HomeMy WebLinkAbout1825 Kagy Water Sewer Storm Design Report _Rev 3.13.23
JOB NO. B22-025
MONTANA | WASHINGTON | IDAHO | NORTH DAKOTA | PENNSYLVANIA
REV. MARCH 2023
406.586.0277
tdhengineering.com
234 East Babcock Street
Suite 3
Bozeman, MT 59715
CLIENT ENGINEER
SMA Architecture & Design
428 E Mendenhall Street
Bozeman, MT 59715
TD&H Engineering
234 East Babcock Street, Suite 3
Bozeman, MT 59715
Engineer: Cody Croskey, PE
1825 W KAGY STUDENT HOUSING
BOZEMAN, MONTANA
BASIS OF DESIGN REPORT
Image courtesy of SMA Architecture
3/13/2023
B22-025 1825 W Kagy Student Housing Page 1 of 4
1825 W KAGY STUDENT HOUSING
ENGINEERING DESIGN REPORT
REV. MARCH 2023
Purpose and Introduction
The purpose of this report is to explain how water, sanitary sewer, and storm drainage
improvements will be designed to meet the City of Bozeman requirements and Montana
Public Works Standard Specifications (MPWSS) to provide service to a new student
housing building near Montana State University in Bozeman, Montana.
The project is located at the NE corner of S. 19th Avenue and West Kagy Boulevard. The
parcel is comprised of Lot 7 and Tract B of the Remington Addition to the City of
Bozeman totaling 3.36 acres in size. The property is currently developed with a church
building, parking lot, and landscaped open space.
Proposed site improvements include the demolition of the existing building and site
improvements and construction of a new multi-story residential building with an internal
parking garage and amenities courtyard. The lot will be mostly covered by the new
building with a fire access lane and a row of parking at the north end.
On-site infrastructure improvements will include the relocation of a water main, two fire
hydrants, and a sewer manhole to accommodate the large building footprint and fire
lane. No off-site infrastructure improvements are currently anticipated. Upgrades to Kagy
are currently being considered as part of a joint CIP effort by the City of Bozeman and
MDT.
Design Report
Water
The property has a live water service connected to the existing church building and an
irrigation well. The domestic service will be abandoned at its connection point with the
water main in conjunction with demolition activities at the site.
A new 8-inch (est.) domestic water service and 8-inch (est.) fire service line will be
extended to the new building from the existing 8-inch water main that crosses the north
side of the site. Final service sizing will be verified by the mechanical engineer in
accordance with the Uniform Plumbing Code and actual fixture unit counts. The services
will be Class 51 ductile iron and be installed per the City of Bozeman Design Standards
and Modifications to Montana Public Works Standard Specifications (MPWSS).
The estimated domestic water demands for the project are summarized in Table 1 below
with supporting assumptions and calculations in accordance with C.O.B. DSSP Section
V.A.4 provided in Appendix A. Because the intended nature of this building is to have
each bedroom rented separately by a student regardless of unit size, a conservative
assumption was made to calculate the development water demands using 1 person per
bedroom as opposed to 2.11 people per unit to account for the denser expected
occupancy.
B22-025 1825 W Kagy Student Housing Page 2 of 4
Table 1:
Estimated New Water Demands
Average Day Max. Day Peak Hour
New Building Demand 101,150 gpd 161.6 gpm 210.7 gpm
Irrigation at the site will be supplied by the existing irrigation well that is located on the
east side of the property. Some limited courtyard and roof-top planter & garden features
may be supplied from the building’s public water supply.
The fire flow requirement for the new building is 1,500 gpm based on building size and
construction type as determined following International Fire Code Appendix B criteria.
Fire hydrant flow reports were provided by the City Engineering Department for the
nearest existing fire hydrants to confirm available fire flows. The hydrant flow data for
Hydrant #1051 adjacent to the new building service connections indicates an available
fire flow of 8,000 gpm before dropping below a residual pressure of 20 psi. The project
fire flow determination and fire hydrant flow reports are provided in appendix A.
An approximately 300-foot length of existing 6” water main needs to be relocated
approximately 15-feet north of its current alignment to be clear of the new building
footprint with room for a new public utility easement. This main will be upsized to 8” in
accordance with the City’s standard minimum main size when it is re-aligned. Additional
design details and pipe capacity calculations will be provided with the public
infrastructure plan submittal to relocate this water main.
Sewer
The property has a live sewer service connected to the existing church building. The
domestic service will be abandoned at its connection point with the sewer main in
conjunction with demolition activities at the site.
