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SIMKINS NORTH PARK TRACTS 2B & 4B
DRAINAGE REPORT
Project # 21363.01
Bozeman, Montana 59718
February 2025
SIMKINS NORTH PARK TRACTS 2B & 4B
BOZEMAN, MONTANA
CERTIFICATION
I hereby state that this Final Drainage Report has been prepared by me or under my supervision
and meets the standard of care and expertise which is usual and customary in this community of
professional engineers. The analysis has been prepared utilizing procedures and practices specified
by the City of Bozeman and within the standard accepted practices.
2/28/2025
Robert P. Egeberg, P.E. Date
February 28, 2025
Project No. 21363.01
DRAINAGE REPORT
SIMKINS NORTH PARK TRACTS 2-B & 4-B
NORTH PARK SIMKINS-HALLIN SITE DEVELOPMENT
BOZEMAN, MONTANA 59718
OVERVIEW NARRATIVE
The purpose of this drainage plan is to present a summary of calculations to quantify
the stormwater runoff for the Simkins North Park Tracts 2-B and 4-B site
development plan. All design criteria and calculations are in accordance with The City
of Bozeman Design Standards and Specifications Policy, dated March 2004. The site
stormwater improvements have been designed with the intent to meet the current
drainage regulations for the City of Bozeman.
Location
The project will be located on Tracts 2-B & 4-B, C.O.S. 2153A. The legal description for
the lot is: S36, T01 S, R5 E, C.O.S. 2153A, Parcel Tract 2-B & Tract 4-B, Acres 24.12. The
development site is located on the north side of Wheat drive and east of Mandeville
Creek in Bozeman, Montana. See Figure 1 on the following page.
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Existing Site Conditions
The project site is currently an undeveloped lot with public infrastructure located to
the north and east. Wheat Drive borders the site to the south. Mandeville Creek
borders the site to the west. In general, the site grades to the north and west.
PROPOSED PROJECT
This project will include the construction of four buildings, service connections to
existing water, sewer, gas, and fiber optic infrastructure near the proposed
development, and a new parking lot to access a new Retail/Office building on the
southwest side of the project. Two (2) underground retention chamber systems as
well as a surface detention pond and four (4) dry wells, are proposed for
infiltration/treatment of stormwater runoff. Calculations for each sub-basin are
included in this report.
Figure 1: Site Location
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HYDROLOGY
The modified rational method and rainfall data provided in The City of Bozeman
Standard Specifications and Policy was used to calculate the 10-year, 2-hour storm event
for the runoff storage facilities and the 25-year storm event for the drainage
conveyance facilities. The rational method was used for the calculation of the ponds
based on the 10-year storm event. Watershed basins were delineated for proposed
conditions and are shown in Appendix A, Exhibit B. The only pre-development
drainage areas calculated included basins which historically drain towards
Mandeville Creek. The proposed surface pond on the west end of the property limits
the discharge to the pre-development flow to Mandeville Creek. The two (2) proposed
underground retention chamber systems and four (4) drywells fully retain the 10-year,
2-hour storm event. The existing drainage basin is shown in Appendix A, Exhibit A.
The modified rational method incorporates frequency factors linked to storm events,
with a runoff coefficient adjustment. For the 10-year recurrence interval, the
frequency factor is 1.00, the 25-year recurrence interval, the frequency factor is 1.10,
while the 100-year recurrence interval frequency factor is 1.25. Rainfall intensity for
each watershed was determined using the intensity-duration-frequency (IDF) table
specific to Bozeman, Montana, found in Chapter 7, Appendix C of the MDT Hydraulics
Manual. An overview of the hydrologic calculations can be found in Appendix B.
Most post-development basins were predominantly impervious, therefore, to be
conservative we assumed a time of concentration of five (5) minutes. For impervious
surfaces, a runoff coefficient of 0.95 was assumed, and for pervious surfaces, a runoff
coefficient of 0.20 was assumed.
The two (2) below ground chamber systems and four (4) drywells were designed as
retention systems to store the on-site drainage. The required retention volumes were
sized for the 10-year, 2-hour storm with an intensity of 0.41 in/hr. Infiltration rates
were not considered in the sizing of the retention chamber systems.
The storage pond located at the northwest corner of the project was sized to be a
detention pond. The required detention volume was sized using a 10-year storm. An
orifice and weir have been designed to restrict the release of the pre-development
rate from a peak discharge of a 10-year storm into Mandeville Creek. The onsite pre-
development peak flow rate was determined to be 0.31 cfs, see Appendix B. Allied
Engineering Inc., had calculated an offsite allowable release rate of 0.25 cfs from
Wheat Drive, See Appendix E. Offsite drainage from Wheat Drive is conveyed through
the Simkin’s property and stored in the proposed onsite detention pond before
discharging into Mandeville Creek. The combined pre-development flow rate of 0.56
cfs. An infiltration rate of 2.0 in/hr (i=4in/hr; F.S.=2), was also considered in the sizing
of the surface detention pond. The bottom of the pond will be excavated to a native
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gravely sand. From DEQ Circular 8, Table 3, a design infiltration rate of 4.0 in/hr may
be used.
The bottom pond area was determined to be 13,000 sf. Based on an infiltration rate of
2.0 in/hr, 0.60 cfs discharges through the bottom of the pond via infiltration.
Infiltration and allowable release rate from the orifice gave a combined discharge
rate of 1.13 cfs (0.53 cfs through the orifice and 0.60 cfs through infiltration. Therefore,
the required detention pond storage was 20,822 cf. The designed pond has a volume
of 22,950 cf making it ample sized for a 10-year storm.
The peak runoff rates for the 25-year design storms were calculated using the
following equations:
Modified Rational Method
Cwd = Weighted Runoff Coefficient
A = Area (acres)
Cf = Frequency Factor
I = Rainfall Intensity (in/hr)
Q = Peak Runoff (cfs)
C’ = Cwd x Cf
Q = C x I x A
Pre-Development Basins
For the following sections, please refer to Appendix A, Exhibit A of this report which
graphically shows and labels the existing watershed basin for this project.
Existing Basin A
Existing Basin A includes 68,358 ft2 of pervious area and has no impervious area.
Runoff generated in Existing Basin A sheet flows to the west into Mandeville Creek.
Existing Basin A was used in the calculation of the pre-development flow for the
sizing calculation of the proposed surface detention pond, see Appendix B.
Post-Development Basins
For the following sections, please refer to Appendix A, Exhibit B of this report which
graphically shows and labels the proposed watershed basins for this report. Refer to
Appendix B for the pervious and impervious area of each basin along with the flow
rate for the 10-year, 25-year, and 100-year flow rates of each basin. The proposed site
has been split into 44 basins. These 44 basins drain to either the proposed surface
detention pond or one of the two underground retention chamber systems, or one of
the four drywells. To see where basins drain to refer to Appendix A, Exhibit B.
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HYDRAULICS
Storm Inlets and Storm Drains
All conveyance pipes were sized to handle peak flow from a 25-year storm event with
a minimum velocity of 3 ft/sec. Polyvinyl Chloride Pipes (PVC) were utilized in the
design of the storm system. Reinforced Concrete Pipes (RCP) are proposed for the
storm drain at FETS A, FETS B, FETS C, and FETS D where ground cover becomes less
than two (2) feet as pipes near the surface detention pond. Autodesk Storm and
Sanitary Analysis 2021 and Excel were utilized to determine conveyance pipe sizes
based on the calculated post development flow rates.
Inlets were sized to capture a 25-year storm event. Flow intercepted by inlets were
determined using Autodesk Storm and Sanitary Analysis 2021. Proposed inlets are
both in sag and on-grade conditions. Sag inlets assumed a 50 percent clogging
factor while on-grade inlets assumed a 25 percent clogging factor.
For further information on storm drain and inlet capacity calculations, see Appendix
C.
OUTLET STRUCTURES
Two identical outlet structures with a slotted weir and overflow weir have been
designed to limit the release of flow from the proposed detention surface pond into
Mandeville Creek. The weir limits the stormwater peak flow to the pre-development
10-year, 2-hour storm, 0.56 cfs. The weir has been designed for the developed 100-year
storm as an emergency overflow.
The slotted weir was defined with the following equation:
h = Head Water Depth ft
CW = Discharge Coefficient
L = Length of Weir
Q = Flow cfs
Q = Cw x L x h1.5
0.53 cfs = 3.1 x 0.1 ft x (0.9 ft)1.5 x 2 (*Multiply by 2 for both structures)
68.3 cfs = 3.1 x 12 ft x (1.5 ft)1.5
Allied Engineering Services Inc, constructed a 30-inch PVC stormwater main that
flows north from Wheat Drive through bisecting tracts 2-B & 4-B, see Appendix D.
From the proposed ADS B underground retention chamber system, we have designed
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an overflow pipe to flow from ADS B to proposed SDMH L, see Appendix F. In the case
of a storm event exceeding the 10-year, 2-hour design storm, runoff would flow into
the existing 30-inch PVC pipe and outflow to FETS D that releases into Mandeville
Creek.
