HomeMy WebLinkAbout012 - Water Design ReportWater Design Report │ DEVCO Alder Ridge & Sage Peak Apartments
March 2024
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Alder Ridge & Sage Peak Apartments
Water Design Report
PREPARED FOR:
Graf St. Apartments, LLC.
PO Box 4108, Bellevue, WA 98009
(425) 736-0580
MARCH 2024
PREPARED BY:
1201 Third Avenue, Suite 2800, Seattle, WA 98101
(206) 745-9976
3/19/2024
Water Design Report │ DEVCO Alder Ridge & Sage Peak Apartments
March 2024
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TABLE OF CONTENTS
1. INTRODUCTION ............................................................................................................. 1
1.1. PROJECT BACKGROUND ................................................................................................ 1
1.2. PROJECT PURPOSE ......................................................................................................... 1
2. SITE CONDITIONS ......................................................................................................... 2
2.1. GENERAL EXISTING SITE CONDITIONS ........................................................................ 2
2.2. EXISTING WATER INFRASTRUCTURE ........................................................................... 2
2.3. GENERAL PROPOSED SITE DESIGN.............................................................................. 2
3. WATER DEMAND PROJECTIONS ................................................................................ 4
3.1. DOMESTIC WATER DEMANDS ........................................................................................ 4
3.2. FIRE FLOW DEMANDS ..................................................................................................... 4
4. PROPOSED WATER INFRASTRUCTURE IMPROVEMENTS ....................................... 6
4.1. BASIS OF DESIGN ............................................................................................................. 6
4.2. PROPOSED WATER MAIN IMPROVEMENTS ................................................................. 6
4.3. FIRE FLOW ANALYSIS ...................................................................................................... 9
4.3.1 SITE FIRE DEMAND ............................................................................................. 10
4.3.2 BUILDING FIRE DEMAND .................................................................................... 10
5. SUMMARY .................................................................................................................... 11
FIGURES
FIGURE 1-1: VICINITY MAP ...................................................................................................... 1
FIGURE 4-1: PROPOSED WATER IMPROVEMENTS .............................................................. 8
FIGURE 4-2: HYDRANT 2870 CURVE, PROVIDED BY CITY OF BOZEMAN ........................... 9
TABLES
TABLE 2-1: PROPOSED DEVELOPMENT SUMMARY ............................................................. 3
TABLE 3-1: DOMESTIC WATER DEMAND SUMMARY ............................................................ 4
Water Design Report │ DEVCO Alder Ridge & Sage Peak Apartments
March 2024
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TABLE 3-2: IFC FIRE FLOW CALCULATION SUMMARY ......................................................... 5
TABLE 3-3: PROJECT FIRE FLOW REQUIREMENTS ............................................................. 5
TABLE 4-1: BASIS OF DESIGN - WATER IMPROVEMENTS ................................................... 6
TABLE 4-2: WATER SERVICE LINE DESIGN CALCULATIONS ............................................... 7
TABLE 4-3: HYDRANT HEADLOSS CALCULATION ...............................................................10
TABLE 4-4: BUILDING FIRE SPRINKLER SYSTEM ANALYSIS ..............................................10
APPENDICES
APPENDIX A – FEMA FLOOD INSURANCE RATE MAP .......................................................... A
APPENDIX B – CITY OF BOZEMAN FIRE FLOW DATA .......................................................... B
Water Design Report │ DEVCO Alder Ridge & Sage Peak Apartments
March 2024
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1. INTRODUCTION
1.1. PROJECT BACKGROUND
The Alder Ridge & Sage Peak Apartments Project (Project) proposes to develop 9.26 acres of two vacant
lots (Parcel Nos. RGG7308 & RGG70606) into a multi-family apartment housing complex. The Project site
is currently zoned as residential single-household low density district (R-1), but will be rezoned into
residential emphasis mixed-use district. The project site is located east of the intersection of Graf St. and
S 19th Ave. in Bozeman, MT within Gallatin County. The project area is bounded by undeveloped parcels
in all directions. All 9.26 acres of the site will be disturbed. The Project includes one senior living facility,
eight multifamily garden style apartment buildings, and a clubhouse available for use by all residents. In
total, 341 units will be provided in the development. A vicinity map of the project site is provided in Figure
1-1.