A new 12-inch (est.) sewer service is proposed to extend from the new building to the
existing sewer main that runs down Lloyd Street to Lincoln Street north of the project
site. Final service sizing will be verified by the mechanical engineer in accordance with
the Uniform Plumbing Code and actual fixture unit counts. It should be noted that the
large building sewer is being driven by every room in the building having its own private
bathroom resulting in large overall fixture counts. The new 12” sewer service line will be
SDR-26 PVC and will be installed per the City of Bozeman Design Standards and
Modifications to Montana Public Works Standard Specifications (MPWSS). It will require
a connection to existing manhole #H0701 at the uphill end of the existing sewer main.
The estimated sewer demands for the project are summarized in Table 2 below with
supporting assumptions and calculations in accordance with C.O.B. DSSP Section V.B.
and using information from the City’s 2015 Wastewater Facilities Plan (see Appendix B).
As with the water demand calculations, a conservative assumption was made to
calculate the sewer demands using 1 person per bedroom as opposed to 2.17 people
per unit to account for the denser expected occupancy.
B22-025 1825 W Kagy Student Housing Page 3 of 4
Table 2:
Estimated New Sewer Demands
Average Day (gpd) Peak Hour (gpm)
New Building Demand 38,318 -
Lot Infiltration 504 -
Total Sewer Demand 38,822 105.04
The 8” sewer main in Lloyd Street was also analyzed to evaluate if it has adequate pipe
capacity for this project in addition to the R-4 properties it is serving to the north. The
calculations in Appendix B include the estimated demand for the entire R-4 area draining
to this sewer main assuming a denser future R-4 buildout contributing 1,456 gal/ac/day
per the 2015 Wastewater Facilities Plan. The resulting combined peak hour sewer
demand for this project and the R-4 drainage area is estimated to be 136.12 gpm. The 8”
Lloyd Street sewer has a recorded minimum pipe slope of 0.85% resulting in a
calculated available pipe capacity of 457.2 gpm flowing 75% full. Therefore, it is
expected that the existing 8” main can handle the demand from this development before
dumping into the 15” interceptor sewer main in Lincoln Street.
Storm Drainage
The existing project site consists of a single building and parking lot with large landscape
areas that slopes generally to the north. The proposed site development includes a new
large multi-story building with an internal parking garage and courtyard with new
concrete sidewalks, hardscape plazas, parking areas, and landscaping around the
perimeter.
Since there is not a readily available opportunity to convey the 25-year storm event to
the City’s storm drain system in S. 19th Avenue without crossing the large existing Middle
Creek Ditch pipe that runs along the west edge of the property, oversized subsurface
infiltration chambers are proposed to capture and retain the full volume of the 100-year,
2-hour storm on site.
Storm runoff from the building roofs, central courtyard, site hardscape, fire lane/parking
area, and landscape areas will be collected and routed to a series of sub-surface
chamber facilities designed to capture and fully retain/infiltrate the flow from a 100-year,
2-hour event. Being oversized to accommodate the 100-yr event, the on-site facilities will
also have more than enough storage capacity to handle the first half inch of rainfall from
associated impervious areas. A series of area drains, curb inlets, and roof drains will
transport runoff from these areas to the infiltration chambers located beneath the central
parking garage and north fire lane. A drainage basin figure with supporting storm drain
runoff storage volume and first 0.5 inch of rainfall calculations are provided in Appendix
C.
A geotechnical drilling investigation was conducted at the site on April 21st of this year.
Groundwater was not observed in 6 test pits ranging in depths of 9- to 11-feet below the
ground surface. Two groundwater monitoring pipes were also installed at the site and
monitored throughout the spring of 2022 with no groundwater being observed. For an
additional data point, the existing on-site irrigation well was drilled in May of 2007 with a
recorded static groundwater level of 13-feet. At their deepest point, the proposed
chambers will be 5.9-feet below existing ground. Native gravels were also encountered
at depths ranging from 3.8 to 6.5-feet below the ground surface. Therefore, it is
B22-025 1825 W Kagy Student Housing Page 4 of 4
anticipated that soils will be conducive and groundwater will be sufficiently deep even
with seasonal fluctuations to allow for a full retention/infiltration strategy to be successful
at this site. The geotechnical investigation logs, on-site well log, and spring 2022
groundwater monitoring results are provided in Appendix C.
