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The Guthrie at 5th and Villard
Site, Water, Sewer, Storm Water Engineering Report
September 6, 2024, Site Plan, Updated 10-11-24
Prepared for: HomeBase Montana
Prepared by: Stahly Engineering and Associates
Engineer of Record: Cordell D. Pool, PE
Quality Control Reviewer: Zach Lowe, PE
Introduction
The Guthrie is a site redevelopment project located on Lots 1-3 of Block 6, of Karp’s Addition to the
City of Bozeman, located at the southwest corner of North 5th Avenue and West Villard Street (figure
1). The lots are currently occupied by a building and a parking lot. The Guthrie site is bounded by
West Villard Street to the north, North 5th Avenue to the east, and occupied lots to the south and
west. The lots will be aggregated into a single parcel [Lot 1A of Amended Plat E-3-B].
The Guthrie site development is shown in Figure 2 and features 1 apartment building, 36 parking
spaces, indoor/outdoor bike parking, and outdoor porch. The 4-story apartment building has a
12,701 sf footprint with 91 studio, 1-bedroom, and 2-bedroom units. 50% of the apartment units are
designated as affordable.
Figure 1 – The Guthrie Project Vicinity
Page | 2
Civil Specifications and Design Standards
The civil specifications for the project are the Montana Public Works Standard Specifications
(MPWSS) and the City of Bozeman Modifications to MPWSS (COB Mods). Construction plans are
developed in accordance with the City of Bozeman Design Standards.
Site Demolition
Demolition and replacement of existing site improvements on the site will be required as part of The
Guthrie construction. The existing building and parking lot will be demolished. The existing overhead
power line will be relocated to the western edge of the property. The existing 4 water services and 2
sewer services serving the property will be removed and capped at the main, and all existing service
valve boxes removed. The existing curb and sidewalks along N. 5th and Villard will be removed and
replaced during construction.
Site Conditions
The site is generally flat, gently sloping to the north and east. Bozeman Creek exists far to the east
of the site, crossing Villard Street near N. Bozeman Ave. Currently no wetlands are located on the
Guthrie property. There is no FEMA mapped floodplain near this site.
A geotechnical investigation was conducted in 2023 by TD&H Engineering. The investigation found
conditions typical of mid-town Bozeman, with 13.3 to 16 feet of fine-grained soil overlying gravel, and
a deep groundwater table. Groundwater was observed during the investigation and found depth to
groundwater was approximately 15.9’-16.4’ below existing ground.
Proposed Site Improvements
The site development proposes the building to line the perimeter streets along with an interior
parking lot. Generally, the site and buildings will be elevated above existing grade to improve
drainage and provide privacy to ground level residential units.
Site improvements consist of new water and sewer services, storm drainage mitigation, franchise
utilities, an overhead power reroute, parking, hardscape, landscape, and site lighting improvements.
Civil site improvements are shown in Figure 2 and in detail on the Civil Plans.
Proposed Infrastructure Improvements
Infrastructure improvements required to support the Guthrie project are new fire and water services,
a new fire hydrant, new sanitary sewer manhole and service stub, a street light relocation, and a
traffic circle. These infrastructure improvements are submitted separately and reviewed by the City’s
Engineering Department. Design criteria for the water and fire services and the new fire hydrant are
provided in the Water section of this report. The existing streetlight is on a wood pole, which will be
replaced with a City standard pole and luminaire located within the new boulevard of West Villard
Street, and greater than 10’ from the existing stormwater inlet. A traffic circle is proposed at the
Villard and 5th intersection in accordance with the Traffic Calming Study conducted for the Guthrie.
The traffic circle is proposed at 13’ diameter, to accommodate turning movements of larger vehicles
such as school buses and fire trucks. Turning analyses for school buses and fire trucks are shown
on the plans.