1.2. PROJECT PURPOSE
The project includes onsite water infrastructure improvements for the delivery of domestic water and fire
flow demand to the development from the existing City of Bozeman (City) drinking water system.
The purpose of this Water Design Report is to provide a description of the proposed water infrastructure
improvements and to demonstrate that the improvements meet the water distribution design requirements
included in the City Design Standards and Specifications Policy (Design Standards) and City Modifications
to Montana Public Works Standard Specifications (MPWSS) Sixth Edition.
Figure 1-1: Vicinity Map
PROJECT SITE
Water Design Report │ DEVCO Alder Ridge & Sage Peak Apartments
March 2024
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2. SITE CONDITIONS
2.1. GENERAL EXISTING SITE CONDITIONS
The existing site is undeveloped land comprised primarily of grass and shrubs. There are no significant
topography changes on the site. The site slopes from north to south at 1.6 percent. All surrounding lots are
currently undeveloped, but are included in the South Range Crossing master planned community
development (SRX-North) and will be developed in the near term.
A geotechnical investigation was performed on the site in October 2016 by Allied Engineering Services.
Nine test pits were excavated for investigation. The test pits all generally showed top soil in the upper 1.0
to 1.5 feet, silt/clay to depths of 3.5 to 4.5 feet and sandy gravel with sand and cobbles from 6.5 feet to the
bottom of the test pit at depths of 8 to 9 feet. The Natural Resources Conservation Service (NRCS) Web
Soil Survey (WSS) identifies the soil near the project site as predominately 510B – Meadowcreek Loam.
The project site is not located within a FEMA Special Flood Hazard Area (SFHA). The site is mapped on
FEMA Flood Insurance Rate Map (FIRM) Panels 30031C0808E and 30031C0816E, effective date
4/21/2021 for both panels. The site lies within an unshaded FEMA Zone X, outside the 0.2 percent annual
chance floodplain. See the FIRM Panel in Appendix A
2.2. EXISTING WATER INFRASTRUCTURE
The project is located in the City’s South Pressure Zone (South Zone). The South Zone is a pressure
reduced zone supplied by a water storage reservoir located at the water treatment plant on Sourdough
Road. The hydraulic grade line (HGL) of the zone is 5,125 ft. Pressures within the zone range from 6 pounds
per square inch (psi) to 160 psi with static pressures in the immediate vicinity of the project approximately
50 psi.
There is an existing 24-inch diameter transmission main and 10-inch water main in S 19th Ave and Graf St,
respectively. Additional water infrastructure will be constructed as part of SRX-North. Ultimately, the project
will be surrounded by 8-inch diameter water mains to the north, east, and west and an existing 10-inch
diameter water main in Graf St. All existing and future water mains in the vicinity are ductile iron pipe.
2.3. GENERAL PROPOSED SITE DESIGN
The proposed site will consist of one senior multifamily residential building (Building 1), one clubhouse
(Building 2) with laundry facilities, fitness equipment and offices, and eight (8) multifamily residential
buildings (Buildings 3-10). Characteristics of each building are identified in Table 2-1. Associated
passenger vehicular parking and utility infrastructure will be constructed in conjunction with the buildings.
Water Design Report │ DEVCO Alder Ridge & Sage Peak Apartments
March 2024
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Table 2-1: Proposed Development Summary
Building Name No. Housing Units Footprint (sq. ft) Estimated Population1
Building 1 101 23,100 220
Building 2 - 2,300 -
Building 3 30 8,700 66
Building 4 30 7,100 66
Building 5 30 8,400 66
Building 6 30 7,100 66
Building 7 30 8,700 66
Building 8 30 8,700 66
Building 9 30 7,100 66
Building 10 30 8,400 66
Total 341 N/A 748
Note:
1. Based on Occupancy Rate of 2.17 people per unit per 2017 Water Facility Plan update.
Water Design Report │ DEVCO Alder Ridge & Sage Peak Apartments
March 2024
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3. WATER DEMAND PROJECTIONS
Water demand projections for the proposed development were calculated to size water infrastructure
improvements. The projections were made in accordance with the Design Standards Section V Subsection
A – Water Distribution Lines Design Criteria.