LOW IMPACT DEVELOPMENT REQUIREMENTS (LID)
The City of Bozeman Design Standards and Specifications Policy states the
requirement to capture or reuse the runoff generated from the first 0.5-inches of
rainfall from a 24-hour storm. We meet this requirement by retaining all runoff onsite
in the proposed underground stormwater chamber systems, drywells, and surface
stormwater detention pond. The isolator row, in addition to the sumps in each inlet
and manhole prior to the chamber systems, provides treatment before water
infiltrates into the ground. The proposed surface detention pond will accumulate
sediment and needs to be maintained, per the recommendations in the Operations
and Maintenance Manual, see Appendix H.
Runoff from the existing 30-inch PVC stormwater main designed by Allied
engineering will be rerouted to outflow from proposed FETS D into Mandeville Creek.
Runoff from the existing main will be treated by a mechanical separator before
entering Mandeville Creek. By utilizing a mechanical separator runoff water quality is
improved, with the primary goal of reducing pollution to the surrounding
environment.
Pollutants typically come from the impervious area; therefore, the unified stormwater
equation will be used to calculate the water quality volume:
WQV = Water Quality Volume, in cubic-feet
P = Water Quality Rainfall Depth, inches (0.5-inches)
Rv = the unitless runoff coefficient
I = the percent impervious cover draining to the facility, in decimal
A = total site area draining to the structure, in feet
Rv = 0.05 + 0.9(I)
WQV = ((P)x(Rv)x(A))/(12)
ADS A
Water Quality Volume = (0.5 in x 0.91 x 40,149 ft2)/12 = 1,523 cf
1,523 cf will draw down in 4.44 hrs using the percolation rate of 2.00 in/hr from the
bottom of the chamber system excavated to native gravels and will be stored in the
bottom 0.74 ft of the chamber system, below all inlets.
ADS B
Water Quality Volume = (0.5 in x 0.77 x 317,425 ft2)/12 = 9,868 cf
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9,868 cf will draw down in 11.78 hrs using the percolation rate of 2.00 in/hr from the
bottom of the chamber system excavated to native gravels and will be stored in the
bottom 1.96 ft of the chamber system, below all inlets.
Drywell A
Water Quality Volume = (0.5 in x 0.60 x 4,745 ft2)/12 = 119 cf
119 cf will draw down in 5 hrs using the percolation rate of 2.00 in/hr from the bottom
of the drywell excavated to native gravels and will be stored in the bottom 0.85 ft of
gravel.
Drywell B
Water Quality Volume = (0.5 in x 0.92 x 4,184 ft2)/12 = 160 cf
160 cf will draw down in 5.38 hrs using the percolation rate of 2.00 in/hr from the
bottom of the drywell excavated to native gravels and will be stored in the bottom
0.91 ft of gravel.
Drywell C
Water Quality Volume = (0.5 in x 0.92 x 4,187 ft2)/12 = 160 cf
160 cf will draw down in 5.38 hrs using the percolation rate of 2.00 in/hr from the
bottom of the drywell excavated to native gravels and will be stored in the bottom
0.91 ft of gravel.
Drywell D
Water Quality Volume = (0.5 in x 0.92 x 4,419 ft2)/12 = 169 cf
169 cf will draw down in 5.68 hrs using the percolation rate of 2.00 in/hr from the
bottom of the drywell excavated to native gravels and will be stored in the bottom
0.97 ft of gravel.
Detention Pond
Water Quality Volume = (0.5 in x 0.83 x 512,192 ft2)/12 = 17,714 cf
17,714 cf will draw down in 8.16 hrs using the percolation rate of 2.00 in/hr from the
bottom of the pond excavated to native gravels and will be stored in the bottom 1.36
ft of the pond, 1.14 ft below the inverts of the outlet overflow structures weirs. The
provided water quality storage below the outlet weirs is 18,522 CF.
Water Quality Flow (WQF) was then used to determine the flow rate associated with
the WQV, for sizing the mechanical separator in the storm system. The WQF is
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calculated using the WQV and the Natural Resource Conservation Service (NRCS)
runoff method. The WQF was calculated using the below equation:
WQF = Water Quality Flow Rate, in cfs
qu = unit peak discharge, in cfs/mi2/inch (see NRCS Unit Peak Discharge Table)
WQV = water quality volume, in acre-feet
WQF = ((12)x(qu)x(WQV))/(640)
WQF = ((12)x(357)x(0.50))/(640) = 3.35 cfs
NRCS Unit Peak Discharge
Time of Concentration (minutes)* qu (cfs/mi2/inch)
6 1010
12 800
18 676
24 592
30 529
45 424
60 357
* Either round down to the nearest time of concentration or interpolate for
intermediate times of concentration.
The Storm Drainage Design Report written by Allied Engineering Services Inc, see
Appendix D, was utilized when calculating the Water Quality Volume and Water
Quality Flow for the design of the mechanical separator. The mechanical separator
was designed to accommodate the drainage to the Offsite Basins/Stub Basins from
Appendix D, NORTH PARK DEVELOPMENT – PHASE 1 DESIGN POST DEVELOPMENT
DRAINAGE OVERVIEW PLAN.
After calculations, Subbasins OFF-5 (1.38 ac), OFF-6 (1.82 ac), OFF-7 (3.35 ac), OFF-8
(4.12 ac), CUL-RDA-5+50 (12.16 ac), CUL-RDB19+25 (10.98 ac), AND SUB-4-B (10 ac) from
Appendix D, inlet hydraulics, have a total Water Quality Volume (WQV) of 0.50 acre-
feet and a Water Quality Flow (WQF) of 3.35 cfs. A Contech CDS3035-6-C, or approved
equal, is recommended for this project, see Appendix G. The CDS3035-6-C can treat a
WQF up to 3.8 cfs and can handle a bypass flowrate of 20 cfs. The bypass flowrate for
the 100-yr storm event will be 17.93 cfs.
WQV = Water Quality Volume, in acre-feet
P = Water Quality Rainfall Depth, inches (0.5-inches)
Rv = the unitless runoff coefficient
I = the percent impervious cover draining to the facility, in decimal
A = total site area draining to the structure, in feet
Rv = 0.05 + 0.9(I)
WQV = ((P)x(Rv)x(A))/(12)
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WQV = ((0.5 in x 0.275 x 1,908,363.6 ft2)/12)/43,560 = 0.5 acre-feet
CONCLUSION
The Drainage Report for the Simkins North Park Tracts 2-B and 4-B project in
Bozeman, Montana, outlines a comprehensive plan in accordance with the City of
Bozeman Design Standards and Specifications policy for storm water management. The
report comprises of the existing site conditions of North Park Tracts 2-B and 4-B, the
proposed construction project, and detailed hydrological calculations.
There are three outlet structures proposed for this project. Storms larger than the
design storm will overflow the emergency overflow weirs in the proposed surface
detention pond, limited to the pre-development flow of 0.56 cfs into Mandeville Creek.
The underground retention system near the proposed truss shop building fully
retains the post-development 10-yr, 2-hr storm event with no overflow. Storms larger
than the 10-yr, 2-hr storm event will overflow into the existing 30” PVC stormwater
main and the peak discharge has been limited to 2.52 cfs based on the capacity of
the proposed 12” storm drain. The 30” PVC stormwater main will have 5.31 cfs capacity
remaining at Peak Flow including the additional 2.52 cfs of overflow from the
underground retention system, see Appendix D. The remaining underground retention
system to the west of the retail/office building will overflow the inlets and primary
flood the parking lot. In a massive flooding event, the parking lot would overtop, and
drainage would flow into Mandeville Creek, not impacting buildings.
APPENDICES
Appendix A – Stormwater Basin Exhibits
Exhibit A – Stormwater Pre-Development Basins
Exhibit B – Stormwater Post-Development Basin
Appendix B – Hydrology Calculations
Appendix C – Hydraulic Calculations
Appendix D – Storm Drainage Design Report; Allied Engineering Services Inc.
Appendix E – Wheat Drive Extension Storm Memo; Allied Engineering Services Inc
Appendix F – Sanbell Storm Sheets
Appendix G – CS-5 Cascade Separator Standard Detail
Appendix H – O&M Plan
Appendix I – Geotechnical Report
APPENDIX ASTORWATER BASIN EXHIBITSSIMKINS NORTH PARK TRACTS 2B & 4B
21363.01
APPENDIX ANORTH075SCALE:1" = 150'15075
APPENDIX BHYDROLOGY CALCULATIONS21363.01
SIMKINS NORTH PARK TRACTS 2B & 4B
Project: SIMKINS TRACT 2B/4B Existing
Project No.: 21363.01
Date: 08/20/2024
Designer: DME
Weighted
Area (ft2) RC Area (ft 2 ) RC RC
Ex. Basin 1 Total 68,358 0 0.95 68,358 0.20 0.20
ALLIED WHEAT DRIVE 77,001 0 0.95 77,001 0.20 0.20
EXISTING CONDITIONS WEIGHTED RUNOFF COEFFICIENT WORKSHEET
Outfall Point/ Major
Watershed
Paved Roadway BASIN Total Area (ft 2 )Open Space
Project: SIMKINS TRACT 2B/4B Existing
Project No.: 21363.01
Date: 08/20/2024
Designer: DME
Outfall Location/
Major Watershed
Sub
Watershed
Tc
(hours)
Area
(ac)
Runoff
Coeff.
