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Bozeman Yards North
Site, Water, Sewer, Storm Water Engineering Report
May 31, 2024, Site Plan
Prepared for: Jackadoo LLC
Prepared by: Stahly Engineering and Associates
Engineer of Record: Cordell D. Pool, PE
Quality Control Reviewer: Zach Lowe, PE
Introduction
The Bozeman Yards North is the second building proposed within the overall Bozeman Yards (Block
104) infill redevelopment project. The Bozeman Yards South “aka Block 104 South Building”
(located south of the alley) has been submitted previously, is currently in review and is envisioned to
be the first building constructed. The Bozeman Yards North is located north of the alley on Lots 7-
16, Block 104. The existing lot size is 29,491 square feet, but 10’ of additional right-of-way will be
granted by easement to allow Front Street to have a 60’ right-of-way. The net lot area after street
dedication is 27,700 sf. As part of development, the lots will be aggregated so the building is
contained on a single lot.
Figure 1 – The Bozeman Yards (Block 104) Proposed Development
Page | 2
Existing conditions on the Bozeman Yards North site consist primarily of a gravel parking lot, with
some minimal landscaping and an existing one-story building. The Bozeman Yards North site will be
used for construction staging area for the Bozeman Yards South building. The Bozeman Yards
North is currently envisioned to be constructed after the south building is largely completed and the
staging area is no longer required. The Bozeman Yards North building consists of a 6-story main
building, with a 2-story portion along Front Street with a total of 26 residential condominium units.
Both portions of the building will be on a common foundation and basement and served by single
utility services. The basement contains underground parking accessed from the alley, and there are
3 on-street parking spaces along the Tamarack Street frontage. The proposed building and site
improvements are shown on Figure 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.
Off-site Street and Improvements Adjacent to Site
Off-site infrastructure improvements are part of a separate infrastructure project to be constructed
concurrently with Bozeman Yards South (aka Block 104 South Building). Off-site improvements
consist of new water and sewer mains in Aspen Street, new street and storm drainage
improvements on Aspen Street and Front Street, conversion of Ida Avenue between Aspen and
Front streets to open space/park, Triangle Park improvements, sidewalks, and lighting. The
franchise utilities currently located within adjacent streets will be relocated underground in new utility
easements fronting the Block 104 streets. The alley running through Block 104 will be completed
with the Bozeman Yards South site improvements.
The off-site project will bring needed street and utility improvements to the area as part of a long-
term vision for improving pedestrian and vehicular circulation to the neighborhood.
Site Demolition and Construction Facilities
The existing building, parking lot, and utility services on the Bozeman Yards North site will be
demolished after the site is no longer needed to support the Bozeman Yards South construction.
Construction staging for Bozeman Yards North is anticipated to be along the Tamarack and Front
Street frontages. The edges of the adjacent streets will be enclosed by fencing and traffic control for
construction offices and staging areas, leaving a 24-ft wide drive aisle outside of construction
fencing.
Site Improvements
Site improvements consist of site hardscape improvements, franchise utility services, building water
and sewer services. Stormwater mitigation will be provided by a shared system in the alley serving
both buildings, constructed with the Bozeman Yards South site improvements.
On-site parking is provided underground within the basement of the building and accessed from the
alley. Basement parking provides 26 parking stalls, with an additional 3 on-street spaces available.
Two condominium units along Front Street have individual garages with driveways from Front Street.
The alley will be improved and to accommodate building access concrete bands are added to the
Page | 3
alley to provide 24’ of travel width and/or pedestrian pathways. Trash is collected and stored within
the building and rolled out to the alley for loading. The trash access and basement ramp are heated.
Site hardscape is predominantly located on the roof deck of the basement garage, providing private
patios and a common courtyard on the ground level. The main building entrance and courtyard are
accessed by steps and an ADA ramp. The units along Front Street have individual front doors from
the sidewalk. Residents are provided with interior bike storage and exterior bike racks are provided
for visitors.
Figure 2 – Bozeman Yards North Site Layout
Gas, communication, and power building services are proposed to be run from Tamarack Street
along the west property line to the south in a proposed 10’ utility easement on the north and south
properties during the Bozeman Yards South (Block 104 South Building) Project. Utility meters are
proposed along the west wall of the building, and a backup generator will be housed in the
southwest corner of the building.
