flow (Northpark Development-Phase 1 Sub-Basin #1.C) Table WW-6.4: Average Daily Wastewater Flow (Northpark Development-Phase 1 Sub-Basin #1.C) Table WW-6.5: Equivalent Population (Northpark Development-Phase 1 Sub-Basin #1.C) ALLIEDENGINEERING Allied Engineering Services, Inc.5 of 9 Northpark Development‐Phase 1 Bozeman, Montana Project: 14‐167 WWDSB #1.D Project:Northpark Development - Phase 1 Project Number:14-167 Location:City of Bozeman, Gallatin County, Montana Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 Total Acres Acres Acres Acres Acres Acres Acres Commercial (B-2)0.00 0.00 0.00 0.00 0.00 0.00 0.00 Industiral (M-1) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Industrial (M-2) 0.00 0.00 0.00 0.00 0.00 26.35 26.35 Total 0.00 0.00 0.00 0.00 0.00 26.35 26.35 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Northpark Development- Phase 1, BLA Total Lots Lots Lots Lots Lots Lots Lots Commercial (B-2)0000000 Industiral (M-1) 0000000 Industrial (M-2) 0000011Total0000011 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 infiltration (gpd)Total (gpd) (gpd) (gpd) (gpd) (gpd) (gpd) (gpd) Commercial (B-2)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Industiral (M-1) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Industrial (M-2) 0.0 0.0 0.0 0.0 0.0 85,640.8 3,952.7 89,593.4 Total 0.0 0.0 0.0 0.0 0.0 85,640.8 3,952.7 89,593.4 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 Infiltration (gpm)Total (gpm)(gpm)(gpm)(gpm)(gpm)(gpm)(gpm) Commercial (B-2)0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00 Industiral (M-1)0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00 Industrial (M-2)0.00 0.00 0.00 0.00 0.00 59.47 2.7 62.22Total0.00 0.00 0.00 0.00 0.00 59.47 2.7 62.22 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 Total (Capita) (Capita) (Capita) (Capita) (Capita) (Capita) (Capita) Commercial (B-2)0.0 0.0 0.0 0.0 0.0 0.0 0.0 Industiral (M-1)0.0 0.0 0.0 0.0 0.0 0.0 0.0 Industrial (M-2)0.0 0.0 0.0 0.0 0.0 856.4 856.4 Total 0.0 0.0 0.0 0.0 0.0 856.4 856.4 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 Total (Factor) (Factor) (Factor) (Factor) (Factor) (Factor) (Factor) Commercial (B-2)0.00 0.00 0.00 0.00 0.00 0.00 0.00 Industiral (M-1)0.00 0.00 0.00 0.00 0.00 0.00 0.00 Industrial (M-2)0.00 0.00 0.00 0.00 0.00 3.84 3.84 Total 0.00 0.00 0.00 0.00 0.00 3.84 3.84 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 Total (gpd)(gpd)(gpd)(gpd)(gpd)(gpd)(gpd) Commercial (B-2)0.0 0.0 0.0 0.0 0.0 0.0 0.0 Industiral (M-1)0.0 0.0 0.0 0.0 0.0 0.0 0.0 Industrial (M-2)0.0 0.0 0.0 0.0 0.0 329,065.8 344,253.5 Total 0.0 0.0 0.0 0.0 0.0 329,065.8 344,253.5 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 Total (gpm)(gpm)(gpm)(gpm)(gpm)(gpm) (gpm) Commercial (B-2)0.00 0.00 0.00 0.00 0.00 0.00 0.00 Industiral (M-1)0.00 0.00 0.00 0.00 0.00 0.00 0.00 Industrial (M-2)0.00 0.00 0.00 0.00 0.00 228.52 239.06 Total 0.00 0.00 0.00 0.00 0.00 228.52 239.06 Northpark Development-Phase 1 Wastewater Drainage Sub-Basin #1.D. Wastewater Drainage Sub-Basin #1.D Table WW-7.1: Acres (Northpark Development-Phase 1 Sub-Basin #1.D) Table WW-7.2: Number of Lots (Northpark Development-Phase 1 Sub-Basin #1.D) Table WW-7.6: Peaking Factor (Northpark Development-Phase 1 Sub-Basin #1.D) Table WW-7.7: Peak Wastewater Flow (Northpark Development-Phase 1 Sub-Basin #1.D) Table WW-7.8: Peak Wastewater Flow (Northpark Development-Phase 1 Sub-Basin #1.D) Table WW-7.3: Average Daily Wastewater Flow (Northpark Development-Phase 1 Sub-Basin #1.D) Table WW-7.4: Average Daily Wastewater Flow (Northpark Development-Phase 1 Sub-Basin #1.D) Table WW-7.5: Equivalent Population (Northpark Development-Phase 1 Sub-Basin #1.D) ALLIEDENGINEERING Allied Engineering Services, Inc.6 of 9 Northpark Development‐Phase 1 Bozeman, Montana Project: 14‐167 WWDSB #1.A+B Project:Northpark Development - Phase 1 Project Number:14-167 Location:City of Bozeman, Gallatin County, Montana Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 Total Acres Acres Acres Acres Acres Acres Acres Commercial (B-2)11.72 5.86 0.00 0.00 0.00 0.00 17.58 Industiral (M-1) 0.00 0.00 5.00 40.48 0.00 0.00 45.48 Industrial (M-2) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total 11.72 5.86 5.00 40.48 0.00 0.00 63.06 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Northpark Development- Phase 1, BLA Total Lots Lots Lots Lots Lots Lots Lots Commercial (B-2)121000013 Industiral (M-1) 0012003 Industrial (M-2) 0000000Total121120016 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 Infiltration Total (gpd) (gpd) (gpd) (gpd) (gpd) (gpd) (gpd) (gpd) Commercial (B-2)44,405.1 11,718.0 0.0 0.0 0.0 0.0 2,637.1 58,760.1 Industiral (M-1) 0.0 0.0 4,800.0 109,398.9 0.0 0.0 6,821.4 121,020.3 Industrial (M-2) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total 44,405.1 11,718.0 4,800.0 109,398.9 0.0 0.0 9,458.5 179,780.4 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 Infiltration Total (gpm)(gpm)(gpm)(gpm)(gpm)(gpm) (gpm) (gpm) Commercial (B-2)30.84 8.14 0.00 0.00 0.00 0.00 1.8 40.81 Industiral (M-1)0.00 0.00 3.33 75.97 0.00 0.00 4.7 84.04 Industrial (M-2)0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00Total30.84 8.14 3.33 75.97 0.00 0.00 6.6 124.85 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 Total (Capita) (Capita) (Capita) (Capita) (Capita) (Capita) (Capita) Commercial (B-2)444.1 117.2 0.0 0.0 0.0 0.0 561.2 Industiral (M-1)0.0 0.0 48.0 1,094.0 0.0 0.0 1,142.0 Industrial (M-2)0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total 444.1 117.2 48.0 1,094.0 0.0 0.0 1,703.2 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 Total (Factor) (Factor) (Factor) (Factor) (Factor) (Factor) (Factor) Commercial (B-2)4.00 4.22 0.00 0.00 0.00 0.00 3.95 Industiral (M-1)0.00 0.00 4.32 3.77 0.00 0.00 3.76 Industrial (M-2)0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total 4.00 4.22 4.32 3.77 0.00 0.00 3.64 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 Total (gpd)(gpd)(gpd)(gpd)(gpd)(gpd)(gpd) Commercial (B-2)177,628.7 49,497.8 0.0 0.0 0.0 0.0 231,978.8 Industiral (M-1)0.0 0.0 20,727.6 412,927.0 0.0 0.0 455,288.4 Industrial (M-2)0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total 177,628.7 49,497.8 20,727.6 412,927.0 0.0 0.0 654,217.9 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 Total (gpm)(gpm)(gpm)(gpm)(gpm)(gpm) (gpm) Commercial (B-2)123.35 34.37 0.00 0.00 0.00 0.00 161.10 Industiral (M-1)0.00 0.00 14.39 286.75 0.00 0.00 316.17 Industrial (M-2)0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total 123.35 34.37 14.39 286.75 0.00 0.00 454.32 Northpark Development-Phase 1 Wastewater Drainage Sub-Basin #1.A. + B. Wastewater Drainage Sub-Basin #1.A + B Table WW-8.1: Acres (Northpark Development-Phase 1 Sub-Basin #1.A + B) Table WW-8.2: Number of Lots (Northpark Development-Phase 1 Sub-Basin #1.A + B) Table WW-8.6: Peaking Factor (Northpark Development-Phase 1 Sub-Basin #1.A + B) Table WW-8.7: Peak Wastewater Flow (Northpark Development-Phase 1 Sub-Basin #1.A + B) Table WW-8.8: Peak Wastewater Flow (Northpark Development-Phase 1 Sub-Basin #1.A + B) Table WW-8.3: Average Daily Wastewater Flow (Northpark Development-Phase 1 Sub-Basin #1.A + B) Table WW-8.4: Average Daily Wastewater Flow (Northpark Development-Phase 1 Sub-Basin #1.A + B) Table WW-8.5: Equivalent Population (Northpark Development-Phase 1 Sub-Basin #1.A + B) ALLIEDENGINEERING Allied Engineering Services, Inc.7 of 9 Northpark Development‐Phase 1 Bozeman, Montana Project: 14‐167 WWDSB #1.A+B+C Project:Northpark Development - Phase 1 Project Number:14-167 Location:City of Bozeman, Gallatin County, Montana Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 Total Acres Acres Acres Acres Acres Acres Acres Commercial (B-2)11.72 5.86 0.00 0.00 5.91 0.00 23.49 Industiral (M-1) 0.00 0.00 5.00 91.46 1.00 0.00 97.46 Industrial (M-2) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total 11.72 5.86 5.00 91.46 6.91 0.00 120.95 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Northpark Development- Phase 1, BLA Total Lots Lots Lots Lots Lots Lots Lots Commercial (B-2)121006019 Industiral (M-1) 0013105 Industrial (M-2) 0000000Total121137024 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 Infiltration Total (gpd) (gpd) (gpd) (gpd) (gpd) (gpd) (gpd) (gpd) Commercial (B-2)44,405.1 11,718.0 0.0 0.0 5,673.6 0.0 3,523.6 65,320.2 Industiral (M-1) 0.0 0.0 4,800.0 275,087.2 961.9 0.0 14,618.9 295,468.0 Industrial (M-2) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total 44,405.1 11,718.0 4,800.0 275,087.2 6,635.5 0.0 18,142.4 360,788.2 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 Infiltration Total (gpm)(gpm)(gpm)(gpm)(gpm)(gpm) (gpm) (gpm) Commercial (B-2)30.84 8.14 0.00 0.00 3.94 0.00 2.45 45.36 Industiral (M-1)0.00 0.00 3.33 191.03 0.67 0.00 10.15 205.19 Industrial (M-2)0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Total30.84 8.14 3.33 191.03 4.61 0.00 12.60 250.55 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 Total (Capita) (Capita) (Capita) (Capita) (Capita) (Capita) (Capita) Commercial (B-2)444.1 117.2 0.0 0.0 56.7 0.0 618.0 Industiral (M-1)0.0 0.0 48.0 2,750.9 9.6 0.0 2,808.5 Industrial (M-2)0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total 444.1 117.2 48.0 2,750.9 66.4 0.0 3,426.5 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 Total (Factor) (Factor) (Factor) (Factor) (Factor) (Factor) (Factor) Commercial (B-2)4.00 4.22 0.00 0.00 4.30 0.00 3.93 Industiral (M-1)0.00 0.00 4.32 3.47 4.42 0.00 3.47 Industrial (M-2)0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total 4.00 4.22 4.32 3.47 4.29 0.00 3.39 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 Total (gpd)(gpd)(gpd)(gpd)(gpd)(gpd)(gpd) Commercial (B-2)177,628.7 49,497.8 0.0 0.0 24,415.2 0.0 256,390.6 Industiral (M-1)0.0 0.0 20,727.6 955,686.1 4,248.1 0.0 1,024,265.8 Industrial (M-2)0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total 177,628.7 49,497.8 20,727.6 955,686.1 28,454.7 0.0 1,224,055.1 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 Total (gpm)(gpm)(gpm)(gpm)(gpm)(gpm) (gpm) Commercial (B-2)123.35 34.37 0.00 0.00 16.95 0.00 178.05 Industiral (M-1)0.00 0.00 14.39 663.67 2.95 0.00 711.30 Industrial (M-2)0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total 123.35 34.37 14.39 663.67 19.76 0.00 850.04 Northpark Development-Phase 1 Wastewater Drainage Sub-Basin #1.A + B + C Wastewater Drainage Sub-Basin #1.A + B + C Table WW-9.1: Acres (Northpark Development-Phase 1 Sub-Basin #1.A + B + C) Table WW-9.2: Number of Lots (Northpark Development-Phase 1 Sub-Basin #1.A + B + C) Table WW-9.6: Peaking Factor (Northpark Development-Phase 1 Sub-Basin #1.A + B + C) Table WW-9.7: Peak Wastewater Flow (Northpark Development-Phase 1 Sub-Basin #1.A + B + C) Table WW-9.8: Peak Wastewater Flow (Northpark Development-Phase 1 Sub-Basin #1.A + B + C) Table WW-9.3: Average Daily Wastewater Flow (Northpark Development-Phase 1 Sub-Basin #1.A + B + C) Table WW-9.4: Average Daily Wastewater Flow (Northpark Development-Phase 1 Sub-Basin #1.A + B + C) Table WW-9.5: Equivalent Population (Northpark Development-Phase 1 Sub-Basin #1.A + B + C) ALLIEDENGINEERING Allied Engineering Services, Inc.8 of 9 Northpark Development ‐Phase 1 Bozeman, Montana Project: 14‐167 WWDSB #1.A+B+C+D Project:Northpark Development - Phase 1 Project Number:14-167 Location:City of Bozeman, Gallatin County, Montana Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 Total Acres Acres Acres Acres Acres Acres Acres Commercial (B-2)11.72 5.86 0.00 0.00 5.91 0.00 23.49 Industiral (M-1) 0.00 0.00 5.00 91.46 1.00 0.00 97.46 Industrial (M-2) 0.00 0.00 0.00 0.00 0.00 26.35 26.35 Total 11.72 5.86 5.00 91.46 6.91 26.35 147.30 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Northpark Development- Phase 1, BLA Total Lots Lots Lots Lots Lots Lots Lots Commercial (B-2)121006019 Industiral (M-1)0013105 Industrial (M-2)0000011 Total 121137125 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 infiltration Total (gpd) (gpd) (gpd) (gpd) (gpd) (gpd) (gpd) (gpd) Commercial (B-2)44,405.1 11,718.0 0.0 0.0 5,673.6 0.0 3,523.6 65,320.2 Industiral (M-1) 0.0 0.0 4,800.0 275,087.2 961.9 0.0 14,618.9 295,468.0 Industrial (M-2) 0.0 0.0 0.0 0.0 0.0 85,640.8 3,952.7 89,593.4 Total 44,405.1 11,718.0 4,800.0 275,087.2 6,635.5 85,640.8 22,095.1 450,381.6 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 infiltration Total (gpm)(gpm)(gpm)(gpm)(gpm)(gpm) (gpm) (gpm) Commercial (B-2)30.84 8.14 0.00 0.00 3.94 0.00 2.45 45.36 Industiral (M-1)0.00 0.00 3.33 191.03 0.67 0.00 10.15 205.19 Industrial (M-2)0.00 0.00 0.00 0.00 0.00 59.47 2.74 62.22 Total 30.84 8.14 3.33 191.03 4.61 59.47 15.34 312.77 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 Total (Capita) (Capita) (Capita) (Capita) (Capita) (Capita) (Capita) Commercial (B-2)444.1 117.2 0.0 0.0 56.7 0.0 618.0 Industiral (M-1)0.0 0.0 48.0 2,750.9 9.6 0.0 2,808.5 Industrial (M-2)0.0 0.0 0.0 0.0 0.0 856.4 856.4 Total 444.1 117.2 48.0 2,750.9 66.4 856.4 4,282.9 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 Total (Factor) (Factor) (Factor) (Factor) (Factor) (Factor) (Factor) Commercial (B-2)4.00 4.22 0.00 0.00 4.30 0.00 3.93 Industiral (M-1)0.00 0.00 4.32 3.47 4.42 0.00 3.47 Industrial (M-2)0.00 0.00 0.00 0.00 0.00 3.84 3.84 Total 4.00 4.22 4.32 3.47 4.29 3.84 3.31 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 Total (gpd)(gpd)(gpd)(gpd)(gpd)(gpd)(gpd) Commercial (B-2)177,628.7 