3.1. DOMESTIC WATER DEMANDS
Water demands for domestic water use were calculated based on an average day demand (ADD) of 170
gallons per capita per day (gpcd) and an occupancy rate of 2.17 people per dwelling unit in accordance
with the Design Standards and the 2017 Water Facility Plan update, respectively. The water demands for
Building 2 were calculated by assuming an equivalent dwelling unit (EDU) demand based on an equivalent
square footage and safety factor of 1.5 to account for additional demand from the proposed laundry facilities
at the clubhouse. The total square footage of the senior living facility and apartment buildings is
approximately 326,000 ft2 with 341 apartments (dwelling units); therefore, each dwelling unit is
approximately 960 ft2. Based on this approximation and a safety factor of 1.5, Building 2 is equivalent to 4
EDUs.
Maximum day demand (MDD) and peak hour demand (PHD) were calculated using peaking factors of 2.3
and 3.0, respectively, per the Design Standards. The calculated domestic water demands for the
development are provided in Table 3-1.
Table 3-1: Domestic Water Demand Summary
Building
Name EDUs ADD MDD PHD
gpd gpm gpd gpm gpd gpm
Building 1 101 37,400 26 86,020 60 112,200 78
Building 2 4 1,500 2 3,450 3 4,500 4
Building 3 30 11,300 8 25,990 19 33,900 24
Building 4 30 11,300 8 25,990 19 33,900 24
Building 5 30 11,300 8 25,990 19 33,900 24
Building 6 30 11,300 8 25,990 19 33,900 24
Building 7 30 11,300 8 25,990 19 33,900 24
Building 8 30 11,300 8 25,990 19 33,900 24
Building 9 30 11,300 8 25,990 19 33,900 24
Building 10 30 11,300 8 25,990 19 33,900 24
Total 345 129,300 92 297,390 215 387,900 274
3.2. FIRE FLOW DEMANDS
The fire flow demand for the proposed development was calculated using the International Fire Code (IFC)
Appendix B as recommended in Section 5.2.2 of the 2017 Water Facility Plan Update. National Fire
Protection Association (NFPA) 13R automatic sprinkler systems will be installed in all nine apartment
buildings; therefore, a 75 percent reduction of fire flow demand was applied in accordance with IFC Table
B105.2. Additionally, a safety factor of 1.10 was applied to the IFC calculated fire flow demand, per Section
5.5.4 of the 2017 Water Facility Plan Update.
Water Design Report │ DEVCO Alder Ridge & Sage Peak Apartments
March 2024
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IFC Table B105.1(2) was used to calculate the fire flow and fire duration prior to automatic sprinkler credit
and safety factors being applied. All buildings, including the clubhouse are construction type V-A. To
determine the “fire-flow calculation area” for each building it was assumed that building floors had the same
area as the building footprint identified in Table 2-1. The calculated IFC fire flow demand for the proposed
development is identified in Table 3-2.
Table 3-2: IFC Fire Flow Calculation Summary
Building Name
Fire-Flow
Calculation Area2
(ft2)
IFC Fire Flow
Requirement
(gpm)
IFC Fire Flow
Duration (hr)
Allowed Fire
Flow
Reduction
Calculated
Fire Flow
Demand3
Building 1 92,400 5,500 4 0.75 1,650
Building 21 2,300 1,500 2 - 1,650
Building 31 34,800 3,250 3 0.75 1,650
Building 41 28,400 3,000 3 0.75 1,650
Building 51 33,600 3,250 3 0.75 1,650
Building 61 28,400 3,000 3 0.75 1,650
Building 71 34,800 3,250 3 0.75 1,650
Building 81 34,800 3,250 3 0.25 1,650
Building 91 28,400 3,000 3 0.75 1,650
Building 101 33,600 3,250 3 0.75 1,650
Notes:
1. A NFPA 13R automatic sprinkler system will be installed in each apartment building. A 75% reduction of the IFC Fire Flow
Requirements is allowed per IFC Table B105.2 as long as it is not less than 1,500 gpm.
2. Fire flow calculation area calculated as the total area of all floors of building (i.e. no. of floors * building footprint).