APPENDIX A
Water Calculations
1825 Kagy Student Housing
Date: Rev. 03.13.23
Project Water Demand Calculation
Domestic Water Demand - New Building:
Residential Use:
Residential Units =174 units
Population (per Unit) =367.1 people (2.11 people/unit per COB Design Standards)
Rooms for Rent =595 bedrooms
Population (per Bed) =595 people (1 person/bedroom *controls*)
Residential Flow =101,150 GPD (170 gpcd per COB Design Standards)
Peak Hour Demand:
Average Day Demand =101,150 GPD (All Uses)
Average Day Demand =70.2 gpm (GPD / 1,440 minutes)
Maximum Day Demand =161.6 gpm (Ave. Day x Peaking Factor = 2.3)
Peak Hour Demand =210.7 gpm (Ave. Day x Peaking Factor = 3)
Fire Flow Requirement - New Building:
IBC Construction Type =IIIA
Fire Flow Calculation Area =166,501+sf
Automatic Fire Sprinkler System =Yes
Fire Sprinkler System Type =NFPA 13
Required Fire Flow =1,500 gpm (per IFC Appendix B)
CITY OF BOZEMAN
Fire Flow Request Form
PHONE (406) 582-3200 FAX (406) 582-3201
Date October 11, 2022
Location S 19th Ave and W. Kagy Blvd
Pressure Zone SOUTH (HGL 5125 )
GIS Hydrant ID# 495, 1051, and 1110
Adjacent Main Size 6-inch DI, 8-inch DI, and 12-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
Connect new domestic
& fire lines here
Hydrant # 1051:
1,500 gpm @ 79 psi
8,000 gpm @ 21 psi
24"
8"Relocate 6" & upsize to 8"
GIS Hydrant #
Available Flow (gpm)Residual Pressure (psi)1051
0 83.27
200 82.96
400 82.57
600 82.1
800 81.55
1,000.00 80.93
1,200.00 80.23
1,400.00 79.47
1,600.00 78.65
1,800.00 77.76
2,000.00 76.81
2,200.00 75.8
2,400.00 74.72
2,600.00 73.59
2,800.00 72.41
3,000.00 71.16
3,200.00 69.86
3,400.00 68.5
3,600.00 67.09
3,800.00 65.61
4,000.00 64.07
4,200.00 62.47
4,400.00 60.81
4,600.00 59.1
4,800.00 57.32
5,000.00 55.49
5,200.00 53.61
5,400.00 51.67
5,600.00 49.67
5,800.00 47.61
6,000.00 45.5
6,200.00 43.33
6,400.00 41.1
6,600.00 38.82
6,800.00 36.48
7,000.00 34.09
7,200.00 31.65
7,400.00 29.15
7,600.00 26.6
7,800.00 23.99
8,000.00 21.33
8,200.00 18.61
8,400.00 15.84
8,600.00 13.02
8,800.00 10.14
9,000.00 7.2
9,200.00 4.21
9,400.00 1.15
9,474.14 0.01
Hydrant Curve
0
10
20
30
40
50
60
70
80
90
0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000Residual Pressure (psi)Available Flow (gpm)
Hydrant Curve
1051
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.
GIS Hydrant #
Available Flow (gpm)Residual Pressure (psi)1110
0 80.42
200 80.11
400 79.78
600 79.43
800 79.07
1,000.00 78.67
1,200.00 78.22
1,400.00 77.74
1,600.00 77.22
1,800.00 76.67
2,000.00 76.08
2,200.00 75.46
2,400.00 74.8
2,600.00 74.12
2,800.00 73.4
3,000.00 72.65
3,200.00 71.87
3,400.00 71.05
3,600.00 70.21
3,800.00 69.34
4,000.00 68.44
4,200.00 67.5
4,400.00 66.53
4,600.00 65.52
4,800.00 64.48
5,000.00 63.41
5,200.00 62.31
5,400.00 61.18
5,600.00 60.01
5,800.00 58.82
6,000.00 57.6
6,200.00 56.35
6,400.00 55.06
6,600.00 53.74
6,800.00 52.39
7,000.00 51.01
7,200.00 49.6
7,400.00 48.15
7,600.00 46.68
7,800.00 45.18
8,000.00 43.65
8,200.00 42.09
8,400.00 40.5
8,600.00 38.88
8,800.00 37.22
9,000.00 35.54
9,200.00 33.84
9,400.00 32.1
9,600.00 30.31
9,800.00 28.5
10,000.00 26.66
10,200.00 24.79
10,400.00 22.88
10,600.00 20.97
10,800.00 19.01
11,000.00 17.03
11,200.00 15.01
11,400.00 12.97
11,600.00 10.9
11,800.00 8.8
12,000.00 6.67
12,200.00 4.51
12,400.00 2.32
12,600.00 0.11
12,609.22 0.01
Hydrant Curve
-10
0
10
20
30
40
50
60
70
80
90
0 2000 4000 6000 8000 10000 12000 14000Residual Pressure (psi)Available Flow (gpm)
Hydrant Curve
1110
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.