RC With
Frequency
Factor
10yr
RC With
Frequency
Factor 25yr
RC With
Frequency
Factor 100yr
I10
(in/hr)
I10 (10 year 2 hr
storm)
(in/hr)
I25
(in/hr)I100 (in/hr)
Q10 (Peak
discharge)
(cfs)
Q10 (2 hr
storm) (cfs)
V10
(Retention
volume cf)
Q25 (Peak
discharge)
(cfs)
Q100 (Peak
discharge)
(cfs)
EX. Basin 1 Total 0.750 1.57 0.20 0.20 0.22 0.25 1.00 0.41 1.23 1.57 0.31 0.13 926.51 0.42 0.62
ALLIED WHEAT DRIVE 0.833 1.77 0.20 0.20 0.22 0.25 0.91 0.41 1.12 1.44 0.25 0.51 3752.00 0.31 0.64
EXISTING CONDITIONS RATIONAL METHOD WORKSHEET
Project: Simkins
Project #: 21363.01
Date: 02/28/2025
Design Storm Frequency =10 years
Discharge Rate, d =1.13 cfs
Input values for runoff coefficients from appropriate tables.
Area Area
Runoff
Coefficient
Frequency
Factor
Calculation
Value
A A/(43560 ft2/acre)C Cf C x Cf C' C' x A
(ft2)(Acres)=(C x Cf) < or = 1 (Acres)
430178.00 9.876 0.95 1 0.95 0.95 9.38
82014.00 1.883 0.2 1 0.20 0.20 0.38
1 0.00 0.00 0
1 0.00 0.00 0
1 0.00 0.00 0
512192 11.7583 9.7583
Weighted Runoff Coefficient, Cwd SCjAj
SAj
Cwd x Cf x SAj =9.76
Where Cj is the adjusted runoff coefficient for surface type j
and Aj is the area of surface type j
Rainfall Rainfall Peak Flow
Duration, t Intensity, i
= Cwd x SAj x i
(min) (in/hr)(ft3/s)
1 9.16 89.40
5 3.22 31.41
10 2.05 20.01
15 1.58 15.38
20 1.31 12.76
25 1.13 11.03
30 1.00 9.80
35 0.91 8.87
40 0.83 8.13
45 0.77 7.53
50 0.72 7.03
55 0.68 6.61
60 0.64 6.25
75 0.55 5.40
90 0.49 4.80
105 0.44 4.34
120 0.41 3.98
150 0.35 3.44
180 0.31 3.06
360 0.20 1.95
720 0.13 1.24
1440 0.08 0.79
20,821.50 ft3 31.41 (ft3/s)
27347.67
20520.138136.0028656.13
33025.50 12204.00 20821.50
68380.29 97632.00 -----
42093.01
53650.09
24408.00
48816.00
17685.01
4834.09
24309.47 5085.00 19224.47
25911.28 6102.00 19809.28
3390.00 17703.25
21808.76 3729.00 18079.76
16549.43 1695.00 14854.43
22483.14 4068.00 18415.14
18617.78 2373.00 16244.78
19508.55 2712.00 16796.55
20329.58 3051.00 17278.58
21093.25
11330.92
13840.00 1017.00 12823.00
15306.10 1356.00 13950.10
= Cwd x SAj x i x t = d x t = Runoff Volume - Discharge Volume
(ft3) (ft
3) (ft
3)
5364.19 67.80 5296.39
30983.89
7119.00
10170.00
20228.67
20813.89
17639.92 2034.00 15605.92
9422.01 339.00 9083.01
12008.92 678.00
Impervious
RATIONAL METHOD FOR RUNOFF CALCULATIONS
POST-IMPROVEMENT CONDITIONS (STORM POND SIZING)
Surface Type
Pervious
Totals
= 0.8299 Cwd x Cf =0.83
Runoff Volume Discharge Volume Site Detention
=
=
Project: SIMKINS TRACT 2B/4B PROPOSED
Project No.: 21363.01
Date: 08/20/2024
Designer: DME
Weighted
Area (ft2)RC Area (ft2)RC RC
Basin 1 5,776 5,776 0.95 0 0.20 0.95
Basin 2 5,436 5,436 0.95 0 0.20 0.95
Basin 3 21,946 21,946 0.95 0 0.20 0.95
Basin 4 3,558 3,558 0.95 0 0.20 0.95
Basin 5 3,979 3,979 0.95 0 0.20 0.95
Basin 6 38,607 38,607 0.95 0 0.20 0.95
Basin 7 6,250 6,250 0.95 0 0.20 0.95
Basin 8 33,231 33,231 0.95 0 0.20 0.95
Basin 9 11,401 11,401 0.95 0 0.20 0.95
Basin 10 10,459 10,459 0.95 0 0.20 0.95
Basin 11 10,459 10,459 0.95 0 0.20 0.95
Basin 12 36,087 36,087 0.95 0 0.20 0.95
Basin 13 3,430 3,430 0.95 0 0.20 0.95
Basin 14 3,424 3,424 0.95 0 0.20 0.95
Basin 15 32,407 31,573 0.95 834 0.20 0.93
Basin 18 7,199 7,199 0.95 0 0.20 0.95
Basin 20 15,302 15,302 0.95 0 0.20 0.95
Basin 21 18,231 18,231 0.95 0 0.20 0.95
Basin 22 10,057 10,057 0.95 0 0.20 0.95
Basin 23 5,795 4,129 0.95 1,666 0.20 0.73
Basin 24 10,057 6,715 0.95 3,343 0.20 0.70
Basin 25 10,137 7,127 0.95 3,011 0.20 0.73
Basin 26 9,225 5,170 0.95 4,056 0.20 0.62
Basin 27 21,623 17,095 0.95 4,527 0.20 0.79
Basin 28 16,143 12,001 0.95 4,142 0.20 0.76
Basin 32 4,698 4,698 0.95 0 0.20 0.95
Basin 33 4,537 4,537 0.95 0 0.20 0.95
Total 354,919 337,878 0.95 21,578 0.20 0.92
Basin 16 6,250 6,250 0.95 0 0.20 0.95
Basin 17 31,966 31,966 0.95 0 0.20 0.95
Total 38,216 38,216 0.95 0 0.20 0.95
FETS C WHEAT DRIVE 74,001 51,602 0.95 22,399 0.20 0.72
DETENTION POND Basin 40 40,518 2,482 0.95 38,037 0.20 0.25
MANDEVILLE CR Basin 39 17,426 0 0.95 17,426 0.20 0.20
DRYWELL A Basin 41 4,745 2,918 0.95 1,827 0.20 0.66
DRYWELL B Basin 42 4,184 4,035 0.95 150 0.20 0.92
FETS B
FETS A
PROPOSED CONDITIONS WEIGHTED RUNOFF COEFFICIENT WORKSHEET
Outfall Point/ Major
Watershed
Paved RoadwayBASINTotal Area (ft2)Open Space
Weighted
Area (ft2)RC Area (ft2)RC RC
Outfall Point/ Major
Watershed
Paved RoadwayBASINTotal Area (ft2)
Open Space
DRYWELL C Basin 43 4,187 4,037 0.95 150 0.20 0.92
DRYWELL D Basin 44 4,419 4,252 0.95 167 0.20 0.92
Basin 19 7,369 7,369 0.95 0 0.20 0.95
Basin 29 7,439 7,439 0.95 0 0.20 0.95
Basin 30 13,348 12,785 0.95 563 0.20 0.92
Basin 31 11,993 10,193 0.95 1,800 0.20 0.84
Total 40,149 37,786 0.95 2,363 0.20 0.91
ADS A