Page | 3
Figure 2 – The Guthrie Civil Layout
Page | 4
Water
Existing 6” Cast Iron City of Bozeman water mains run adjacent to the site in North 5th Avenue and
West Villard. Water pressure is approximately 135 psi at this location and the City of Bozeman
Water Facility Plan does not identify any system limitations in this area. A nearby hydrant flow test
(Test #48) shows a fire flow of 3,478 gpm with an 11.3 psi pressure reduction in the system. In
addition to the nearby hydrant flow test, Hydrant Curves were provided by the City of Bozeman
showing modeled Available Flow in contrast to residual pressure in the existing fire hydrant located
at the northwest intersection corner of N. 5th Avenue and Villard Street, adjacent to the project. The
model describes a maximum day demand, steady state, fire flow scenario and shows that available
fire flow is greater than 5000 gpm at 20 psi residual.
Water and fire services will be provided by new services installed on the existing main in North 5th
Avenue. The proposed services are a 4” domestic water service and a 6” fire service. The water
meter sizing (3” or 4”) will be based on the fixture counts in accordance with the Uniform Plumbing
Code, determined at the building permit submittal. A new fire hydrant is proposed along North 5th
Avenue to supply the building fire department connection. The fire flow from the new hydrant is
anticipated to be similar to the nearby hydrants, exceeding 3000 gpm.
The estimated fire flow required for the building, based on initial design information, is 1625 gpm,
which could be provided from either of the two hydrants adjacent to the site.
The estimated water use for The Guthrie is provided below in Table 1. Estimated water use per
COB standards is shown in Appendix A at the end of this report. Due to the small unit size, and high
efficiency fixtures, domestic water use is estimated to be 65 gpd/capita for single and double
occupancy units. Irrigation water supply will be provided through the domestic water service.
Preliminary irrigation demands are provided by the landscape architect. Irrigation is anticipated to
occur over an approximately 100-day season resulting in a total annual water use of 51,414 gallons,
or 0.15 ac-ft. The average daily irrigation flow is 514 gpd, in other words, this is equivalent to only 4
gallons per day per resident during summer, much less than typical single-family residential use.
The total estimated water use is 9,159 gallons per day (gpd), with a peak hour demand of 26.8
gallons per minute (gpm). Considering the termination of the existing building’s water use, the new
demand on the City’s system will be less than the values above.
The total required water supply capacity for the building and fire flow is 26.8 gpm plus 1625 gpm for
a total requirement of 1652 gpm. Based on the fire hydrant flow test data the existing water system
can supply over 3000 gpm, exceeding the building requirements.
Cash-in-lieu of water rights are assessed within the City of Bozeman based on estimated annual
average water use for a project. Currently, a $6,000 fee is assessed per acre-ft/year. Cash-in-lieu
amounts will be determined by the City during the Site Plan review.
Page | 5
Table 1. The Guthrie Estimated Water Use
Sewer
An existing 8” Vitrified Clay City of Bozeman sewer main runs adjacent to the site in North 5th
Avenue. The City of Bozeman Wastewater Facility Plan does not identify any system limitations in
this area. A new manhole and 8” sewer service is proposed to be connected to this main.
The estimated wastewater flow for The Guthrie is provided below in Table 2. Estimated wastewater
flow per COB standards is shown in Appendix A at the end of this report. Daily wastewater
generation was determined utilizing the same residential unit estimates as described in the water
use estimate. Infiltration and Inflow (I&I) is 150 gpd/acre. Applying these values results in an average
daily flow for the project of 8,772 gpd. Using a peaking factor of 4.21, based on City Design
Standards, the peak hour flow is estimated at 25.6 gpm. These values and demands are
summarized and tabulated below. Considering the termination of existing building’s sewer use, the
new demand on the system will be less than the values above.