3. Fire Flow Demand is calculated with a 1.1 safety factor in accordance with the 2017 Water Facility Plan Update.
Per the 2017 Water Facility Plan Update Table 5.7, the minimum recommended fire flow requirement for
residential medium and high density developments is 3,000 gpm. Therefore, the assumed minimum
required fire flow for the site is 3,000 gpm, as identified in Table 3-3.
Table 3-3: Project Fire Flow Requirements
Parameter Value
Minimum Fire Flow Required1 3,000 gpm
Fire Flow Duration2 4-hours
Note:
1. As recommended in the 2017 Water Facility Plan Update Table 5.7.
2. As identified in the IFC Table B105.1(2) for the worst case building onsite.
Water Design Report │ DEVCO Alder Ridge & Sage Peak Apartments
March 2024
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4. PROPOSED WATER INFRASTRUCTURE IMPROVEMENTS
4.1. BASIS OF DESIGN
The proposed water system was sized in accordance with the Design Standards based on the water and
fire flow demand projections identified in Section 3.
The Project does not include construction of any onsite water mains, rather all proposed buildings will
connect directly to City water mains in the adjacent street right-of-ways. The controlling design parameter
for the project is not the bulk project water demand; rather, it is the individual demand of each building and
the sizing of building drinking water and fire sprinkler services.
See Table 4-1 for a summary of the water infrastructure improvements basis of design.
Table 4-1: Basis of Design - Water Improvements
Design Parameter1 Value
Drinking Water Service Line
Diameter1 4-inch/2-inch
Water Main Pipe Material1 Ductile Iron/Type K Copper
Maximum Allowed Service Line Velocity1 10 fps
Fire Sprinkler Service Line
Diameter1 6-inch
Material1 Ductile Iron
Fire Sprinkler System Demand2 -
Minimum Fire Sprinkler System Pressure2 -
Site Fire Hydrants
Diameter1 6-inch/8-inch
Material1 Ductile Iron
Demand Per Hydrant3 1,500 gpm
Fire Hydrant Spacing1 600-feet
Minimum Fire Flow System Pressure1 20 psi
Note:
1. Per City of Bozeman Design Standards
2. Building internal fire sprinkler suppression system demand and minimum service pressure to be determined by fire
sprinkler design engineer.
3. Per National Fire Protection Agency (NFPA) 1 Table 18.5.4.3.
4.2. PROPOSED WATER MAIN IMPROVEMENTS
The proposed water system is depicted schematically in Figure 4-1. As identified previously, there are no
onsite water mains constructed as part of the project. Each building has a drinking water service connection
and a fire service connection to a water main in an adjacent street. The water mains in the adjacent streets
north, east, and west of the project are 8-inch diameter ductile iron mains that will be constructed as part
Water Design Report │ DEVCO Alder Ridge & Sage Peak Apartments
March 2024
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of SRX-North. The water main located south of the project in Graf St. is an existing 10-inch ductile iron
main. Additionally, there will be one onsite hydrant constructed as part of the project. The fire hydrant will
be located adjacent to Building 2. It will connect to the adjacent water main located west of the Project using
an 8-inch diameter fire lateral.
The potable water services for Buildings 1, 3, 4, 5, 6, 7, 8, 9, and 10 are 4-inch diameter ductile iron and
the potable water service for Building 2 is 2-inch type-K copper tubing. Water service piping, fittings, and
appurtenances will be rated for minimum operating pressure of 250 psi. The design calculations for the
potable water services, as described, are provided in Table 4-2.
Table 4-2: Water Service Line Design Calculations
Building Name Water Service Size Max Hour Demand
(gpm) Velocity (fps)
Clubhouse 2" Type K Copper Tubing 4 0.41
Building 1 4" Ductile Iron 78 1.72
Buildings 3 - 10 4" Ductile Iron 24 0.53
All building services maintain a pipe velocity less than 10 fps, as required by City Design Standards. The
size of water meters for each building will need to provide adequate velocity to achieve sufficient meter
reading accuracy. Providing a water meter the same size as the water meter services described in Table
4-2 will likely lead to over sizing and inaccurate water meter readings.