GIS Hydrant #
Available Flow (gpm)Residual Pressure (psi)495
0 82.59
200 81.86
400 80.38
600 78.22
800 75.44
1,000.00 72.05
1,200.00 68.08
1,400.00 63.54
1,600.00 58.45
1,800.00 52.81
2,000.00 46.64
2,200.00 39.95
2,400.00 32.75
2,600.00 25.03
2,800.00 16.81
3,000.00 8.09
Hydrant Curve
0
10
20
30
40
50
60
70
80
90
0 500 1000 1500 2000 2500 3000 3500Residual Pressure (psi)Available Flow (gpm)
Hydrant Curve
495
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.
APPENDIX B
Sewer Calculations
1825 Kagy Student Housing
Date: Rev. 03.13.23
Project Sewer Demand Calculation
Average Day Sewer Demand :
Residential Use:
Residential Units =174 units
Population (per Unit) =377.6 people (2.17 people/unit)
Rooms for Rent =595 bedrooms
Population (per Bed) =595 people (1 person/bedroom *controls*)
Residential Flow =38,318 GPD (64.4 gpcd)
Infiltration:
Property Size =3.36 acres
Infiltration Flow =504 GPD (150 gpd/acre per COB Design Standards)
Total Development Average Day Demand:
38,822 GPD (residential + infiltration)
Total Development Peak Sewer Flow:
Average Day Demand =38,318 GPD (total domestic flow)
P =0.595 (population/1,000)
Peaking Factor =3.93
Peak Sewer Demand =150,750 GPD (avg. day demand)*(peaking factor)
+ Infiltration Flow =504 GPD (not peaked)
Total Peak Flow =151,254 GPD (residential + commercial + infiltration)
Peak Sewer Flow =105.04 GPM (peak flow)/(24 hrs/day)/(60 min/hr)
Values per C.O.B.
2015 Wastewater Facilities Plan
𝑄𝑚𝑎𝑥
𝑄𝑎𝑣𝑔
=18 +𝑠ℎ𝑛𝑠𝑠𝑎𝑛𝑑𝑠𝑛𝑑𝑛𝑑𝑛𝑛𝑙𝑑1/2
4 +𝑠ℎ𝑛𝑠𝑠𝑎𝑛𝑑𝑠𝑛𝑑𝑛𝑑𝑛𝑛𝑙𝑑1/2
4,0000.1
Miles
This product is for informational purposes and may not have been
prepared for, or be suitable for legal, engineering, or surveying
purposes. Users of this information should review or consult the
primary data and information sources to ascertain the usability of
the information. Feet
4660
Legend
233
Location
466
11/02/2022
Created By:
Created For:
Date:
Sewer Drainage Basin Area
Manholes
Abandoned Mains
Force Mains
Gravity Mains
Street Names
City Limits
1825 Kagy Housing Project Connection
Peak Demand = 105.0 GPM
R-4 Drainage Area
Lloyd Street Sewer Main:
8" Pipe Capacity at 75% (full) = 457.2 GPM
Peak Demand (Kagy Housing Project + R-4) = 136.1 GPM
15"
1825 Kagy Student Housing
Date: Rev. 03.13.23
Lloyd Street Sewer Demand Calculations
Average Daily Flow - 1825 Kagy Housing Project Demand:
Average Daily Flow =38,318 GPD (see project sewer demand calculation)
Average Daily Flow - R-4 Remington & Lloyd Drainage Area:
Land Use Designation =R-4
Wastewater Flow Rate =1,456 GAL./AC./DAY
Drainage Basin Area (gross) =8.19 AC.
Average Daily Flow =11,925 GPD
Infiltration:
Property Size (Project) =3.36 acres
Property Size (R-4) =8.19 acres
Total Basin Size =11.55 acres
Infiltration Flow =1,733 GPD (150 gpd/acre per COB Design Standards)
Peak Sewer Flow:
Average Day Demand =50,243 GPD (total domestic flow - Kagy Housing + R4)
Equivalent Population =780 Persons (total flow / 64.4 gpcd - from 2015 Wastewater Plan)
P =0.7802 (population/1,000)
Peaking Factor =3.87
Peak Domestic Sewer Demand =194,285 GPD (avg. day demand)*(peaking factor)
+ Infiltration Flow =1,733 GPD (not peaked)
Total Peak Flow =196,017 GPD (peaked domestic flow + infiltration)
Peak Sewer Flow =136.12 GPM (peak flow)/(24 hrs/day)/(60 min/hr)
Values per C.O.B.