Table 2. The Guthrie Estimated Wastewater Flow
The Guthrie Estimated Water Use
Unit Type Units Capita/Unit Population GPD/Capita Water Use (gpd)
Studio 20 1 20 65 1,300
1-bedroom 58 1.5 87 65 5,655
2-bedroom 13 2 26 65 1,690
Total 91 133 8,645
Site Area - Lot (ac)0.84
Average Day Water Use [Equal to Wastewater Flow](gpd) 8,645
Irrigation (gpd)514
Max Day Water Use [Average Day Use + Irrigation] (gpd)9,159
;P = Pop. ÷ 1,000 Peaking Factor (PF)4.21
Water Use Peak Hour Flow (gpm)26.8
The Guthrie Estimated Wastewater Flow
Unit Type Units Capita/Unit Population GPD/Capita Wastewater
Flow (gpd)
Studio 20 1 20 65 1,300
1-bedroom 58 1.5 87 65 5,655
2-bedroom 13 2 26 65 1,690
Total 91 133 8,645
Site Area (ac)0.84
Inflow & Infiltration (gal/ac/day)150
Inflow & Infiltration (gpd)127
Wastewater Flow + Inflow & Infiltration (gpd)8,772
;P = Pop. ÷ 1,000 Peaking Factor (PF)4.21
Wastewater Peak Hour Flow (gpm)25.6
Page | 6
Storm Water
The existing site development has significant impervious area (existing building, paved parking lot,
sidewalks) without any stormwater mitigation. Currently, runoff from the site is directed north and
east to adjacent City streets, where it is collected in existing City storm drains. Storm water
eventually outfalls at N. 5th Avenue and W. Tamarack Street.
Existing and post development stormwater runoff volumes were determined by the Rational Method
with a weighted coefficient determined for the building’s rooftop, pavement area, sidewalks, patios,
and landscaped areas. It is notable that the Guthrie site has slightly less impervious area than the
existing development. Storm runoff calculations are shown in Table 3. Runoff flow rates are
provided for the highest intensity (short duration) events for a range of storm frequencies. Runoff
volumes are provided for the different storm frequencies and precipitation depths. Note runoff flow
rate and volume are not related. Peak runoff flow rate only depends on rainfall intensity at the time
of concentration and the frequency of the event. Runoff volume depends only on the storm duration
and precipitation depth. For example, the 10-year 2hr, and 10-year 24hr storms have the same peak
flow, but different runoff volumes due to the different precipitation depths.
The Guthrie will have an on-site subsurface retention system beneath the parking lot that captures
and retains site and building storm runoff. The retention system consists of a gravel bed with a
single row of Stormtech chambers with an inlet/access manhole at each end. The parking lot is
graded to the retention system inlet and to a parking lot area drain inlet. Runoff from the building
rooftop is piped underground to the retention system. A small portion of the site consisting of the
front yard will continue to drain to the street. Since this is predominantly landscaping, this runoff is
minimal.
The retention system is sized to contain runoff from the 10-year, 2-hour storm event which is a 0.82”
storm event. This storm event represents the 96th percentile storm event in Bozeman and produces
approximately 1864 cubic feet (cf) of storm runoff. The retention system also reduces stormwater
flow leaving the site from larger storm events to below existing flows. Table 3 shows that stormwater
from the design event (10-year, 2-hour storm) is completely retained on site and the estimated
reduction of runoff from larger storm events.
Page | 7
Table 3. The Guthrie Storm Water Calculations
The retention system storage calculations are shown in Table 4. The proposed storage volume
exceeds the runoff from the 10-yr 2-hr storm event. The retention system is sized without
consideration of infiltration, which provides significant additional capacity and a comfortable margin
of safety.
