HomeMy WebLinkAbout008 - Appendix H - On-site Engineering Report•
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851 Bridger Drive, Suite 1, Bozeman, MT 59715 | phone: 406-522-8594 | fax: 406-522-9528
Bozeman Yards South aka Block 104 South Building
Site, Water, Sewer, Storm Water Engineering Report
January 29, 2025, Site Plan RC3
August 23, 2024, Site Plan RC
February 23, 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 South is an infill redevelopment project located on Lots 17-26, Block 104, of
Am. Northern Pacific Addition. The lot size is 35,364 square feet. Existing conditions on the site
consist primarily of a gravel parking lot, with some minimal landscaping and an existing one-story
building with a raised loading dock. As part of development, the lots will be aggregated so the
building is contained within its own single lot.
Figure 1 – Bozeman Yards South Project Vicinity
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The location of the Bozeman Yards South project can be seen in Figure 1. The Bozeman Yards
South site development and related private improvements are proposed to be completed in
conjunction with off-site public street improvements on Aspen Street and Front Street. The Proposed
Building is a 5-story residential building featuring a mix of 1, 2 and 3-bedroom condominiums. The
building also contains basement level parking with 41 parking spaces, and 7 on-street parking
spaces along the Aspen 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 project to be constructed concurrently
with the on-site building improvements. 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 Bozeman Yards (Block
104) streets. The alley running through Bozeman Yards (Block 104) will be completed with the on-
site project.
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
The existing building, parking lot, and utility services on the Bozeman Yards South site will be
demolished. The existing building north of the alley will remain and be used for construction offices
and staging area.
Site Improvements
Site improvements consist of site hardscape improvements, alley improvements, franchise utility
services, building water and sewer services, and stormwater mitigation.
On-site parking is provided underground within the basement of the building. The basement parking
is proposed to be accessed from the alley. Basement parking provides 41 parking stalls, with an
additional 7 on-street spaces available. Access to the basement parking is provided from the
improved alley. To accommodate building access concrete bands are added to the 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 consists of ground level patios and entry plazas with sidewalk, steps, and ADA ramp
accesses to the building. The hardscape will provide private areas and seating nooks separated by
landscape amenities. Residents are provided with interior bike storage and exterior bike racks are
provided for visitors and commercial customers.
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Figure 2 – Bozeman Yards South 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. Utility meters are proposed along the west wall of the building, and a backup generator
will be housed in the northwest corner of the building.
Water and Sewer
New water and sewer main improvements will be installed in Aspen Street as part of a separate off-
site project. Engineering analysis will be conducted with the off-site project to show that adequate
capacity exists to supply Bozeman Yards South with water supply, fire protection, and sewer service.
Based on hydrant flow test #45 in the City of Bozeman 2017 Water Facility Plan, 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.
Water, fire, and sewer service to Bozeman Yards South will be by extension of service stubs
installed with the off-site street improvement project from E. Aspen Street. Services are sized in
accordance with plumbing and fire code and fixture counts. Water fixture counts are estimated to be
1,042 units, corresponding to an instantaneous flow of 220 gpm and which requires a 4” water
service and meter. The fire service will be 6”. To reduce piping conflicts in the basement, two 6”
sewer services are proposed.
Irrigation water supply will be provided through the domestic water service. 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 62,823 gallons, or 0.19 ac-ft. The maximum daily
irrigation flow is 628 gpd.
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The estimated water use calculations for Bozeman Yards South are based on a usage rate of 89
gpd/capita with an estimated 2.17 persons per unit for residential units. Commercial water use
estimates are based on MT DEQ-4 wastewater generation values for a Coffee Shop. These values
represent the upper end of water use for the commercial space. The estimated annual water use for
the entire building is anticipated to be approximately 8,739 gallons per day (gpd), with a peak hour
demand of 25.0 gallons per minute (gpm).
The Bozeman Yards South anticipates water use that is lower than typical city design flow estimates.