2015 Wastewater Facilities Plan
Table 2-13
𝑄𝑚𝑎𝑥
𝑄𝑎𝑣𝑔
=18 +𝑠ℎ𝑛𝑠𝑠𝑎𝑛𝑑𝑠𝑛𝑑𝑛𝑑𝑛𝑛𝑙𝑑1/2
4 +𝑠ℎ𝑛𝑠𝑠𝑎𝑛𝑑𝑠𝑛𝑑𝑛𝑑𝑛𝑛𝑙𝑑1/2
1825 Kagy Student Housing
Date: 12.13.22
Lloyd Street Sewer Capacity Calculations
8" Sewer Main Pipe Capacity
Input Values
d =0.67 ft =8"
y =0.500 ft =75%
Calculated Values (Equations from Fluid Mechanics by Chow)
Theta (Θ)4.19 rad 2*arccos(1-y/(d/2))
Area (A)0.28 ft2 (1/8)*(Θ-sinΘ)d2
Wetted Perimeter (P)1.40 ft 0.5Θd
Hydraulic Radius (R )0.20 ft (.25)*(1-(sinΘ)/Θ)d
Top Width (T)0.58 ft (sin 0.5Θ)d
Mannings Equation (Equation from Fundamentals of Mechanics by Munson)
n =0.013 (per COB Design Standards)
S0 =0.0085 ft/ft (Min. Pipe Slope per Record Drawings)
Q =1.02 cfs Q = 1.49/n*A*R2/3*S00.5
Q =457.2 gpm Q gpm = (Q cfs)(7.48 gal/ft3)(60 sec/min)
V =3.63 ft/s V = Q/A
Results The existing 8" diameter sewer main flowing 75% full at its min. pipe
slope of 0.85% has a carrying capacity of 457.2 gpm.
J:\2022\B22-025 1825 Kagy Development\DOCUMENTS\REPORTS\DESIGN REPORT\B22-025 Water & Sewer
Calcs.xls 1 OF 1
Appendix C
Storm Water Calculations
1.2.3.4.DIMENSIONS ARE TYPICALLY TAKEN TO GRID, FACE OF MASONRY, FACE OF CONCRETE, FACEOF STUD OR DOOR/WINDOW OPENINGS. DIMENSIONS TO OPENINGS ARE NOMINAL, VERIFYALL OPENINGS WITH ROUGH OPENING REQUIREMENTS.MASONRY IS DIMENSIONED NOMINALLY TO THE FACE. ACTUAL DIMENSIONS WILL BE +1/2"FOR INSIDE DIMENSIONS AND MASONRY OPENINGS, AND -1/2" FOR OUTSIDE DIMENSIONS.SEE SHEET A1.10 FOR FLOOR / ROOF DESIGNATIONS. SEE SHEET A1.11 FOR WALL TYPEDESIGNATIONS.FURNITURE SHOWN FOR REFERENCE ONLY, NOT PART OF THE CONSTRUCTION CONTRACT.SHEET NOTES - FLOOR PLAN N89°40'58"E 402.42'S00°12'21"W 363.45'S89°40'47"W 403.20'N00°19'41"E 363.48'W. KAGY BLVD.S. 19TH AVE.PRIVATE DRIVE
SHEETDESIGNED BY:QUALITY CHECK:JOB NO.FIELDBOOKDRAWN BY:DATE:B22-025 STORM BASIN EXREV DATE REVISION
1825 KAGY STUDENT HOUSING
BOZEMAN, MONTANA
STORM DRAINAGE BASINS & RETENTION FACILITY SIZING B22-02512.13.22.DWGEX-1CJCEngineering
234 E. BABCOCK ST., SUITE 3 • BOZEMAN, MONTANA 59715
406.586.0277 • tdhengineering.comBASIN 1:CAVE = 0.89I10 = 0.41A = 2.46 ACV10 = 6,479 CFV20 = 8,692 CFV100 = 11,261 CFRRV = 4,202 CFBASIN 1:CAVE = 0.58I10 = 0.41A = 0.91 ACV10 = 1,545 CFV20 = 2,072 CFV100 = 2,990 CFRRV = 965 CFBASIN 2:
1825 Kagy Student Housing
Date: 12.13.22
Retention Volume Sizing Calcs
Rational Formula "C" Values Per MTDEQ 8 "C"
Impervious Area/Pond Surface 0.9
Gravel Area 0.8
Unimproved Area 0.3
Lawn/landscape 0.1
Post-Development Basin (C Value) Determinations:
Basin #Basin Description Total Area
(SF)
Total Area
(Acres)
Impervious
Area (SF)
Gravel
Area (SF)
Unimproved
Area (SF)
Landscape
Area (SF)
Composite
Cave