Table 4. The Guthrie Retention System Calculations
Land Classification Post Dev Area (sf)
Rooftops
Pavement
Sidewalk
Landscape
Total
Weighted Runoff Coeff. (C )
Design Storm 0.5-Inch 10y 2hr 10-Year 25-Year 50-Year 100-Year
Drainage Area (acres)0.844 0.844 0.844 0.844 0.844 0.844
Drainage Area (sf)36,752 36,752 36,752 36,752 36,752 36,752
Slope (%)2 2 2 2 2 2
Time of Concentration (min)5.0 5.0 5.0 5.0 5.0 5.0
24 Hour Precipitation Volumes (in)0.50 0.82 1.84 2.16 2.42 2.67
Design Storm 0.5-Inch 10y 2hr 10-Year 25-Year 50-Year 100-Year
Intensity at Tc (Figure I-2 pg. 29) (in/hr)NA 0.41 3.22 3.83 4.74 5.34
Peak Runoff Rate at Tc (Q = CIA) (cfs)NA 0.26 2.03 2.41 2.99 3.37
Runoff Volume (cf)1,144 1,876 4,211 4,943 5,538 6,110
Design Storm 0.5-Inch 10y 2hr 10-Year 25-Year 50-Year 100-Year
Intensity at Tc (Figure I-2 pg. 29) (in/hr)NA 0.41 3.22 3.83 4.74 5.34
Peak Runoff Rate at Tc (Q = CIA) (cfs)NA 0.26 2.02 2.40 2.97 3.34
Runoff Volume (cf)1,137 1,864 4,183 4,911 5,502 6,070
Design Storm 0.5-Inch 10y 2hr 10-Year 25-Year 50-Year 100-Year
Runoff Volume Increase (cf)-7 -12 -27 -32 -36 -40
Retention Volume (cf)2,557 2,557 2,557 2,557 2,557 2,557
Net Runoff Volume Post Mitigation (cf)-1,420 -693 1,626 2,354 2,945 3,513
% Decrease in Runoff from Existing 100.0 100.0 52.3 57.5 51.8 42.5
0.9
0.9
0.9
0.2
Design Storm Information
Existing Peak Flow Calculations
Post Dev Peak Flow Calculations
Mitigation Calculations
Existing Area (sf)
15,702
7,148
5,879
13,027
9,666
36,752
0.75
8,023
5,782
Site Statistics
8,277
36,752
0.74
C
Subsurface Chamber System
Chambers Length (ft)63
Number of chambers 9
Storage per chamber 45.9
Chambers Storage (cf)413
Gravel Bed Length (ft)70
Gravel Bed Width (ft)12
Gravel Bed Depth (ft)9.0
Cube Volume 7560.0
Net Gravel Volume 7146.9
Gravel porosity 0.30
Total Gravel Storage 2144
Total 2,557
Page | 8
Stormwater conveyance capacity has been considered but on a project of this small scale is not
worthy of detailed reporting. The site has 5 separate sub-basins described as: Building Rooftop and
Canopy, West Parking Lot, East Parking Lot, West Side Landscaping, and Front Yard. The
proportional runoff flow rate for each of the sub-basins is shown in Table 5. All storm runoff
conveyances have the capacity to convey the peak flow from the 100-year event. Note that the
drainage leaving the site (from the front yards) is only 8% of the runoff that left the site from the
previous development.
Table 5. The Guthrie Sub-basin Summary
Drainage Sub-basin % of Total Runoff 100-year Peak Flow (cfs)
Building Rooftop 43% 1.44
West Parking Lot 38% 1.28
East Parking Lot 9% 0.29
West Side Landscape 2% 0.08
Front Yard 8% 0.26
Storm Water Maintenance
It is the property owner’s responsibility to monitor and maintain their stormwater mitigation system.
The system is designed to capture sediment and debris and requires regular monitoring and periodic
maintenance to remove sediments and debris. If this sediment and debris is not periodically
removed, it can cause undesired ponding and clogging. The stormwater retention system consists
of manhole structures and underground chambers. These components need to be inspected
quarterly, except in winter, and cleaned if required.
• Inspect for sediment or debris in the manhole/inlet structures and remove if present.
• Inspect infiltration chambers through inspection ports for sediment accumulation. Sediment
depth less than 3” is acceptable. Sediment depth exceeding 3” requires removal by a cleaning
service.