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 South building Annual Domestic Water Use
Cash-in-lieu-of water rights will be required for domestic use and on-site irrigation.
Daily wastewater generation was determined utilizing the same residential unit estimate and
commercial estimates 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
South building of 8,233 gpd, and a peak hour flow of 23.5 gpm.
Table 2 – Bozeman Yards South building Estimated Sewer Use and Demands
Bozeman Yards South building Estimated Water Use
Residential Use Units Capita/Unit Population GPD/Capita Water Use (gpd)
Apartment Units 42 2.17 91 89 8,111
Commercial Use
Employees 4 1 4 10 40
Customers 200 1 200 6 1,200
Total 246 246 8,111
Site Area - Lot (ac)0.81
Average Day Water Use [Equal to Wastewater Flow](gpd) 8,111
Irrigation (gpd)628
Max Day Water Use [Average Day Use + Irrigation] (gpd)8,739
;P = Pop. ÷ 1,000 Peaking Factor (PF)4.11
Water Use Peak Hour Flow (gpm)25.0
Bozeman Yards South building Estimated Wastewater Flow
Residential Use Units Capita/Unit Population GPD/Capita Wastewater
Flow (gpd)
Apartment Units 42 2.17 91 89 8,111
Commercial Use
Employees 4 1 4 10 40
Customers 200 1 200 6 1,200
Total 246 246 8,111
Site Area (ac)0.81
Inflow & Infiltration (gal/ac/day)150
Inflow & Infiltration (gpd)122
Wastewater Flow + Inflow & Infiltration (gpd)8,233
;P = Pop. ÷ 1,000 Peaking Factor (PF)4.11
Wastewater Peak Hour Flow (gpm)23.5
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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 the undeveloped alley or Ida Avenue, eventually running into the City storm sewer
in Tamarack Street. A small portion of the property to the west current drains into the alley adjacent
to the site. 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, alley, and off-site sub-areas, and the total
combined site of approximately 1.8 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
(mostly rooftop) from each building will be directed through building storm drain outlets and into the
chambers via connection to the infiltration chamber. Adjacent off-site runoff will be collected in a
new storm drain inlet in the improved alley and piped to the retention system. The alley will drain in
an asphalt swale towards any of four 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 4,209 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 4,587 cubic feet is proposed. Table 3 shows that stormwater from the design event (10-
Page | 6
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
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.
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)1.838 1.838 1.838 1.838 1.838
Drainage Area (sf)80,056 80,056 80,056 80,056 80,056
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)0.40 3.11 3.70 4.58 5.16
Runoff Volume (cf)2,876 6,453 7,576 8,487 9,364
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)0.58 4.55 5.41 6.71 7.55
Runoff Volume (cf)4,209 9,446 11,088 12,423 13,706
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)4,587 4,587 4,587 4,587 4,587
Net Runoff Volume Post Mitigation (cf)-378 4859 6501 7836 9119
% Decrease in Runoff from Existing 100%25%14%8%3%
Event Retained 10-y,2-hr 10y,2.5-h 25-y, 1.5-h 50-y,0.93-h 100-y,0.7-h
Duration Retained (min)N/A 155.0 90.0 56.0 42.0
Intensity at Time of Overflow (in/hr)N/A 0.3 0.6 1.0 1.3
Peak Post Retention Overflow Rate (cfs)N/A 0.5 0.9 1.4 1.8
% Decrease in Peak Flow from Existing N/A 84%77%70%65%
3,000 0
Post Dev Peak Flow Calculations
Mitigation Calculations
80,056 80,056
0.53 0.77
Design Storm Information
Existing Peak Flow Calculations
4,060 8,126
22,577 0
28,190 14,927
Site Statistics
Existing Area (sf)Post Dev Area (sf)
14,969 45,721
7,260 11,282
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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
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 on-site 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. The off-site runoff is collected in a new storm drain inlet with a 15” pipe draining to the
retention system at 1% slope. The capacity of this pipe is 6.89 cfs which is much greater than the
100-year peak flow from the off-site subarea.