1 Building & Garage Entry 107,293 2.46 106098 0 0 1195 0.89
2 North Parking & Side Yards 39,587 0.91 23541 0 0 16046 0.58
Runoff Volume Calcs (10-yr, 2-hr):
Basin #Basin Description Total Area
(SF)
Total Area
(Acres)
Composite
Cave
CCf
(Cf = 1.0)
10 yr - 2hr
i
(in/hr)
Flow
Q10
(cfs)
Volume
V10
(cf)
1 Building & Garage Entry 107,293 2.46 0.89 0.89 0.41 0.90 6,479
2 North Parking & Side Yards 39,587 0.909 0.58 0.58 0.41 0.215 1,545
Total =8,024
Runoff Volume Calcs (25-yr, 2-hr):
Basin #Basin Description Total Area
(SF)
Total Area
(Acres)
Composite
Cave
CCf
(Cf = 1.1)
25 yr - 2hr
i
(in/hr)
Flow
Q25
(cfs)
Volume
V25
(cf)
1 Building & Garage Entry 107,293 2.46 0.89 0.98 0.50 1.21 8,692
2 North Parking & Side Yards 39,587 0.909 0.58 0.63 0.50 0.288 2,072
Total =10,764
Runoff Volume Calcs (100-yr, 2-hr):
Basin #Basin Description Total Area
(SF)
Total Area
(Acres)
Composite
Cave
CCf
(Cf = 1.25)
25 yr - 2hr
i
(in/hr)
Flow
Q25
(cfs)
Volume
V25
(cf)
1 Building & Garage Entry 107,293 2.46 0.89 1.00 0.64 1.56 11,261
2 North Parking & Side Yards 39,587 0.909 0.58 0.72 0.64 0.415 2,990
Total =14,252
1825 Kagy Student Housing
Date: 12.13.22
Basin RRV (First 0.5") Calculations
Post-Development Condition:
Basin #Description Total
Area (SF)
Total
Area (AC)
Impervious
Area (SF)
Gravel
Area (SF)
Unimproved
Area (SF)
Landscape
Area (SF)
1 Building & Garage Entry 107,293 2.46 106,098 0 0 1,195
Runoff Reduction Volume (First 0.5" of Rainfall):
P =0.5 Inches (Water Quality Rainfall Depth)
Rv =0.94 (Dimensionless Runoff Coefficient, Rv=0.05+0.9(I)
I =98.9%(Percent Impervious Area Draining to Facility)
A =2.46 AC (Total Drainage Area)
RRV =0.096 AC-FT (Runoff Reduction Volume)*
4,202 CF
Post-Development Condition:
Basin #Description Total
Area (SF)
Total
Area (AC)
Impervious
Area (SF)
Gravel
Area (SF)
Unimproved
Area (SF)
Landscape
Area (SF)
2 North Parking & Side Yards 39,587 0.91 23,541 0 0 16,046
Runoff Reduction Volume (First 0.5" of Rainfall):
P =0.5 Inches (Water Quality Rainfall Depth)
Rv =0.59 (Dimensionless Runoff Coefficient, Rv=0.05+0.9(I)
I =59.5%(Percent Impervious Area Draining to Facility)
A =0.909 AC (Total Drainage Area)
RRV =0.0222 AC-FT (Runoff Reduction Volume)*
965 CF
*RRV = PRvA/12 per Montana Post-Construction Storm Water BMP Design Guidance Manual Eq. 3-1
SHEETREVISIONSHEETDESIGNED BY:QUALITY CHECK:JOB NO.FIELDBOOKDRAWN BY:DATE:B22-025 FIG 1REV DATE NOT FORCONSTRUCTION
1825 KAGY BOULEVARD DEVELOPMENT
BOZEMAN, MONTANA
GEOTECHNICAL INVESTIGATION
TEST PIT LOCATIONS B22-0252022.05.13.DWGFIG. 1TRB-ACHEngineering
234 E. BABCOCK ST., SUITE 3 • BOZEMAN, MONTANA 59715
406.586.0277 • tdhengineering.com
Log of Test Pit TP-1
Figure No.