Water and Sewer
An existing 12” ductile iron City of Bozeman water main runs along Tamarack Street. Domestic water
and fire service will be provided by connection to this existing main. The City of Bozeman 2017
Water Facility Plan Update did not identify any fire protection limitation in this area of town. A fire
hydrant is located within 75 feet of the building. Furthermore, as part of the 2017 Water Facility Plan
Update, a fire flow test was performed on a hydrant approximately 900’ away at the northwest corner
of Ida Avenue and Peach Street intersection. The results for this test (test number 45) are included
with this report. Based on hydrant flow test, the water pressure is estimated to be approximately 145
psi. This test also shows a fire flow available in this area of town to be over 3000 gpm, indicating
adequate water supply for fire protection. Services are sized in accordance with plumbing and fire
Page | 4
code and fixture counts. Water fixture counts are preliminarily estimated to be approximately 688
units requiring a 4” water service and 3” meter. The fire service is assumed to be 6”. The riser room
is proposed in the northwest corner of the basement, with direct access from Tamarack Street.
Irrigation water supply will be provided through the domestic water service. Preliminary irrigation
demands were provided by the landscape architect. Irrigation is anticipated to occur over an
approximately 100-day season resulting in a total annual water use of 110,727 gallons, or 0.34 ac-ft.
The average daily irrigation use is 1,107 gpd.
The estimated water use calculations for Bozeman Yards North are based on a usage rate of 89
gpd/capita (same as wastewater) with an estimated 2.17 persons per unit for residential units, plus
the irrigation water use. The estimated annual water use for the entire building is anticipated to be
approximately 6,128 gallons per day (gpd), with a peak hour demand of 18.3 gallons per minute
(gpm), as shown in Table 1.
The Bozeman Yards North anticipates water use that is lower than typical city design flow estimates
for residential single household lots. There is not currently an established methodology for
estimating water use in this kind of urban, high-density residential use where per capita landscape
irrigation is much less than typical residential single household units.
Table 1 – Bozeman Yards North Annual Domestic Water Use
Cash-in-lieu-of water rights will be used to satisfy the project’s water adequacy requirement.
An existing 24” PVC sewer main is located in Tamarack Street, which serves the existing building on
the site. This existing 4” service will continue to be used for the 2-story portion of the building and a
new 6” sewer service is proposed to be connected to the 24” main in Tamarack for the main portion
of the building.
Daily wastewater generation was determined utilizing the same residential unit estimate described in
the water use estimate, but with infiltration and inflow and without the irrigation demand. Applying
these values results in an average daily flow for the Bozeman Yards North of 5,123 gpd, and a peak
hour flow of 15.3 gpm as shown in Table 2.
Bozeman Yards North Estimated Water Use
Residential Use Units Capita/Unit Population GPD/Capita Water Use (gpd)
Apartment Units 26 2.17 56 89 5,021
Total 26 56 5,021
Site Area - Lot (ac)0.68
Average Day Water Use [Equal to Wastewater Flow](gpd) 5,021
Irrigation (gpd)1,107
Max Day Water Use [Average Day Use + Irrigation] (gpd)6,128
;P = Pop. ÷ 1,000 Peaking Factor (PF)4.30
Water Use Peak Hour Flow (gpm)18.3
Page | 5
Table 2 – Bozeman Yards North Estimated Sewer Use and Demands
Storm Water
The existing site conditions consist of a building and a gravel parking lot with some minor
landscaping areas without any stormwater mitigation. Currently, runoff from the site is directed north
or east, towards Tamarack Street or Front Street, eventually running into the City storm sewer in
Tamarack Street. The development is required to provide on-site stormwater mitigation to manage
stormwater originating from the lot development.
The original concept for Bozeman Yards (aka Block 104) had independent subsurface stormwater
systems located on each lot, and a separate permeable paver system for the alley. The developer
now prefers to have a single shared stormwater sub-surface system serving both building sites and
the alley located within the alley right-of-way. This is more cost efficient to build and maintain
compared to separate systems. A utility occupancy permit will be required to allow the use of City-
owned alley right-of-way for stormwater mitigation. Because existing and proposed franchise utilities
run along street frontages, there are no existing or proposed utilities within the alley to conflict with
the subsurface stormwater system. The system is designed to accommodate typical alley traffic
over the top of it.
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, gravel parking area,
sidewalks, patios, and landscaped areas. Areas were tabulated for the Bozeman Yards South (aka
Block 104 South Building), Bozeman Yards North and alley sub-areas, and the total combined site of
approximately 1.5 acres as shown on Exhibit 1 at the end of this report. Storm runoff calculations for
the entire combined site are shown in Table 3. The post development runoff coefficient is higher
than the existing conditions, producing approximately 60% more runoff than the existing conditions.