Project: SIMKINS TRACT 2B/4B PROPOSEDProject No.: 21363.01Date: 08/20/2024Designer: DMEOutfall Location/ Major WatershedSub WatershedTc(hours)Area(ac)Runoff Coeff.RC With Frequency Factor 10yrRC With Frequency Factor 25yrRC With Frequency Factor 100yrI10 (in/hr)I10 (10 year 2 hr storm)(in/hr)I25 (in/hr)I100 (in/hr)Q10 (Peak discharge) (cfs)Q10 (2 hr storm) (cfs)V10 (Retention volume cf)Q25 (Peak discharge) (cfs)Q100 (Peak discharge) (cfs)Basin 1 0.083 0.13 0.95 0.95 1.05 1.19 3.87 0.41 4.76 6.09 0.49 0.05 371.86 0.66 0.96Basin 2 0.083 0.12 0.95 0.95 1.05 1.19 3.87 0.41 4.76 6.09 0.46 0.05 350.00 0.62 0.90Basin 3 0.083 0.50 0.95 0.95 1.05 1.19 3.87 0.41 4.76 6.09 1.85 0.20 1412.91 2.51 3.64Basin 4 0.083 0.08 0.95 0.95 1.05 1.19 3.87 0.41 4.76 6.09 0.30 0.03 229.09 0.41 0.59Basin 5 0.083 0.09 0.95 0.95 1.05 1.19 3.87 0.41 4.76 6.09 0.34 0.04 256.17 0.45 0.66Basin 6 0.083 0.89 0.95 0.95 1.05 1.19 3.87 0.41 4.76 6.09 3.26 0.35 2485.50 4.41 6.41Basin 7 0.083 0.14 0.95 0.95 1.05 1.19 3.87 0.41 4.76 6.09 0.53 0.06 402.38 0.71 1.04Basin 8 0.083 0.76 0.95 0.95 1.05 1.19 3.87 0.41 4.76 6.09 2.80 0.30 2139.44 3.79 5.52Basin 9 0.083 0.26 0.95 0.95 1.05 1.19 3.87 0.41 4.76 6.09 0.96 0.10 733.99 1.30 1.89Basin 10 0.083 0.24 0.95 0.95 1.05 1.19 3.87 0.41 4.76 6.09 0.88 0.09 673.35 1.19 1.74Basin 11 0.083 0.24 0.95 0.95 1.05 1.19 3.87 0.41 4.76 6.09 0.88 0.09 673.35 1.19 1.74Basin 12 0.083 0.83 0.95 0.95 1.05 1.19 3.87 0.41 4.76 6.09 3.05 0.32 2323.28 4.12 5.99Basin 13 0.083 0.08 0.95 0.95 1.05 1.19 3.87 0.41 4.76 6.09 0.29 0.03 220.80 0.39 0.57Basin 14 0.083 0.08 0.95 0.95 1.05 1.19 3.87 0.41 4.76 6.09 0.29 0.03 220.44 0.39 0.57Basin 15 0.083 0.74 0.93 0.93 1.02 1.16 3.87 0.41 4.76 6.09 2.68 0.28 2043.98 3.63 5.27Basin 18 0.083 0.17 0.95 0.95 1.05 1.19 3.87 0.41 4.76 6.09 0.61 0.06 463.49 0.82 1.20Basin 20 0.083 0.35 0.95 0.95 1.05 1.19 3.87 0.41 4.76 6.09 1.29 0.14 985.17 1.75 2.54Basin 21 0.083 0.42 0.95 0.95 1.05 1.19 3.87 0.41 4.76 6.09 1.54 0.16 1173.72 2.08 3.03Basin 22 0.083 0.23 0.95 0.95 1.05 1.19 3.87 0.41 4.76 6.09 0.85 0.09 647.50 1.15 1.67Basin 23 0.083 0.13 0.73 0.73 0.81 0.92 3.87 0.41 4.76 6.09 0.38 0.04 288.40 0.51 0.74Basin 24 0.083 0.23 0.70 0.70 0.77 0.88 3.87 0.41 4.76 6.09 0.63 0.07 477.60 0.85 1.23Basin 25 0.083 0.23 0.73 0.73 0.80 0.91 3.87 0.41 4.76 6.09 0.65 0.07 499.61 0.89 1.29Basin 26 0.083 0.21 0.62 0.62 0.68 0.78 3.87 0.41 4.76 6.09 0.51 0.05 387.79 0.69 1.00Basin 27 0.083 0.50 0.79 0.79 0.87 0.99 3.87 0.41 4.76 6.09 1.52 0.16 1161.95 2.06 3.00Basin 28 0.083 0.37 0.76 0.76 0.83 0.95 3.87 0.41 4.76 6.09 1.09 0.12 828.77 1.47 2.14Basin 32 0.083 0.11 0.95 0.95 1.05 1.19 3.87 0.41 4.76 6.09 0.40 0.04 302.44 0.54 0.78Basin 33 0.083 0.10 0.95 0.95 1.05 1.19 3.87 0.41 4.76 6.09 0.38 0.04 292.07 0.52 0.75Total 0.083 8.25 0.920.921.01 1.153.87 0.414.76 6.0929.27 3.10 22326.8739.60 57.58Basin 16 0.083 0.14 0.95 0.95 1.05 1.19 3.87 0.41 4.76 6.09 0.53 0.06 402.38 0.71 1.04Basin 17 0.083 0.73 0.95 0.95 1.05 1.19 3.87 0.41 4.76 6.09 2.70 0.29 2057.98 3.65 5.31Total 0.083 0.88 0.950.951.05 1.193.87 0.414.76 6.093.23 0.34 2460.364.36 6.34FETS CWHEAT DRIVE 0.150 1.70 0.720.720.79 0.903.04 0.413.74 4.782.81 0.50 3752.003.35 7.31DETENTION PONDBasin 40 0.083 0.93 0.25 0.25 0.27 0.31 3.87 0.41 4.76 6.09 0.89 0.09 675.30 1.20 1.74MANDEVILLE CRBasin 39 0.083 0.40 0.20 0.20 0.22 0.25 3.87 0.41 4.76 6.09 0.31 0.03 236.19 0.42 0.61DRYWELL ABasin 41 0.083 0.11 0.66 0.66 0.73 0.83 3.87 0.41 4.76 6.09 0.28 0.03 212.61 0.38 0.55DRYWELL BBasin 42 0.083 0.10 0.92 0.92 1.02 1.15 3.87 0.41 4.76 6.09 0.34 0.04 261.78 0.46 0.68DRYWELL CBasin 43 0.083 0.10 0.92 0.92 1.02 1.15 3.87 0.41 4.76 6.09 0.34 0.04 261.96 0.46 0.68DRYWELL DBasin 44 0.083 0.10 0.92 0.92 1.01 1.15 3.87 0.41 4.76 6.09 0.36 0.04 276.01 0.49 0.71PROPOSED CONDITIONS RATIONAL METHOD WORKSHEETFETS AFETS B
Outfall Location/ Major WatershedSub WatershedTc(hours)Area(ac)Runoff Coeff.RC With Frequency Factor 10yrRC With Frequency Factor 25yrRC With Frequency Factor 100yrI10 (in/hr)I10 (10 year 2 hr storm)(in/hr)I25 (in/hr)I100 (in/hr)Q10 (Peak discharge) (cfs)Q10 (2 hr storm) (cfs)V10 (Retention volume cf)Q25 (Peak discharge) (cfs)Q100 (Peak discharge) (cfs)Basin 19 0.083 0.17 0.95 0.95 1.05 1.19 3.87 0.41 4.76 6.09 0.62 0.07 474.40 0.84 1.22Basin 29 0.083 0.17 0.95 0.95 1.05 1.19 3.87 0.41 4.76 6.09 0.63 0.07 478.93 0.85 1.24Basin 30 0.083 0.31 0.92 0.92 1.01 1.15 3.87 0.41 4.76 6.09 1.09 0.12 830.73 1.47 2.14Basin 31 0.083 0.28 0.84 0.84 0.92 1.05 3.87 0.41 4.76 6.09 0.89 0.09 680.64 1.21 1.76Total 0.083 0.92 0.910.911.00 1.133.87 0.414.76 6.093.23 0.342464.70 4.37 6.36ADS A
Project: SIMKINS TRACT 2B/4B PROPOSED
Project No.: 21363.01
Date: 08/20/2024
Designer: DME
Weighted
Area (ft2)RC Area (ft2)RC RC
Basin 34 147,297 126,513 0.95 20,785 0.20 0.84
Basin 35 25,800 25,800 0.95 0 0.20 0.95
Basin 36 28,282 28,282 0.95 0 0.20 0.95
Basin 37 48,115 31,861 0.95 16,254 0.20 0.70
Basin 38 67,931 33,051 0.95 34,880 0.20 0.56
Total 317,425 245,507 0.95 71,918 0.20 0.78
ADS B
PROPOSED CONDITIONS WEIGHTED RUNOFF COEFFICIENT WORKSHEET
Outfall Point/ Major
Watershed
Paved RoadwayBASINTotal Area (ft2)Open Space
Project: SIMKINS TRACT 2B/4B PROPOSED
Project No.: 21363.01
Date: 08/20/2024
Designer: DME
Outfall Location/
Major Watershed
Sub
Watershed
Tc
(hours)
Area
(ac)
Runoff
Coeff.