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)GRAF ST. APARTMENTSNORTHFIGURE 4-1: PROPOSED WATER IMPROVEMENTSBUILDING 1 - SENIOR APARTMENTSBUILDING 2 -CLUBHOUSEBUILDING 3BUILDING 7BUILDING 8BUILDING 4BUILDING 5BUILDING 6
BUILDING 9 BUILDING 10
6" FIRE SERVICE4" WATER SERVICE6" FIRE SERVICE4" WATER SERVICE6" FIRE SERVICE4" WATER SERVICE6" FIRE SERVICE4" WATER SERVICE6" FIRE SERVICE4" WATER SERVICE6" FIRE SERVICE4" WATER SERVICE2" WATER SERVICE8" FIRE LATERALCONNECTIONONSITE FIRE HYDRANT6" FIRE SERVICE4" WATER SERVICE6" FIRESERVICE4" WATERSERVICEOFFSITE HYDRANTOFFSITE HYDRANTOFFSITE HYDRANTOFFSITE HYDRANTOFFSITE HYDRANTGRAF ST.TO INTERSECTIONOF S. 19TH AVEAND GRAF ST.6" FIRE SERVICE4" WATER SERVICEOFFSITE HYDRANT
Water Design Report │ DEVCO Alder Ridge & Sage Peak Apartments
March 2024
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4.3. FIRE FLOW ANALYSIS
City engineering staff provided hydrant flow testing results for an existing hydrant connected to the existing
10-inch main in Graff St. located adjacent to the project. The hydrant curve for Hydrant 2870 is provided
in Figure 4-2.
Figure 4-2: Hydrant 2870 Curve, Provided by City of Bozeman
The hydrant curve provided by the City estimates the available flow and pressure provided by the existing
distribution system at the location of the hydrant during a fire flow event. The proposed water distribution
network that will be constructed as part of SRX-North will add looping which will ultimately provide a more
favorable hydraulic response during a fire flow event. Therefore, the hydrant curve provided by the City
represents worst case conditions. The hydrant curve provided for a hydrant connected to the water
distribution network constructed as part of the SRX-North development will likely provide more favorable
hydraulic response than what is shown in Figure 4-2.
0
10
20
30
40
50
60
0 1000 2000 3000 4000 5000 6000 7000 8000 9000System Pressure (psi)Flow (gpm)
See Appendix B for full City hydrant flow testing.
Water Design Report │ DEVCO Alder Ridge & Sage Peak Apartments
March 2024
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4.3.1 SITE FIRE DEMAND
System pressure during a fire flow event was evaluated assuming that the residual pressure in the mains
surrounding the project is equal to the residual pressure in Hydrant 2870 with 3,000 gpm demand on the
system, 44 psi as read from Figure 4-2. The residual pressure at the hydrants onsite or offsite was
estimated assuming a maximum per hydrant demand of 1,500 gpm and calculation of friction loss through
the fire lateral. A combination of two hydrants, onsite and/or offsite fire hydrants, will be used to contribute
1,500 gpm each for a combined total of 3,000 gpm. Minor losses resulting from valves, fittings, and
appurtenances were considered negligible and not evaluated in this analysis. The calculated headloss in
caused by the proposed onsite and offsite hydrants is identified in Table 4-3.
Table 4-3: Hydrant Headloss Calculation
Hydrant Type Lateral Length (ft) Lateral Nominal
Diameter (in) Headloss1 @ 1,500 gpm (psi)
Onsite 115 8-inch 1.5
Offsite 50 6-inch 2.5
Note:
1. Headloss calculation assumes a Hazen-Williams Coefficient of 130 and internal diameter of 6.40-inches and 8.51-inches for
6-inch and 8-inch nominal diameter pipes, respectively.