49,497.8 0.0 0.0 24,415.2 0.0 256,390.6 Industiral (M-1)0.0 0.0 20,727.6 955,686.1 4,248.1 0.0 1,024,265.8 Industrial (M-2)0.0 0.0 0.0 0.0 0.0 329,065.8 344,253.5 Total 177,628.7 49,497.8 20,727.6 955,686.1 28,454.7 329,065.8 1,489,237.3 Wheat Commercial Subdivision Tract 1, C.O.S. 391A Lot 1 Minor Sub No. 320 Northpark Development- Phase 1, Lease Areas Gordon Mandeville State School Subdivision Tract 4-A, C.O.S. 2153 Total (gpm)(gpm)(gpm)(gpm)(gpm)(gpm) (gpm) Commercial (B-2)123.35 34.37 0.00 0.00 16.95 0.00 178.05 Industiral (M-1)0.00 0.00 14.39 663.67 2.95 0.00 711.30 Industrial (M-2)0.00 0.00 0.00 0.00 0.00 228.52 239.06 Total 123.35 34.37 14.39 663.67 19.76 228.52 1,034.19 Northpark Development-Phase 1 Wastewater Drainage Sub-Basin #1.A + B + C + D Wastewater Drainage Sub-Basin #1.A + B + C + D Table WW-10.1: Acres (Northpark Development-Phase 1 Sub-Basin #1.A + B + C + D) Table WW-10.2: Number of Lots (Northpark Development-Phase 1 Sub-Basin #1.A + B + C + D) Table WW-10.6: Peaking Factor (Northpark Development-Phase 1 Sub-Basin #1.A + B + C + D) Table WW-10.7: Peak Wastewater Flow (Northpark Development-Phase 1 Sub-Basin #1.A + B + C + D) Table WW-10.8: Peak Wastewater Flow (Northpark Development-Phase 1 Sub-Basin #1.A + B + C + D) Table WW-10.3: Average Daily Wastewater Flow (Northpark Development-Phase 1 Sub-Basin #1.A + B + C + D) Table WW-10.4: Average Daily Wastewater Flow (Northpark Development-Phase 1 Sub-Basin #1.A + B + C + D) Table WW-10.5: Equivalent Population (Northpark Development-Phase 1 Sub-Basin #1.A + B + C + D) ALLIEDENGINEERING Allied Engineering Services, Inc.9 of 9 32 Discovery Drive Bozeman, Montana 59718 Phone: 406-582-0221 299 Prairie Drive Stanley, North Dakota 58784 Phone: 701-628-0221 www.alliedengineering.com APPENDIX F Historic Water Bills YOUR HISTORICAL USAGE (IN GALLONS) YOUR MONTHLY STATEMENT A 1.5%Late Fee(or $1.00 minimum)will be assessed on delinquentbalances. $15.00 ReturnedPayment Fee.Waterwill be subject to beingturned offif payment is notmade bydue date. 121 NORTH ROUSE AVENUEPOBOX1230 BOZEMAN MT 59771-1230 121 NORTH ROUSE AVENUE PO BOX 1230 BOZEMAN MT 59771-1230 Utility/Billing Questions Please Call (406)582-2333 Pay or View your bill online at www.bozeman.net MONTHLY USAGE (1 HCF=748 GALLONS) Check here to receive E-statement (details on back). Please indicate address corrections above DESCRIPTION CURRENT CHARGE SUMMARY USAGE CHARGE METER IDNUMBER READDATES DAYS PREVIOUSMETERREAD CURRENTMETERREAD USAGE UNIT Please do not staple check to the payment coupon. Reply Envelope 0.130000 DPSYS_NEWPAGE 6017-34430 04-24-24 SIMKINS-HALLIN INC PO BOX 938 APR MAY JUN JUL AUG SEP OCT NOV DEC JAN FEB MAR APR 0 16,000 32,000 48,000 64,000 80,000 IN GALLONSAccount Number 6017-34430 Due Date 05/15/2024 Amount Due Now $217.84 Amount Due Now $217.84 How does my water usage compare (in gallons) Due Date 05/15/2024 My Service Address Allsingle familyresidentialneighbors AVG ***AUTO PAY -DO NOT PAY *** ***AUTO PAY -DO NOT PAY *** SIMKINS-HALLIN INCPO BOX 938 Previous Usage CurrentUsage Neighborhood Average Efficient Neighbors 2,500 5,000 7,500 10,000 12,500 15,0000 0.000000 TDTDFDTTFAFFTTTFDFTTDFDTAFDFAFATTDTATTDDFTDAAFDTTAFADADFTDDFFDATF CITY OF BOZEMANPO BOX 1230 BOZEMAN MT 59771-1230 BZAI081123PT16250 -145122AA24.B.1.9280.5.10.0.880 - dataprose.com Page 6 of 10