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 Bozeman Yards (Block 104) development is proposed to have a shared subsurface retention
system located in the alley between the buildings. The retention system consists of a gravel bed with
one row of Stormtech chambers beginning and ending with inlet/access manholes. The site runoff
Bozeman Yards North Estimated Wastewater Flow
Residential Use Units Capita/Unit Population GPD/Capita Wastewater
Flow (gpd)
Apartment Units 26 2.17 56 89 5,021
Total 26 56 5,021
Site Area (ac)0.68
Inflow & Infiltration (gal/ac/day)150
Inflow & Infiltration (gpd)102
Wastewater Flow + Inflow & Infiltration (gpd)5,123
;P = Pop. ÷ 1,000 Peaking Factor (PF)4.30
Wastewater Peak Hour Flow (gpm)15.3
Page | 6
(mostly rooftop) from each building will be directed through building storm drain outlets and into the
chambers via connection to the infiltration chamber. The alley will drain in an asphalt swale towards
any of three slotted drain inlets and drop into the retention system. A groundwater monitoring well
was installed near the stormwater retention system and groundwater levels were monitored through
the summer of 2023. The highest groundwater elevation is approximately 8’ below finished grade,
and greater than 3 feet below the infiltration chambers.
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 3,476 cubic feet (cf) of storm runoff for the combined sites and alley. To reduce post-
development runoff leaving the site from larger storm events to below existing flows, a retention
volume of 4,386 cubic feet is proposed. Table 3 shows that stormwater from the design event (10-
year, 2-hour storm) is completely retained and the estimated reduction of runoff from larger storm
events.
Table 3 – Bozeman Yards (Block 104) Combined System Stormwater Calculations
Land Classification C
Rooftops 0.9
Pavement 0.9
Gravel Alley 0.5
Sidewalk 0.9
Gravel Parking 0.5
Landscape 0.2
Total
Weighted Runoff Coeff. (C )
Design Storm 10y 2hr 10-Year 25-Year 50-Year 100-Year
Drainage Area (acres)1.543 1.543 1.543 1.543 1.543
Drainage Area (sf)67,196 67,196 67,196 67,196 67,196
Slope (%)2 2 2 2 2
Time of Concentration (min)5.0 5.0 5.0 5.0 5.0
24 Hour Precipitation Volumes (in)0.82 1.84 2.16 2.42 2.67
Design Storm 10y 2hr 10-Year 25-Year 50-Year 100-Year
Intensity at Tc (Figure I-2 pg. 29) (in/hr)0.41 3.22 3.83 4.74 5.34
Peak Runoff Rate at Tc (Q = CIA) (cfs)0.30 2.32 2.75 3.41 3.84
Runoff Volume (cf)2,142 4,807 5,643 6,323 6,976
Design Storm 10y 2hr 10-Year 25-Year 50-Year 100-Year
Intensity at Tc (Figure I-2 pg. 29) (in/hr)0.41 3.22 3.83 4.74 5.34
Peak Runoff Rate at Tc (Q = CIA) (cfs)0.48 3.76 4.47 5.54 6.23
Runoff Volume (cf)3,476 7,800 9,156 10,258 11,318
Design Storm 10y 2hr 10-Year 25-Year 50-Year 100-Year
Runoff Volume Increase (cf)1,334 2,992 3,513 3,936 4,342
Retention Volume (cf)4,386 4,386 4,386 4,386 4,386
Net Runoff Volume Post Mitigation (cf)-910 3414 4770 5872 6932
% Decrease in Runoff from Existing 100%29%15%7%1%
Event Retained 10-y,2-hr 10y,4.5-h 25-y, 2.25-h 50-y,1.41-h 100-y,1.08-h
Duration Retained (min)N/A 240.0 135.0 85.0 65.0
Intensity at Time of Overflow (in/hr)N/A 0.3 0.5 0.7 1.0
Peak Post Retention Overflow Rate (cfs)N/A 0.3 0.5 0.9 1.1
% Decrease in Peak Flow from Existing N/A 87%80%75%71%
Post Dev Peak Flow Calculations
Mitigation Calculations
67,196 67,196
0.47 0.76
Design Storm Information
Existing Peak Flow Calculations
22,577 0
26,990 13,727
3,000 0
Site Statistics
Existing Area (sf)Post Dev Area (sf)
12,369 43,121
0 4,022
2,260 6,326
Page | 7
The combined retention system storage calculations are shown in Table 4, accounting for both the
chamber and gravel storage. The proposed storage volume exceeds the runoff generated from the
10-year, 2-hour design storm event. The retention system is sized without consideration of
infiltration, which provides significant additional capacity and a comfortable margin of safety. With
infiltration considered, the retention system is capable of fully containing the 100-yr, 24hr storm
runoff.
Table 4 – Bozeman Yards (Block 104) Combined Retention System Calculations
Similar calculations were done for each sub-area to determine the peak flow rate and conveyance
capacity of the piping. For the purposes of conveyance of building and site runoff, a 100-year storm
was used.