• Check for damage, repair as needed.
• Maintain records of quarterly inspections and cleaning and provide records to the City upon
request.
Page | 9
Appendix A: City of Bozeman Design Flows
This appendix shows water and sewer flow rates per City of Bozeman DSSP Section V per City
comments received during the Site Plan review. It is the reviewer’s perogitive to select the design
flows they feel most accurately represent the design conditions.
Estimated Water Use
Per the DSSP the average day flow is 170 gallons per day per capita (gpd/capita). The unit
occupancy is assumed to be 2.17 people per unit. Maxium day flow is 2.3 times the average day
and peak hour is 3 times the average day. The results of this methodolgy are shown in Table A-1.
This results an average day water flow estimate of 33,570 gpd, a max day flow estimate of 77,211
gpd, and a peak hour flow of 69.9 gpm.
Table A-1. The Guthrie Estimated Water Use per COB Methodolgy
Estimated Wastewater Flow
Per the DSSP and comments received by the engineering department the average day flow is 64.4
gallons per day per capita (gpd/capita). Infiltration and inflow is 150 gallons per day per acre, and the
peak hour flow is per the peaking factor formula provided in the DSSP. The results of this
methodogy are shown in Table A-2. This results in a average day wastewater flow estimate of
12,844 gpd, and a peak hour flow of 37.0 gpm.
Table A-2. The Guthrie Estimated Wastewater Flow per COB Methodolgy
The Guthrie Estimated Water Use per COB Methodology
Unit Type Units Capita/Unit Population GPD/Capita Water Use (gpd)
Studio 20 2.17 43 170 7,378
1-bedroom 58 2.17 126 170 21,396
2-bedroom 13 2.17 28 170 4,796
Total 91 197 Average Day Use (gpd)33,570
Max Day Factor 2.30
Max Day Use (gpd)77,211
Peak Hour Factor 3
Water Use Peak Hour Flow (gpm)69.9
The Guthrie Estimated Wastewater Flow per COB Methodology
Unit Type Units Capita/Unit Population GPD/Capita Wastewater Flow (gpd)
Studio 20 2.17 43 64.4 2,795
1-bedroom 58 2.17 126 64.4 8,105
2-bedroom 13 2.17 28 64.4 1,817
Total 91 197 Average Day Domestic Use 12,717
Site Area (ac)0.84
Inflow & Infiltration (gal/ac/day)150
Inflow & Infiltration (gpd)127
Average Day Wastewater Flow (gpd)12,844
;P = Pop. ÷ 1,000 Peaking Factor (PF)4.15
Wastewater Peak Hour Flow (gpm)37.0
Bozeman Water DistributionSystem Model CalibrationField Test Data Sheet
Test Number: __________
Test Date: ______________
Start Time: ___________
End Time: ___________
Test By: _________
Zone: ___________________
48
316 18 210RESIDUAL HYDRANT
Hydrant No. ______
HPR No. ________
Static: __________
Residual: ________
FLOW HYDRANT #1
Hydrant No. ______
HPR No. ________
Flow: ______________
FLOW HYDRANT #2
Hydrant No. ______
HPR No. ________
Flow: ______________
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(420)
(304)(505)
(209)
(825)
(216)
(211)