Therefore, assuming the minimum system pressure occurs at one of the two hydrants used to achieve the
fire flow demand, the minimum system pressure is approximately 41.5 psi, as demonstrated below:
𝐿𝑖𝑙.𝑃𝑟𝑑𝑟𝑟𝑟𝑟𝑑=𝑅𝑦𝑟𝑟𝑑𝑙 𝑅𝑑𝑟𝑖𝑑𝑟𝑎𝑙 @ 3,000 𝑔𝑙𝑙−𝐶𝑙𝑙𝑟𝑟𝑙𝑙𝑙𝑖𝑙𝑔 𝐹𝑖𝑟𝑑 𝐿𝑎𝑟𝑑𝑟𝑎𝑙 𝐻𝑑𝑎𝑑𝑙𝑙𝑟𝑟 @1,500 𝑔𝑙𝑙
𝐿𝑖𝑙.𝑅𝑦𝑟𝑟𝑑𝑙 𝑃𝑟𝑑𝑟𝑟𝑟𝑟𝑑=44𝑙𝑟𝑖−2.5 𝑙𝑟𝑖 ~ 41.5 𝑙𝑟𝑖
4.3.2 BUILDING FIRE DEMAND
This report does not include analysis of fire demand from internal fire suppression sprinkler systems. The
fire demand and minimum pressure should be identified by the fire sprinkler system design engineer in
future design reports.
Table 4-4 provides the maximum allowed building fire sprinkler system demands assuming a minimum
required pressure at the finished floor elevation of the fire sprinkler riser in the mechanical room of each
building. The calculation is based on assumption that the minimum system pressure is 30 psi, allowing 10
psi of additional headloss in the fire service lateral and greater water distribution network.
Table 4-4: Building Fire Sprinkler System Analysis
Pressure @ Fire
Sprinkler Riser(psi)
Total Site Fire
Demand (gpm)
Site Fire Hydrant
Demand (gpm)
Available Building Fire
Sprinkler System
Demand (gpm)
Headloss in 6" Fire
Service Lateral (psi)
40.0 3,550 3,000 550 1
37.5 3,910 3,000 910 2
45.0 4,250 3,000 1,250 4
32.5 4,570 3,000 1,570 6
30.0 4,880 3,000 1,880 8
Note:
1. Based on fire hydrant curve from Hydrant 2870 provided by City of Bozeman.
2. Headloss calculations assume Hazen-Williams Coefficient of 130 and pipe length of 100'.
Water Design Report │ DEVCO Alder Ridge & Sage Peak Apartments
March 2024
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5. SUMMARY
The proposed development is anticipated to demand a total of 92, 215, and 274 gpm for ADD, MDD, and
PHD, respectively. The calculated site fire flow is 3,000 gpm for a fire duration of 3-hours. The building fire
sprinkler system demand and minimum required pressure is unknown and shall be determined by by the
building fire sprinkler system design engineer. Hydraulic calculations shall be performed with the known fire
sprinkler demand to confirm conformance with the City Design Standards. Proposed water infrastructure
improvements include construction of building potable water services and fire service laterals for all
buildings and one onsite fire hydrant with an 8-inch diameter fire lateral. All water infrastructure is designed
in accordance with the City Design Standards. Under known domestic and site fire flow demands, the
proposed infrastructure meets the design requirements identified in the Design Standards and MPWSS
Sixth Edition.
Water Design Report │ DEVCO Graf Street Apartments
March 2024
A
APPENDIX A – FEMA FLOOD INSURANCE RATE MAP
National Flood Hazard Layer FIRMette
0 500 1,000 1,500 2,000250
Feet
Ü
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
SPECIAL FLOODHAZARD AREAS
Without Base Flood Elevation (BFE)Zone A, V, A99With BFE or DepthZone AE, AO, AH, VE, AR
Regulatory Floodway
0.2% Annual Chance Flood Hazard, Areasof 1% annual chance flood with averagedepth less than one foot or with drainageareas of less than one square mileZone X
Future Conditions 1% Annual
Chance Flood HazardZone X
Area with Reduced Flood Risk due to
Levee. See Notes.Zone X
Area with Flood Risk due to LeveeZone D
NO SCREENArea of Minimal Flood Hazard Zone X
Area of Undetermined Flood HazardZone D
Channel, Culvert, or Storm Sewer
Levee, Dike, or Floodwall
Cross Sections with 1% Annual Chance
17.5 Water Surface Elevation
Coastal Transect
Coastal Transect Baseline
Profile Baseline
Hydrographic Feature
Base Flood Elevation Line (BFE)
Effective LOMRs
Limit of Study
Jurisdiction Boundary
Digital Data Available
No Digital Data Available
Unmapped
This map complies with FEMA's standards for the use of
digital flood maps if it is not void as described below.The basemap shown complies with FEMA's basemapaccuracy standards
The flood hazard information is derived directly from theauthoritative NFHL web services provided by FEMA. This mapwas exported on 2/29/2024 at 12:44 PM and does notreflect changes or amendments subsequent to this date andtime. The NFHL and effective information may change orbecome superseded by new data over time.