All stormwater conveyances have capacity exceeding the 100-year peak flow. Additionally, Table 3
shows that runoff peak flows leaving the site from the 100-year event is reduced by 65% from
existing conditions, with the storage provided by the retention system. If the retention system is filled
by a large runoff event, the runoff flow will continue down the alley to Front Street. The peak flow
Subsurface Chamber System
Chambers Length (ft)147
Number of chambers 21
Storage per chamber 45.9
Chambers Storage (cf)964
Gravel Bed Length (ft)162
Gravel Bed Width (ft)23
Gravel Bed Depth (ft)3.5
Cube Volume (cf)13041.0
Net Gravel Volume (cf)12077.1
Gravel porosity 0.30
Total Gravel Storage (cf)3623
Total Storage 4,587
Sub-area Sub Area 1 Sub Area 2 Sub Area 3 Sub Area 4
Land Classification C Boz Yards South Boz Yards North Alley Off-site
Rooftops 0.9 24,052 19,069 0 2,600
Pavement 0.9 0 0 4,022 7,260
Gravel Alley 0.5 0 0 0 0
Sidewalk 0.9 2,282 2,034 2,010 1,800
Gravel Parking 0.5 0 0 0 0
Landscape 0.2 8,109 5,618 0 1,200
Total 34,443 26,721 6,032 12,860
Weighted Runoff Coeff. (C )0.74 0.75 0.90 0.83
Design Storm 100-Year 100-Year 100-Year 100-Year
Drainage Area (acres)0.791 0.613 0.138 0.295
Drainage Area (sf)34,443 26,721 6,032 12,860
Slope (%)2 2 2 2
Time of Concentration (min)5.0 5.0 5.0 5.0
24 Hour Precipitation Volumes (in)2.67 2.67 2.67 2.67
Design Storm 100-Year 100-Year 100-Year 100-Year
Intensity at Tc (Figure I-2 pg. 29) (in/hr)5.34 5.34 5.34 5.34
Peak Runoff Rate at Tc (Q = CIA) (cfs)3.10 2.47 0.54 1.16
Site Statistics
Design Storm
Post Dev Peak Flow Calculations
Page | 8
from a 100-year event after retention is 1.8 cfs, without accounting for any infiltration from the
retention system. This extremely infrequent flow event can be carried in the alley with a flow depth
of approximately 1.5”.
Storm Water Maintenance
It is the property owner’s responsibility to monitor and maintain their on-site stormwater mitigation
system, and alleys are required to be maintained by adjacent property owners.
The on-site 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.
The alley stormwater retention system consists of permeable pavers. The pavers are designed to
require only minimal maintenance with longer-term deep cleaning. The manufacturer recommends
bi-monthly inspection of performance, ideally during rainstorms to verify that infiltration is still
occurring. Over the long term occasional deep cleaning with compressed air or a specially equipped
vacuum truck is required. Permeable pavers should not be cleaned by pressure-washing as this just
pushes sediment further in.
• Broom-clean the surface regularly to reduce sediment.
• Check for damage, repair as needed.
• Inspect for proper infiltration during storm events (bi-monthly).
• Long-term cleaning with compressed air or vacuum truck as required to restore
infiltration.
• Maintain records of inspections and cleaning and provide records to the City upon
request.
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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9:08 AM
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128.9 psi
1241
1,740 gpm 1,593 gpm
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3 2/23/2024 SITE PLAN SUBMITTAL CDP ZWL
4 3/13/2024 DD SET CDP ZWL
5 8/23/2024 SITE PLAN RC1 CDP ZWL
6 10/18/2024 DD SET CDP ZWL
7 1/29/2025 SITE PLAN RC3 CDP ZWL PROFESSIONALENGINEERS &SURVEYORSBOZEMAN YARDS SOUTH805 N. IDA AVE STAHLYENGINEERING& ASSOCIATESJACKADOO LLCBOZEMAN, MT 0020'40'EXHIBIT 1STORMWATERDRAINAGEEXHIBIT