(805)
(200)
(108)
(220)
(620)
(109)(109)
(783)
(710)(506)
(903)
(120)(821)
(311)
(517)
(717)
(904)
(213)
(317)(316)
(511)
(502)
(431)
(323)
(316)
(518)
(107)
(415)
(703)
(203)
(216)
(719)(717)(715)
(122)
(116)
(110)
(719)
(211)(522)(608)
(303)
(321)
(601)
(411)
(417)
(423)
(427)(424)
(414)
(408)
(515)(401)
(407)
(415)
(419)
(423)
(511)
(605)(601)
(511)(503)
(512)(516)(520)(602)(606)(610)(614)
(613)(607)(603)(521)(517)(513)
(510)
(506)
(438)
(428)
(426)
(420)
(416)
(404)
(517)(302)
(612)
(310)
(609)
(810)
(809)(805)
(205)
(209)
(213)
(303)
(307)
(303)
(311)
(715)
(713)(403)
(411)
(431)
(509)
(425)
(813)
(809)
(811)
(526)
(520)
(514)
(508)
(502)
(442)
(438)
(432)
(426)
(420)
(414)
(408)
(801)
(807)
(808)(820)
(318)
(302)
(214)(210)
(823)(815)
(816)(122)
(116)
(112)
(817)
(811)
(440)
(434)
(428)
(422)
(416)
(410)
(105)(101)
(105)
(115)
(312)
(302)
(119)
(214)
(208)
(204)
(109)
(116)(115)
(119)(904)(910)
(909)(901)(203)
(211)
(207)
(303)
(309)
(317)
(908)
(303)
(409)
(421)
(427)
(433)
(439)
(503)
(509)
(515)
(521)
(526)
(520)
(514)
(508)
(502)
(420)
(414)
(408)
(919)
(916)
(316)
(101)
(105)
(109)
(315)
(415)
(319)
(115)
(119)
(123)
(407)
(411)
(419)
(425)
(431)
(437)
(441)
(503)
(509)
(515)
(521)
(906)(526)
(520)
(514)
(508)
(502)
(442)
(432)
(426)
(509)
(507)
(501)
(308)
(922)
(210)
(206)
(919)
(918)(120)
(116)
(112)
(921)
(1020)
(1003)(1015)
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18
2106" CI8" CI6" DI8" DI10" CI
4" CI4" DI8" DI
6" CI6" CI6" CI6" CI 6" CI
10" CI 10" CI6" CI6" CI
6" CI6" CI8" DI6" CI6" CI8" DI
6" CI6" CI
8" DI6" CI6" CI6" CI
10" CI
8" DI6" CI6" CI6" CI6" CI8" CI10" CI 6" CI6" CI
6" CI
8" CI
6" CI6" CI8" DI8" CI
6" CI
10" CI
7TH AVE9TH AVEBEALL ST10TH AVELAMME ST
VILLARD ST 6TH AVE8TH AVEPEACH ST
SHORT ST
7TH AVE8TH AVEG!!Flow Hydrants GFOther HydrantsG!!Test Hydrants
9/30/2015
7:50 AM
8:07 AM
JDH
1240
137.6 psi
126.3 psi
1241
1,817 gpm 1,661 gpm
201250
SOUTH
CITY OF BOZEMAN
Fire Flow Request Form
PHONE (406) 582-3200 FAX (406) 582-3201
Date March 27, 2024
Location 321 N 5th Ave (FFR-5911)
Pressure Zone HGL 5125 (S)
GIS Hydrant ID# 109, 371, 609
Adjacent Main Size 6-inch AC, 6-inch DI, 10-inch CI
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)
109
0 129.96
200 129.37
400 128.49
600 127.27
800 125.73
1,000.00 123.89
1,200.00 121.76
1,400.00 119.35
1,600.00 116.67
1,800.00 113.72
2,000.00 110.51
2,200.00 107.03
2,400.00 103.29
2,600.00 99.3
2,800.00 95.06
3,000.00 90.56
3,200.00 85.82
3,400.00 80.83
3,600.00 75.6
3,800.00 70.13
4,000.00 64.42
4,200.00 58.48
4,400.00 52.3
4,600.00 45.88
4,800.00 39.23
5,000.00 32.35
5,200.00 25.24
5,400.00 17.9
5,600.00 10.33
5,800.00 2.54
5,864.02 0.01
Hydrant Curve
0
20
40
60
80
100
120
140
0 1000 2000 3000 4000 5000 6000 7000Residual Pressure (psi)Available Flow (gpm)
Hydrant Curve
109
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.