RC With
Frequency
Factor
10yr
RC With
Frequency
Factor 25yr
RC With
Frequency
Factor 100yr
I10
(in/hr)
I10 (10 year 2 hr
storm)
(in/hr)
I25
(in/hr)I100 (in/hr)
Q10 (Peak
discharge)
(cfs)
Q10 (2 hr
storm) (cfs)
V10
(Retention
volume cf)
Q25 (Peak
discharge)
(cfs)
Q100 (Peak
discharge)
(cfs)
Basin 34 0.083 3.38 0.84 0.84 0.93 1.06 3.87 0.41 4.76 6.09 11.05 1.17 8426.61 14.95 21.73
Basin 35 0.083 0.59 0.95 0.95 1.05 1.19 3.87 0.41 4.76 6.09 2.18 0.23 1661.01 2.95 4.28
Basin 36 0.083 0.65 0.95 0.95 1.05 1.19 3.87 0.41 4.76 6.09 2.39 0.25 1820.78 3.23 4.70
Basin 37 0.083 1.10 0.70 0.70 0.77 0.87 3.87 0.41 4.76 6.09 2.98 0.32 2271.52 4.03 5.86
Basin 38 0.083 1.56 0.56 0.56 0.62 0.71 3.87 0.41 4.76 6.09 3.41 0.36 2600.61 4.61 6.71
Total 0.083 7.29 0.78 0.78 0.86 0.98 3.87 0.41 4.76 6.09 22.00 2.33 16780.52 29.76 43.27
PROPOSED CONDITIONS RATIONAL METHOD WORKSHEET
ADS B
Min HR 10-yr Min HR 25-yr Min HR 100-yr
0 0 0 0 0 0 0 0 0
5 0.083 3.87 5 0.083 4.76 5 0.083 6.09
10 0.167 2.83 10 0.167 3.48 10 0.167 4.45
15 0.250 2.29 15 0.250 2.83 15 0.250 3.61
20 0.333 1.84 20 0.333 2.26 20 0.333 2.89
25 0.417 1.56 25 0.417 1.93 25 0.417 2.46
30 0.500 1.38 30 0.500 1.70 30 0.500 2.18
35 0.583 1.22 35 0.583 1.50 35 0.583 1.92
40 0.667 1.09 40 0.667 1.35 40 0.667 1.72
45 0.750 1.00 45 0.750 1.23 45 0.750 1.57
50 0.833 0.91 50 0.833 1.12 50 0.833 1.44
55 0.917 0.84 55 0.917 1.04 55 0.917 1.33
60 1.000 0.79 60 1.000 0.97 60 1.000 1.24
120 2.000 0.41 120 2.000 0.49 120 2.000 0.61
180 3.000 0.29 180 3.000 0.34 180 3.000 0.41
360 6.000 0.17 360 6.000 0.19 360 6.000 0.22
720 12.000 0.10 720 12.000 0.12 720 12.000 0.14
1440 24.000 0.07 1440 24.000 0.08 1440 24.000 0.10
Intensity (in/hr) City of Bozeman
APPENDIX CHYDRAULIC CALCULATIONS21363.01
SIMKINS NORTH PARK TRACTS 2B & 4B
Weir Emergency Overflow (Unknown Q): Weir Limit Pre-Development (Unknown Q):
1.5 ft 0.9 ft
3.1 3.1
Length (L): 12 ft Length (L): 0.1 ft
Flow (Q) = Cw ∙ L ∙ h ^ (1.5) Flow (Q) = Cw ∙ L ∙ h ^ (1.5)
Flow (Q) = 68.3 cfs Flow (Q) = 0.26 cfs
Head Water Depth (h):
Discharge Coeff. (Cw):Discharge Coeff. (Cw):
Head Water Depth (h):
Worksheet for 12" PVC 0.005
Project Description
Manning
FormulaFriction Method
Full Flow
CapacitySolve For
Input Data
0.011Roughness Coefficient
ft/ft0.005Channel Slope
in12.0Normal Depth
in12.0Diameter
cfs2.98Discharge
Results
cfs2.98Discharge
in12.0Normal Depth
ft²0.8Flow Area
ft3.1Wetted Perimeter
in3.0Hydraulic Radius
ft0.00Top Width
in8.9Critical Depth
%100.0Percent Full
ft/ft0.006Critical Slope
ft/s3.79Velocity
ft0.22Velocity Head
ft1.22Specific Energy
(N/A)Froude Number
cfs3.20Maximum Discharge
cfs2.98Discharge Full
ft/ft0.005Slope Full
UndefinedFlow Type
GVF Input Data
in0.0Downstream Depth
ft0.0Length
0Number Of Steps
GVF Output Data
in0.0Upstream Depth
N/AProfile Description
ft0.00Profile Headloss
%0.0Average End Depth Over Rise
%0.0Normal Depth Over Rise
ft/s0.00Downstream Velocity
ft/s0.00Upstream Velocity
in12.0Normal Depth
in8.9Critical Depth
ft/ft0.005Channel Slope
ft/ft0.006Critical Slope
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/3/2025
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterUntitled1.fm8
Worksheet for 15" PVC .005
Project Description
Manning
FormulaFriction Method
DischargeSolve For
Input Data
0.011Roughness Coefficient
ft/ft0.005 Channel Slope
in14.0 Normal Depth
in15.0 Diameter
Results
cfs5.81 Discharge
ft²1.2 Flow Area
ft3.3 Wetted Perimeter
in4.4 Hydraulic Radius
ft0.62 Top Width
in11.7 Critical Depth
%93.3 Percent Full
ft/ft0.006 Critical Slope
ft/s4.87 Velocity
ft0.37 Velocity Head
ft1.54 Specific Energy
0.621Froude Number
cfs5.81 Maximum Discharge
cfs5.40 Discharge Full
ft/ft0.006 Slope Full
SubcriticalFlow Type
GVF Input Data
in0.0 Downstream Depth
ft0.0 Length
0Number Of Steps
GVF Output Data
in0.0 Upstream Depth
N/AProfile Description
ft0.00 Profile Headloss
%0.0 Average End Depth Over Rise
%0.0 Normal Depth Over Rise
ft/s0.00 Downstream Velocity
ft/s0.00 Upstream Velocity
in14.0 Normal Depth
in11.7 Critical Depth
ft/ft0.005 Channel Slope
ft/ft0.006 Critical Slope
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
8/19/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterFlowMaster_Pipes.fm8
Worksheet for 15" PVC .008
Project Description
Manning
FormulaFriction Method
DischargeSolve For
Input Data
0.011Roughness Coefficient
ft/ft0.008 Channel Slope
in14.0 Normal Depth
in15.0 Diameter
Results
cfs7.34 Discharge
ft²1.2 Flow Area
ft3.3 Wetted Perimeter
in4.4 Hydraulic Radius
ft0.62 Top Width
in13.0 Critical Depth
%93.3 Percent Full
ft/ft0.009 Critical Slope
ft/s6.16 Velocity
ft0.59 Velocity Head
ft1.76 Specific Energy
0.786Froude Number
cfs7.34 Maximum Discharge
cfs6.83 Discharge Full
ft/ft0.009 Slope Full
SubcriticalFlow Type
GVF Input Data
in0.0 Downstream Depth
ft0.0 Length
0Number Of Steps
GVF Output Data
in0.0 Upstream Depth
N/AProfile Description
ft0.00 Profile Headloss
%0.0 Average End Depth Over Rise
%0.0 Normal Depth Over Rise
ft/s0.00 Downstream Velocity
ft/s0.00 Upstream Velocity
in14.0 Normal Depth
in13.0 Critical Depth
ft/ft0.008 Channel Slope
ft/ft0.009 Critical Slope
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
8/19/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterFlowMaster_Pipes.fm8
Worksheet for 15" PVC .0024
Project Description
Manning
FormulaFriction Method
DischargeSolve For
Input Data
0.011Roughness Coefficient
ft/ft0.002 Channel Slope
in14.0 Normal Depth
in15.0 Diameter
Results
cfs4.02 Discharge
ft²1.2 Flow Area
ft3.3 Wetted Perimeter
in4.4 Hydraulic Radius
ft0.62 Top Width
in9.7 Critical Depth
%93.3 Percent Full
ft/ft0.005 Critical Slope
ft/s3.37 Velocity
ft0.18 Velocity Head
ft1.34 Specific Energy
0.430Froude Number
cfs4.02 Maximum Discharge
cfs3.74 Discharge Full
ft/ft0.003 Slope Full
SubcriticalFlow Type
GVF Input Data
in0.0 Downstream Depth
ft0.0 Length
0Number Of Steps
GVF Output Data
in0.0 Upstream Depth
N/AProfile Description
ft0.00 Profile Headloss
%0.0 Average End Depth Over Rise
%0.0 Normal Depth Over Rise
ft/s0.00 Downstream Velocity
ft/s0.00 Upstream Velocity
in14.0 Normal Depth
in9.7 Critical Depth
ft/ft0.002 Channel Slope
ft/ft0.005 Critical Slope
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
8/19/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterFlowMaster_Pipes.fm8
Calculated at .0024, software rounds to 0.002
Worksheet for 15" PVC .0043
Project Description
Manning
FormulaFriction Method
DischargeSolve For
Input Data
0.011Roughness Coefficient
ft/ft0.004 Channel Slope
in14.0 Normal Depth
in15.0 Diameter
Results
cfs5.38 Discharge
ft²1.2 Flow Area
ft3.3 Wetted Perimeter
in4.4 Hydraulic Radius
ft0.62 Top Width
in11.3 Critical Depth
%93.3 Percent Full
ft/ft0.006 Critical Slope
ft/s4.52 Velocity
ft0.32 Velocity Head
ft1.48 Specific Energy
0.576Froude Number
cfs5.38 Maximum Discharge
cfs5.01 Discharge Full
ft/ft0.005 Slope Full
SubcriticalFlow Type
GVF Input Data
in0.0 Downstream Depth
ft0.0 Length
0Number Of Steps
GVF Output Data
in0.0 Upstream Depth
N/AProfile Description
ft0.00 Profile Headloss
%0.0 Average End Depth Over Rise
%0.0 Normal Depth Over Rise
ft/s0.00 Downstream Velocity
ft/s0.00 Upstream Velocity
in14.0 Normal Depth
in11.3 Critical Depth
ft/ft0.004 Channel Slope
ft/ft0.006 Critical Slope
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
8/19/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterFlowMaster_Pipes.fm8
Calculated at .0043, software rounds to 0.004
Worksheet for 15" PVC .0069
Project Description
Manning
FormulaFriction Method
DischargeSolve For
Input Data
0.011Roughness Coefficient