Sheet of
2
1 1LOGGRAPHIC01020304050
0
0 10 30 40 5020SAMPLEDEPTHWATERGROUNDSOIL DESCRIPTION
LEGEND DEPTH(FEET)1825 Kagy Boulevard Development
Geotechnical Investigation
THOMAS, DEAN & HOSKINS, INC.
ENGINEERING CONSULTANTS
April 21, 2022 B22-025(FEET)1
8
12
APPROXIMATE SURFACE ELEVATION:
SURFACE:
Logged By: Ahren Hastings, P.E.Excavated By:Earth Surgeons
CAT 305 CR
4
6
10
14
16
CLAY
2
3
5
7
9
11
13
15
CLAY
GRAVEL
Bottom of Test Pit
Groundwater Not EncounteredDuring Excavation
Log of Test Pit TP-2
Figure No.
Sheet of
3
1 1LOGGRAPHIC01020304050
0
0 10 30 40 5020SAMPLEDEPTHWATERGROUNDSOIL DESCRIPTION
LEGEND DEPTH(FEET)1825 Kagy Boulevard Development
Geotechnical Investigation
THOMAS, DEAN & HOSKINS, INC.
ENGINEERING CONSULTANTS
April 21, 2022 B22-025(FEET)1
8
12
APPROXIMATE SURFACE ELEVATION:
SURFACE:
Logged By: Ahren Hastings, P.E.Excavated By:Earth Surgeons
CAT 305 CR
4
6
10
14
16
CLAY
2
3
5
7
9
11
13
15
CLAY
GRAVEL
Bottom of Test Pit
Groundwater Not EncounteredDuring Excavation
Log of Test Pit TP-3
Figure No.
Sheet of
4
1 1LOGGRAPHIC01020304050
0
0 10 30 40 5020SAMPLEDEPTHWATERGROUNDSOIL DESCRIPTION
LEGEND DEPTH(FEET)1825 Kagy Boulevard Development
Geotechnical Investigation
THOMAS, DEAN & HOSKINS, INC.
ENGINEERING CONSULTANTS
April 21, 2022 B22-025(FEET)1
8
12
APPROXIMATE SURFACE ELEVATION:
SURFACE:
Logged By: Ahren Hastings, P.E.Excavated By:Earth Surgeons
CAT 305 CR
4
6
10
14
16
CLAY
2
3
5
7
9
11
13
15
CLAY
GRAVEL
Bottom of Test Pit
Groundwater Not EncounteredDuring Excavation
Log of Test Pit TP-4
Figure No.
Sheet of
5
1 1LOGGRAPHIC01020304050
0
0 10 30 40 5020SAMPLEDEPTHWATERGROUNDSOIL DESCRIPTION
LEGEND DEPTH(FEET)1825 Kagy Boulevard Development
Geotechnical Investigation
THOMAS, DEAN & HOSKINS, INC.
ENGINEERING CONSULTANTS
April 21, 2022 B22-025(FEET)1
8
12
APPROXIMATE SURFACE ELEVATION:
SURFACE:
Logged By: Ahren Hastings, P.E.Excavated By:Earth Surgeons
CAT 305 CR
4
6
10
14
16
CLAY
2
3
5
7
9
11
13
15
CLAY
GRAVEL
Bottom of Test Pit
Groundwater Not EncounteredDuring Excavation
Log of Test Pit TP-5
Figure No.
Sheet of
6
1 1LOGGRAPHIC01020304050
0
0 10 30 40 5020SAMPLEDEPTHWATERGROUNDSOIL DESCRIPTION
LEGEND DEPTH(FEET)1825 Kagy Boulevard Development
Geotechnical Investigation
THOMAS, DEAN & HOSKINS, INC.
ENGINEERING CONSULTANTS
April 21, 2022 B22-025(FEET)1
8
12
APPROXIMATE SURFACE ELEVATION:
SURFACE:
Logged By: Ahren Hastings, P.E.Excavated By:Earth Surgeons
CAT 305 CR
4
6
10
14
16
CLAY
2
3
5
7
9
11
13
15
CLAY
GRAVEL
Bottom of Test Pit
Groundwater Not EncounteredDuring Excavation
Log of Test Pit TP-6
Figure No.