This map image is void if the one or more of the following map
elements do not appear: basemap imagery, flood zone labels,
legend, scale bar, map creation date, community identifiers,
FIRM panel number, and FIRM effective date. Map images for
unmapped and unmodernized areas cannot be used for
regulatory purposes.
Legend
OTHER AREAS OF
FLOOD HAZARD
OTHER AREAS
GENERAL
STRUCTURES
OTHER
FEATURES
MAP PANELS
8
B 20.2
The pin displayed on the map is an approximatepoint selected by the user and does not representan authoritative property location.
1:6,000
111°3'53"W 45°39'12"N
111°3'15"W 45°38'47"N
Basemap Imagery Source: USGS National Map 2023
Water Design Report │ DEVCO Graf Street Apartments
March 2024
B
APPENDIX B – CITY OF BOZEMAN FIRE FLOW DATA
CITY OF BOZEMAN
Fire Flow Request Form
PHONE (406) 582-3200 FAX (406) 582-3201
Date December 13, 2023
Location West Graf Street and South 19th Avenue
Pressure Zone South (HGL 5125)
GIS Hydrant ID# 2070, 2870
Adjacent Main Size 24-inch DI, 10-inch DI
Model Scenario Maximum Day Demand, Steady State, Fire Flow
Reference 2017 Water Facility Plan Update1
Hydrant Curves An Excel Spreadsheet with hydrant curves has been provided for the
requested location
Requested Location via the Bozeman Infrastructure Viewer2
If you have questions or need further information feel free to email.
Data Disclaimer: Water distribution information is calculated using hydraulic modeling software and is subject to
variation. Actual field conditions may vary. This information is provided to the requestor for evaluation purposes
only, without warranty of any kind, including, but not limited to any expressed or implied warranty arising by
contract, stature, or law. In no event regardless of cause, shall the City be liable for any direct, indirect, special,
punitive or consequential damages of any kind whether such damages arise under contract, tort, strict liability or
inequity.
HOME OF MONTANA STATE UNIVERSITY
GATEWAY TO YELLOWSTONE PARK
1 https://www.bozeman.net/home/showpublisheddocument/4977/636420174896170000
2 https://gisweb.bozeman.net/Html5Viewer/?viewer=infrastructure
GIS Hydrant #
Available Flow (gpm) Residual Pressure (psi)2870
0 54.4
200 54.04
400 53.65
600 53.25
800 52.8
1,000.00 52.29
1,200.00 51.7
1,400.00 51.05
1,600.00 50.34
1,800.00 49.57
2,000.00 48.74
2,200.00 47.85
2,400.00 46.9
2,600.00 45.89
2,800.00 44.83
3,000.00 43.72
3,200.00 42.55
3,400.00 41.33
3,600.00 40.05
3,800.00 38.72
4,000.00 37.35
4,200.00 35.91
4,400.00 34.42
4,600.00 32.88
4,800.00 31.28
5,000.00 29.63
5,200.00 27.93
5,400.00 26.18
5,600.00 24.37
5,800.00 22.51
6,000.00 20.61
6,200.00 18.65
6,400.00 16.64
6,600.00 14.58
6,800.00 12.46
7,000.00 10.3
7,200.00 8.09
7,400.00 5.82
7,600.00 3.51
7,800.00 1.15
Hydrant Curve
0
10
20
30
40
50
60
0 1000 2000 3000 4000 5000 6000 7000 8000 9000Residual Pressure (psi)Available Flow (gpm)
Hydrant Curve
2870
Data Disclaimer: Water distribution information is calculated using hydraulic modeling software and is subject to variation. Actual
field conditions may vary. This information is provided to the requestor for evaluation purposes only, without warranty of any
kind, including, but not limited to any expressed or implied warranty arising by contract, stature, or law. In no event regardless of
cause, shall the City be liable for any direct, indirect, special, punitive or consequential damages of any kind whether such
damages arise under contract, tort, strict liability or inequity.