ft/ft0.007 Channel Slope
in14.0 Normal Depth
in15.0 Diameter
Results
cfs6.82 Discharge
ft²1.2 Flow Area
ft3.3 Wetted Perimeter
in4.4 Hydraulic Radius
ft0.62 Top Width
in12.6 Critical Depth
%93.3 Percent Full
ft/ft0.008 Critical Slope
ft/s5.72 Velocity
ft0.51 Velocity Head
ft1.68 Specific Energy
0.730Froude Number
cfs6.82 Maximum Discharge
cfs6.34 Discharge Full
ft/ft0.008 Slope Full
SubcriticalFlow Type
GVF Input Data
in0.0 Downstream Depth
ft0.0 Length
0Number Of Steps
GVF Output Data
in0.0 Upstream Depth
N/AProfile Description
ft0.00 Profile Headloss
%0.0 Average End Depth Over Rise
%0.0 Normal Depth Over Rise
ft/s0.00 Downstream Velocity
ft/s0.00 Upstream Velocity
in14.0 Normal Depth
in12.6 Critical Depth
ft/ft0.007 Channel Slope
ft/ft0.008 Critical Slope
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
8/19/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterFlowMaster_Pipes.fm8
Calculated at ..0069, software rounds to
0.007
Worksheet for 18" PVC .0019
Project Description
Manning
FormulaFriction Method
DischargeSolve For
Input Data
0.011Roughness Coefficient
ft/ft0.002 Channel Slope
in17.0 Normal Depth
in18.0 Diameter
Results
cfs5.82 Discharge
ft²1.7 Flow Area
ft4.0 Wetted Perimeter
in5.2 Hydraulic Radius
ft0.69 Top Width
in11.2 Critical Depth
%94.4 Percent Full
ft/ft0.004 Critical Slope
ft/s3.37 Velocity
ft0.18 Velocity Head
ft1.59 Specific Energy
0.374Froude Number
cfs5.82 Maximum Discharge
cfs5.41 Discharge Full
ft/ft0.002 Slope Full
SubcriticalFlow Type
GVF Input Data
in0.0 Downstream Depth
ft0.0 Length
0Number Of Steps
GVF Output Data
in0.0 Upstream Depth
N/AProfile Description
ft0.00 Profile Headloss
%0.0 Average End Depth Over Rise
%0.0 Normal Depth Over Rise
ft/s0.00 Downstream Velocity
ft/s0.00 Upstream Velocity
in17.0 Normal Depth
in11.2 Critical Depth
ft/ft0.002 Channel Slope
ft/ft0.004 Critical Slope
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
8/19/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterFlowMaster_Pipes.fm8
Calculated at .0019, software rounds up to 0.002
Worksheet for 24" PVC .0012
Project Description
Manning
FormulaFriction Method
DischargeSolve For
Input Data
0.011Roughness Coefficient
ft/ft0.001 Channel Slope
in22.5 Normal Depth
in24.0 Diameter
Results
cfs9.96 Discharge
ft²3.1 Flow Area
ft5.3 Wetted Perimeter
in7.0 Hydraulic Radius
ft0.97 Top Width
in13.6 Critical Depth
%93.8 Percent Full
ft/ft0.004 Critical Slope
ft/s3.26 Velocity
ft0.16 Velocity Head
ft2.04 Specific Energy
0.323Froude Number
cfs9.96 Maximum Discharge
cfs9.26 Discharge Full
ft/ft0.001 Slope Full
SubcriticalFlow Type
GVF Input Data
in0.0 Downstream Depth
ft0.0 Length
0Number Of Steps
GVF Output Data
in0.0 Upstream Depth
N/AProfile Description
ft0.00 Profile Headloss
%0.0 Average End Depth Over Rise
%0.0 Normal Depth Over Rise
ft/s0.00 Downstream Velocity
ft/s0.00 Upstream Velocity
in22.5 Normal Depth
in13.6 Critical Depth
ft/ft0.001 Channel Slope
ft/ft0.004 Critical Slope
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
8/19/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterFlowMaster_Pipes.fm8
Calculated at .0012, software rounds to 0.001
Worksheet for 24" PVC .0015
Project Description
Manning
FormulaFriction Method
DischargeSolve For
Input Data
0.011Roughness Coefficient
ft/ft0.002 Channel Slope
in22.5 Normal Depth
in24.0 Diameter
Results
cfs11.14 Discharge
ft²3.1 Flow Area
ft5.3 Wetted Perimeter
in7.0 Hydraulic Radius
ft0.97 Top Width
in14.4 Critical Depth
%93.8 Percent Full
ft/ft0.004 Critical Slope
ft/s3.64 Velocity
ft0.21 Velocity Head
ft2.08 Specific Energy
0.361Froude Number
cfs11.14 Maximum Discharge
cfs10.35 Discharge Full
ft/ft0.002 Slope Full
SubcriticalFlow Type
GVF Input Data
in0.0 Downstream Depth
ft0.0 Length
0Number Of Steps
GVF Output Data
in0.0 Upstream Depth
N/AProfile Description
ft0.00 Profile Headloss
%0.0 Average End Depth Over Rise
%0.0 Normal Depth Over Rise
ft/s0.00 Downstream Velocity
ft/s0.00 Upstream Velocity
in22.5 Normal Depth
in14.4 Critical Depth
ft/ft0.002 Channel Slope
ft/ft0.004 Critical Slope
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
8/19/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterFlowMaster_Pipes.fm8
Calculated at .0015, software rounds up to 0.002
Worksheet for 30" PVC .0009
Project Description
Manning
FormulaFriction Method
DischargeSolve For
Input Data
0.011Roughness Coefficient
ft/ft0.001 Channel Slope
in28.0 Normal Depth
in30.0 Diameter
Results
cfs15.64 Discharge
ft²4.8 Flow Area
ft6.5 Wetted Perimeter
in8.7 Hydraulic Radius
ft1.25 Top Width
in16.0 Critical Depth
%93.3 Percent Full
ft/ft0.003 Critical Slope
ft/s3.28 Velocity
ft0.17 Velocity Head
ft2.50 Specific Energy
0.296Froude Number
cfs15.64 Maximum Discharge
cfs14.54 Discharge Full
ft/ft0.001 Slope Full
SubcriticalFlow Type
GVF Input Data
in0.0 Downstream Depth
ft0.0 Length
0Number Of Steps
GVF Output Data
in0.0 Upstream Depth
N/AProfile Description
ft0.00 Profile Headloss
%0.0 Average End Depth Over Rise
%0.0 Normal Depth Over Rise
ft/s0.00 Downstream Velocity
ft/s0.00 Upstream Velocity
in28.0 Normal Depth
in16.0 Critical Depth
ft/ft0.001 Channel Slope
ft/ft0.003 Critical Slope
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
8/19/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterFlowMaster_Pipes.fm8
Calculated at .0009, software rounds up to 0.001
Worksheet for SDI A
Project Description
SpreadSolve For
Input Data
cfs1.54 Discharge
ft1.50 Gutter Width
ft/ft0.047 Gutter Cross Slope
ft/ft0.015 Road Cross Slope
in0.6 Local Depression
in31.2 Local Depression Width
ft1.50 Grate Width
ft6.0 Grate Length
P-50 mm (P-1
-7/8")Grate Type
%50.0 Clogging
ft6.0 Curb Opening Length
ft0.3 Opening Height
VerticalCurb Throat Type
degrees0.00 Throat Incline Angle
Options
Use BothCalculation Option
Results
ft7.1 Spread
in1.8 Depth
in0.6 Gutter Depression
in1.2 Total Depression
ft²4.1 Open Grate Area
ft7.5 Active Grate Weir Length
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
8/19/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterFlowMaster.fm8
Worksheet for SDI B
Project Description
SpreadSolve For
Input Data
cfs2.14 Discharge
ft1.50 Gutter Width
ft/ft0.047 Gutter Cross Slope
ft/ft0.015 Road Cross Slope
in0.6 Local Depression
in31.2 Local Depression Width
ft1.50 Grate Width
ft6.0 Grate Length
P-50 mm (P-1
-7/8")Grate Type
%50.0 Clogging
ft6.0 Curb Opening Length
ft0.3 Opening Height
VerticalCurb Throat Type
degrees0.00 Throat Incline Angle
Options
Use BothCalculation Option
Results
ft9.2 Spread
in2.2 Depth
in0.6 Gutter Depression
in1.2 Total Depression
ft²4.1 Open Grate Area
ft7.5 Active Grate Weir Length
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
8/19/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterFlowMaster.fm8
Worksheet for SDI C
Project Description
SpreadSolve For
Input Data
cfs0.54 Discharge
ft1.50 Gutter Width
ft/ft0.047 Gutter Cross Slope
ft/ft0.010 Road Cross Slope
in0.6 Local Depression
in15.6 Local Depression Width
ft1.50 Grate Width
ft3.0 Grate Length
P-50 mm (P-1
-7/8")Grate Type
%50.0 Clogging
ft3.0 Curb Opening Length
ft0.3 Opening Height
VerticalCurb Throat Type
degrees0.00 Throat Incline Angle
Options
Use BothCalculation Option
Results
ft8.1 Spread
in1.6 Depth
in0.7 Gutter Depression
in1.3 Total Depression
ft²2.0 Open Grate Area
ft4.5 Active Grate Weir Length
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
8/19/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterFlowMaster.fm8
Worksheet for SDI D
Project Description
SpreadSolve For
Input Data
cfs0.91 Discharge
ft1.50 Gutter Width