Sheet of
7
1 1LOGGRAPHIC01020304050
0
0 10 30 40 5020SAMPLEDEPTHWATERGROUNDSOIL DESCRIPTION
LEGEND DEPTH(FEET)1825 Kagy Boulevard Development
Geotechnical Investigation
THOMAS, DEAN & HOSKINS, INC.
ENGINEERING CONSULTANTS
April 21, 2022 B22-025(FEET)1
8
12
APPROXIMATE SURFACE ELEVATION:
SURFACE:
Logged By: Ahren Hastings, P.E.Excavated By:Earth Surgeons
CAT 305 CR
4
6
10
14
16
CLAY
2
3
5
7
9
11
13
15
CLAY
GRAVEL
Bottom of Test Pit
Groundwater Not EncounteredDuring Excavation
1825 Kagy Ground Water Monitoring
GW Well 5/10/2022 5/16/2022 5/23/2022 5/30/2022 6/6/2022 6/13/2022 6/20/2022 6/27/2022 7/5/2022
TP1
TP4
- Dry Well
- Unable to reach site due to
road construction
Depth to Ground Water (ft)
0.00
1.00
2.00
3.00
4.00
5.00
6.00
4/29/2022 5/9/2022 5/19/2022 5/29/2022 6/8/2022 6/18/2022 6/28/2022 7/8/2022
Depth to Groundwater (Ft)Date (Month, Day, Year)
Ground Water Depths
TP1
TP4
J:\2022\B22-025 1825 Kagy Development\GEOTECH\GW MONITORING\B22-025 1825 Kagy GW 2022.xlsx 1 OF 1
12/13/22, 7:35 PM Montana's Ground-Water Information Center (GWIC) | Site Report | V.11.2022
https://mbmggwic.mtech.edu/sqlserver/v11/reports/SiteSummary.asp?gwicid=235709&agency=mbmg&reqby=M&1/1
MONTANA WELL LOG REPORT Other Options
This well log reports the activities of a licensed Montana well driller, serves as the official
record of work done within the borehole and casing, and describes the amount of water
encountered. This report is compiled electronically from the contents of the Ground
Water Information Center (GWIC) database for this site. Acquiring water rights is the well
owner's responsibility and is NOT accomplished by the filing of this report.
Go to GWIC website
Plot this site in State Library Digital Atlas
Plot this site in Google Maps
Site Name: CHURCH OF CHRIST
GWIC Id: 235709
DNRC Water Right: 30047570
Section 1: Well Owner(s)
1) CHURCH OF CHRIST (MAIL)
1825 KAGY BLVD
BOZEMAN MT 59715 [05/10/2007]
Section 2: Location
Township Range Section Quarter Sections
02S 05E 13 SW¼ NW¼ SW¼
County Geocode
GALLATIN
Latitude Longitude Geomethod Datum
45.660006 -111.060347 TRS-TWN NAD27
Ground Surface Altitude Ground Surface Method Datum Date
Addition Block Lot
Section 3: Proposed Use of Water
IRRIGATION (1)
Section 4: Type of Work
Drilling Method: ROTARY
Status: NEW WELL
Section 5: Well Completion Date
Date well completed: Thursday, May 10, 2007
Section 6: Well Construction Details
Borehole dimensions
From To Diameter
0 60 6
Casing
From To Diameter
Wall
Thickness
Pressure
Rating Joint Type
-2 58 6 0.25 A53B STEEL
There are no completion records assigned to this w ell.
Annular Space (Seal/Grout/Packer)
From To Description
Cont.
Fed?
0 20 BENTONITE Y
Section 7: Well Test Data
Total Depth: 60
Static Water Level: 13
Water Temperature:
Air Test *
60 gpm with drill stem set at 55 feet for 1 hours.
Time of recovery 1 hours.
Recovery water level 13 feet.
Pumping water level feet.
* During the well test the discharge rate shall be as uniform as
possible. This rate may or may not be the sustainable yield of the
well. Sustainable yield does not include the reservoir of the well
casing.
Section 8: Remarks
Section 9: Well Log
Geologic Source
Unassigned
From To Description
0 2 TOPSOIL
2 60 GRAVEL & CLAYBOUND GRAVEL
Driller Certification
All work performed and reported in this well log is in compliance
with the Montana well construction standards. This report is true to
the best of my knowledge.
Name:KEVIN HAGGERTY
Com pany:KEVIN HAGGERTY DRILLING INC
License No:WWC-353
Date
Completed:5/10/2007