Table 5 – Bozeman Yards (Block 104) Sub-Area Peak Flow Calculations
Subsurface Chamber System
Chambers Length (ft)140
Number of chambers 20
Storage per chamber 45.9
Chambers Storage (cf)918
Gravel Bed Length (ft)155
Gravel Bed Width (ft)23
Gravel Bed Depth (ft)3.5
Cube Volume (cf)12477.5
Net Gravel Volume (cf)11559.5
Gravel porosity 0.30
Total Gravel Storage (cf)3468
Total Storage 4,386
Sub-area Sub Area 1 Sub Area 2 Sub Area 3
Land Classification C Boz Yards South Boz Yards North Alley
Rooftops 0.9 24,052 19,069 0
Pavement 0.9 0 0 4,022
Gravel Alley 0.5 0 0 0
Sidewalk 0.9 2,282 2,034 2,010
Gravel Parking 0.5 0 0 0
Landscape 0.2 8,109 5,618 0
Total 34,443 26,721 6,032
Weighted Runoff Coeff. (C )0.74 0.75 0.90
Design Storm 100-Year 100-Year 100-Year
Drainage Area (acres)0.791 0.613 0.138
Drainage Area (sf)34,443 26,721 6,032
Slope (%)2 2 2
Time of Concentration (min)5.0 5.0 5.0
24 Hour Precipitation Volumes (in)2.67 2.67 2.67
Design Storm 100-Year 100-Year 100-Year
Intensity at Tc (Figure I-2 pg. 29) (in/hr)5.34 5.34 5.34
Peak Runoff Rate at Tc (Q = CIA) (cfs)3.10 2.47 0.54
Site Statistics
Design Storm
Post Dev Peak Flow Calculations
Page | 8
Each building has multiple storm drain pipes running into the system, but no less than one 10” and
one 8” pipe run at a 2% slope. The combined capacity of these pipes is 4.39 cfs, which exceeds the
100-year peak flow from either building. The alley has a peak flow of 0.54 cfs, which equates to a
flow depth of approximately 1”. However, there are 3 inlets in the alley so flow depths will be much
less.
Storm Water Maintenance
The Bozeman Yards (Block 104) shared stormwater system will be maintained by the Bozeman
Yards Property Owner’s Association (POA). It is the POA’s responsibility to monitor and maintain
the combined stormwater mitigation system, and alleys are required to be maintained by adjacent
property owners.
The combined stormwater retention 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 structure 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.
BLOCK 1
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4
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BLOCK 103
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LOBBYPACKAGE ROOMCOMMERCIAL RESTROOMCIRCULATION
RESTROOMS MECH/ELEC
BIKE STORAGERISERSPA MECHUNIT B-1108MECHMECHGENERATOR ROOM
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2 BATHUNIT C-21012 BED / 2 BATHUNIT C-11032 BED / 2
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2 5/31/2024 SITE PLAN SUBMITTAL CDP ZWL PROFESSIONALENGINEERS &SURVEYORSBOZEMAN YARDS NORTH622 E TAMARACK ST.STAHLYENGINEERING& ASSOCIATESJACKADOO LLCBOZEMAN, MT 0020'40'0020'40'EXHIBIT 1STORMWATERDRAINAGEEXHIBIT
Bozeman Water DistributionSystem Model CalibrationField Test Data Sheet
Test Number: __________
Test Date: ______________
Start Time: ___________
End Time: ___________
Test By: _________
Zone: ___________________
45
9 757 964RESIDUAL 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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(724)(721)
(515)
(612)(620)
(600)
(716)
(626)
(611)
(528)(420)
(700)
(620)
(518)
(705)
(512)
(530)(526)(522)(518)(514)(510)(506)
(423)(419)
(524)
(801)
(720)
(517)(501)(609)
(629)
(805)
(612)
(540)
(511)
(615)
(725)
(723)
(502)(421)
(704)
(412)
(601)
(800)
(504)
(410)
(426)
(422)
(919)
(318)
(428)
(503)
(621)(610)
(410)
(326)(710)
(323)
(703)
(416)
(421)
(415)
(424)
(411)
(711)
(407)
(514)
(403)
(329)
(702)
(325)
(706)
(319)
(707)
(317)
(717)(713)
(707)(705)
(710)
(720)
(712)(719)
(630)
(627)(619)
(626)
(316)
(630)
(320)
(507)
(326)
(431)
(809)
(318)
(414)
(324)
(425)
(330)
(712)
(413)
(616)
(716)
(411)
(624)
(407)
(628)
(405)
(724)
(401)(402)
(406)
(410)
(513)
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(321)(317)(320)
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(428)(428)
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G!!Flow Hydrants GFOther HydrantsG!!Test Hydrants
9/30/2015
8:56 AM
9:08 AM
JDH
1240
145.0 psi
128.9 psi
1241
1,740 gpm 1,593 gpm
201250
SOUTH