ft/ft0.047 Gutter Cross Slope
ft/ft0.023 Road Cross Slope
in0.6 Local Depression
in15.6 Local Depression Width
ft1.50 Grate Width
ft3.0 Grate Length
P-50 mm (P-1
-7/8")Grate Type
%50.0 Clogging
ft3.0 Curb Opening Length
ft0.3 Opening Height
VerticalCurb Throat Type
degrees0.00 Throat Incline Angle
Options
Use BothCalculation Option
Results
ft5.4 Spread
in1.9 Depth
in0.4 Gutter Depression
in1.0 Total Depression
ft²2.0 Open Grate Area
ft4.5 Active Grate Weir Length
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
8/19/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterFlowMaster.fm8
Worksheet for SDI E
Project Description
SpreadSolve For
Input Data
cfs0.94 Discharge
ft1.50 Gutter Width
ft/ft0.047 Gutter Cross Slope
ft/ft0.020 Road Cross Slope
in0.6 Local Depression
in15.6 Local Depression Width
ft1.50 Grate Width
ft3.0 Grate Length
P-50 mm (P-1
-7/8")Grate Type
%50.0 Clogging
ft3.0 Curb Opening Length
ft0.3 Opening Height
VerticalCurb Throat Type
degrees0.00 Throat Incline Angle
Options
Use BothCalculation Option
Results
ft6.1 Spread
in2.0 Depth
in0.5 Gutter Depression
in1.1 Total Depression
ft²2.0 Open Grate Area
ft4.5 Active Grate Weir Length
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
8/19/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterFlowMaster.fm8
Worksheet for SDI F
Project Description
SpreadSolve For
Input Data
cfs0.76 Discharge
ft1.50 Gutter Width
ft/ft0.047 Gutter Cross Slope
ft/ft0.015 Road Cross Slope
in0.6 Local Depression
in15.6 Local Depression Width
ft1.50 Grate Width
ft3.0 Grate Length
P-50 mm (P-1
-7/8")Grate Type
%50.0 Clogging
ft3.0 Curb Opening Length
ft0.3 Opening Height
VerticalCurb Throat Type
degrees0.00 Throat Incline Angle
Options
Use BothCalculation Option
Results
ft7.0 Spread
in1.8 Depth
in0.6 Gutter Depression
in1.2 Total Depression
ft²2.0 Open Grate Area
ft4.5 Active Grate Weir Length
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
8/19/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterFlowMaster.fm8
Worksheet for SDI G
Project Description
SpreadSolve For
Input Data
cfs2.08 Discharge
ft0.00 Gutter Width
ft/ft0.000 Gutter Cross Slope
ft/ft0.050 Road Cross Slope
ft2.00 Grate Width
ft3.0 Grate Length
in0.0 Local Depression
in0.0 Local Depression Width
P-50 mm (P-1
-7/8")Grate Type
%50.0 Clogging
Results
ft6.9 Spread
in4.2 Depth
in0.0 Gutter Depression
in0.0 Total Depression
ft²2.7 Open Grate Area
ft5.0 Active Grate Weir Length
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
8/19/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterFlowMaster.fm8
Worksheet for SDI H
Project Description
SpreadSolve For
Input Data
cfs1.30 Discharge
ft0.00 Gutter Width
ft/ft0.000 Gutter Cross Slope
ft/ft0.031 Road Cross Slope
ft2.00 Grate Width
ft3.0 Grate Length
in0.0 Local Depression
in0.0 Local Depression Width
P-50 mm (P-1
-7/8")Grate Type
%50.0 Clogging
Results
ft7.9 Spread
in2.9 Depth
in0.0 Gutter Depression
in0.0 Total Depression
ft²2.7 Open Grate Area
ft5.0 Active Grate Weir Length
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
8/19/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterFlowMaster.fm8
Worksheet for SDI I
Project Description
SpreadSolve For
Input Data
cfs0.37 Discharge
ft0.00 Gutter Width
ft/ft0.000 Gutter Cross Slope
ft/ft0.040 Road Cross Slope
ft2.00 Grate Width
ft3.0 Grate Length
in0.0 Local Depression
in0.0 Local Depression Width
P-50 mm (P-1
-7/8")Grate Type
%50.0 Clogging
Results
ft3.7 Spread
in1.8 Depth
in0.0 Gutter Depression
in0.0 Total Depression
ft²2.7 Open Grate Area
ft5.0 Active Grate Weir Length
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
8/19/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterFlowMaster.fm8
Worksheet for SDI J
Project Description
SpreadSolve For
Input Data
cfs2.34 Discharge
ft0.00 Gutter Width
ft/ft0.000 Gutter Cross Slope
ft/ft0.043 Road Cross Slope
ft2.00 Grate Width
ft3.0 Grate Length
in0.0 Local Depression
in0.0 Local Depression Width
P-50 mm (P-1
-7/8")Grate Type
%50.0 Clogging
Results
ft8.3 Spread
in4.3 Depth
in0.0 Gutter Depression
in0.0 Total Depression
ft²2.7 Open Grate Area
ft5.0 Active Grate Weir Length
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
8/19/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterFlowMaster.fm8
Worksheet for SDI K
Project Description
SpreadSolve For
Input Data
cfs0.57 Discharge
ft0.00 Gutter Width
ft/ft0.000 Gutter Cross Slope
ft/ft0.041 Road Cross Slope
ft2.00 Grate Width
ft3.0 Grate Length
in0.0 Local Depression
in0.0 Local Depression Width
P-50 mm (P-1
-7/8")Grate Type
%50.0 Clogging
Results
ft4.3 Spread
in2.1 Depth
in0.0 Gutter Depression
in0.0 Total Depression
ft²2.7 Open Grate Area
ft5.0 Active Grate Weir Length
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
8/19/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterFlowMaster.fm8
Worksheet for SDI L
Project Description
SpreadSolve For
Input Data
cfs0.60 Discharge
ft0.00 Gutter Width
ft/ft0.000 Gutter Cross Slope
ft/ft0.041 Road Cross Slope
ft2.00 Grate Width
ft3.0 Grate Length
in0.0 Local Depression
in0.0 Local Depression Width
P-50 mm (P-1
-7/8")Grate Type
%50.0 Clogging
Results
ft4.4 Spread
in2.2 Depth
in0.0 Gutter Depression
in0.0 Total Depression
ft²2.7 Open Grate Area
ft5.0 Active Grate Weir Length
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
8/19/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterFlowMaster.fm8
Worksheet for SDI N
Project Description
EfficiencySolve For
Input Data
cfs1.90 Discharge
ft/ft0.006 Slope
ft0.00 Gutter Width
ft/ft0.000 Gutter Cross Slope
ft/ft0.042 Road Cross Slope
0.011Roughness Coefficient
ft2.00 Grate Width
ft3.0 Grate Length
P-50 mm (P-1
-7/8")Grate Type
%25.0 Clogging
Options
Exclude NoneGrate Flow Option
Results
%76.09 Efficiency
cfs1.44 Intercepted Flow
cfs0.45 Bypass Flow
ft5.5 Spread
in2.8 Depth
ft²0.6 Flow Area
in0.0 Gutter Depression
in0.0 Total Depression
ft/s2.97 Velocity
ft/s8.64 Splash Over Velocity
1.000Frontal Flow Factor
0.203Side Flow Factor
0.700Grate Flow Ratio
ft2.3 Active Grate Length
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
8/19/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterFlowMaster.fm8
Worksheet for SDI O
Project Description
SpreadSolve For
Input Data
cfs0.89 Discharge
ft0.00 Gutter Width
ft/ft0.000 Gutter Cross Slope
ft/ft0.041 Road Cross Slope
ft2.00 Grate Width
ft3.0 Grate Length
in0.0 Local Depression
in0.0 Local Depression Width
P-50 mm (P-1
-7/8")Grate Type
%50.0 Clogging
Results
ft5.3 Spread
in2.6 Depth
in0.0 Gutter Depression
in0.0 Total Depression
ft²2.7 Open Grate Area
ft5.0 Active Grate Weir Length
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
8/19/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterFlowMaster.fm8
Worksheet for SDI P
Project Description
EfficiencySolve For
Input Data
cfs1.90 Discharge
ft/ft0.007 Slope
ft0.00 Gutter Width
ft/ft0.000 Gutter Cross Slope
ft/ft0.043 Road Cross Slope
0.011Roughness Coefficient
ft2.00 Grate Width
ft3.0 Grate Length
P-50 mm (P-1
-7/8")Grate Type
%25.0 Clogging
Options
Exclude NoneGrate Flow Option
Results
%77.04 Efficiency
cfs1.46 Intercepted Flow
cfs0.44 Bypass Flow
ft5.3 Spread
in2.8 Depth
ft²0.6 Flow Area
in0.0 Gutter Depression
in0.0 Total Depression
ft/s3.10 Velocity
ft/s8.64 Splash Over Velocity
1.000Frontal Flow Factor
0.195Side Flow Factor
0.715Grate Flow Ratio
ft2.3 Active Grate Length
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
8/19/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterFlowMaster.fm8
Worksheet for SDI Q
Project Description
SpreadSolve For
Input Data
