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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
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City of Bozeman, Gallatin County, MT
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August 2021
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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.
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City of Bozeman, Gallatin County, MT
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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.
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City of Bozeman, Gallatin County, MT
Project: 14-167
August 2021
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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
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City of Bozeman, Gallatin County, MT
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August 2021
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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
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August 2021
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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
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City of Bozeman, Gallatin County, MT
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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
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City of Bozeman, Gallatin County, MT
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August 2021
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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
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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
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City of Bozeman, Gallatin County, MT
Project: 14-167
August 2021
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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
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City of Bozeman, Gallatin County, MT
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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
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(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
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