cfs1.48 Discharge
ft0.00 Gutter Width
ft/ft0.000 Gutter Cross Slope
ft/ft0.040 Road Cross Slope
ft2.00 Grate Width
ft3.0 Grate Length
in0.0 Local Depression
in0.0 Local Depression Width
P-50 mm (P-1
-7/8")Grate Type
%50.0 Clogging
Results
ft6.9 Spread
in3.3 Depth
in0.0 Gutter Depression
in0.0 Total Depression
ft²2.7 Open Grate Area
ft5.0 Active Grate Weir Length
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
8/19/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterFlowMaster.fm8
Worksheet for SDI R
Project Description
SpreadSolve For
Input Data
cfs1.48 Discharge
ft0.00 Gutter Width
ft/ft0.000 Gutter Cross Slope
ft/ft0.040 Road Cross Slope
ft2.00 Grate Width
ft3.0 Grate Length
in0.0 Local Depression
in0.0 Local Depression Width
P-50 mm (P-1
-7/8")Grate Type
%50.0 Clogging
Results
ft6.9 Spread
in3.3 Depth
in0.0 Gutter Depression
in0.0 Total Depression
ft²2.7 Open Grate Area
ft5.0 Active Grate Weir Length
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
8/19/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterFlowMaster.fm8
Worksheet for SDI S
Project Description
SpreadSolve For
Input Data
cfs3.65 Discharge
ft0.00 Gutter Width
ft/ft0.000 Gutter Cross Slope
ft/ft0.042 Road Cross Slope
ft2.00 Grate Width
ft6.0 Grate Length
in0.0 Local Depression
in0.0 Local Depression Width
P-50 mm (P-1
-7/8")Grate Type
%50.0 Clogging
Results
ft8.6 Spread
in4.3 Depth
in0.0 Gutter Depression
in0.0 Total Depression
ft²5.4 Open Grate Area
ft8.0 Active Grate Weir Length
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
8/19/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterFlowMaster.fm8
Worksheet for SDI T
Project Description
SpreadSolve For
Input Data
cfs0.69 Discharge
ft0.00 Gutter Width
ft/ft0.000 Gutter Cross Slope
ft/ft0.041 Road Cross Slope
ft2.00 Grate Width
ft3.0 Grate Length
in0.0 Local Depression
in0.0 Local Depression Width
P-50 mm (P-1
-7/8")Grate Type
%50.0 Clogging
Results
ft4.7 Spread
in2.3 Depth
in0.0 Gutter Depression
in0.0 Total Depression
ft²2.7 Open Grate Area
ft5.0 Active Grate Weir Length
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
8/19/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterFlowMaster.fm8
Worksheet for SDI U
Project Description
SpreadSolve For
Input Data
cfs0.27 Discharge
ft0.00 Gutter Width
ft/ft0.000 Gutter Cross Slope
ft/ft0.041 Road Cross Slope
ft2.00 Grate Width
ft3.0 Grate Length
in0.0 Local Depression
in0.0 Local Depression Width
P-50 mm (P-1
-7/8")Grate Type
%50.0 Clogging
Results
ft3.2 Spread
in1.6 Depth
in0.0 Gutter Depression
in0.0 Total Depression
ft²2.7 Open Grate Area
ft5.0 Active Grate Weir Length
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
8/19/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterFlowMaster.fm8
Worksheet for SDI V
Project Description
SpreadSolve For
Input Data
cfs2.14 Discharge
ft0.00 Gutter Width
ft/ft0.000 Gutter Cross Slope
ft/ft0.043 Road Cross Slope
ft2.00 Grate Width
ft3.0 Grate Length
in0.0 Local Depression
in0.0 Local Depression Width
P-50 mm (P-1
-7/8")Grate Type
%50.0 Clogging
Results
ft7.9 Spread
in4.1 Depth
in0.0 Gutter Depression
in0.0 Total Depression
ft²2.7 Open Grate Area
ft5.0 Active Grate Weir Length
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
8/19/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterFlowMaster.fm8
Worksheet for SDI W
Project Description
SpreadSolve For
Input Data
cfs1.19 Discharge
ft0.00 Gutter Width
ft/ft0.000 Gutter Cross Slope
ft/ft0.031 Road Cross Slope
ft2.00 Grate Width
ft3.0 Grate Length
in0.0 Local Depression
in0.0 Local Depression Width
P-50 mm (P-1
-7/8")Grate Type
%50.0 Clogging
Results
ft7.5 Spread
in2.8 Depth
in0.0 Gutter Depression
in0.0 Total Depression
ft²2.7 Open Grate Area
ft5.0 Active Grate Weir Length
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
8/19/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterFlowMaster.fm8
Worksheet for SDI X
Project Description
SpreadSolve For
Input Data
cfs1.19 Discharge
ft0.00 Gutter Width
ft/ft0.000 Gutter Cross Slope
ft/ft0.029 Road Cross Slope
ft2.00 Grate Width
ft3.0 Grate Length
in0.0 Local Depression
in0.0 Local Depression Width
P-50 mm (P-1
-7/8")Grate Type
%50.0 Clogging
Results
ft8.0 Spread
in2.8 Depth
in0.0 Gutter Depression
in0.0 Total Depression
ft²2.7 Open Grate Area
ft5.0 Active Grate Weir Length
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
8/19/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterFlowMaster.fm8
Worksheet for SDI Y
Project Description
SpreadSolve For
Input Data
cfs4.12 Discharge
ft0.00 Gutter Width
ft/ft0.000 Gutter Cross Slope
ft/ft0.032 Road Cross Slope
ft2.00 Grate Width
ft9.0 Grate Length
in0.0 Local Depression
in0.0 Local Depression Width
P-50 mm (P-1
-7/8")Grate Type
%50.0 Clogging
Results
ft9.6 Spread
in3.7 Depth
in0.0 Gutter Depression
in0.0 Total Depression
ft²8.1 Open Grate Area
ft11.0 Active Grate Weir Length
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
8/19/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterFlowMaster.fm8
Worksheet for SDI Z
Project Description
SpreadSolve For
Input Data
cfs0.39 Discharge
ft0.00 Gutter Width
ft/ft0.000 Gutter Cross Slope
ft/ft0.040 Road Cross Slope
ft2.00 Grate Width
ft3.0 Grate Length
in0.0 Local Depression
in0.0 Local Depression Width
P-50 mm (P-1
-7/8")Grate Type
%50.0 Clogging
Results
ft3.8 Spread
in1.8 Depth
in0.0 Gutter Depression
in0.0 Total Depression
ft²2.7 Open Grate Area
ft5.0 Active Grate Weir Length
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
8/19/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterFlowMaster.fm8
Worksheet for SDI AA
Project Description
SpreadSolve For
Input Data
cfs0.39 Discharge
ft0.00 Gutter Width
ft/ft0.000 Gutter Cross Slope
ft/ft0.040 Road Cross Slope
ft2.00 Grate Width
ft3.0 Grate Length
in0.0 Local Depression
in0.0 Local Depression Width
P-50 mm (P-1
-7/8")Grate Type
%50.0 Clogging
Results
ft3.8 Spread
in1.8 Depth
in0.0 Gutter Depression
in0.0 Total Depression
ft²2.7 Open Grate Area
ft5.0 Active Grate Weir Length
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
8/19/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterFlowMaster.fm8
Worksheet for SDI BB
Project Description
SpreadSolve For
Input Data
cfs3.64 Discharge
ft0.00 Gutter Width
ft/ft0.000 Gutter Cross Slope
ft/ft0.038 Road Cross Slope
ft2.00 Grate Width
ft6.0 Grate Length
in0.0 Local Depression
in0.0 Local Depression Width
P-50 mm (P-1
-7/8")Grate Type
%50.0 Clogging
Results
ft9.3 Spread
in4.2 Depth
in0.0 Gutter Depression
in0.0 Total Depression
ft²5.4 Open Grate Area
ft8.0 Active Grate Weir Length
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
8/19/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterFlowMaster.fm8
Worksheet for SDI CC
Project Description
SpreadSolve For
Input Data
cfs0.84 Discharge
ft0.00 Gutter Width
ft/ft0.000 Gutter Cross Slope
ft/ft0.041 Road Cross Slope
ft2.00 Grate Width
ft3.0 Grate Length
in0.0 Local Depression
in0.0 Local Depression Width
P-50 mm (P-1
-7/8")Grate Type
%50.0 Clogging
Results
ft5.2 Spread
in2.5 Depth
in0.0 Gutter Depression
in0.0 Total Depression
ft²2.7 Open Grate Area
ft5.0 Active Grate Weir Length
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
8/19/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterFlowMaster.fm8
Worksheet for SDI DD
Project Description
SpreadSolve For
Input Data
cfs4.23 Discharge
ft0.00 Gutter Width
ft/ft0.000 Gutter Cross Slope
ft/ft0.036 Road Cross Slope
ft2.00 Grate Width
ft9.0 Grate Length
in0.0 Local Depression
in0.0 Local Depression Width
P-50 mm (P-1
-7/8")Grate Type
%50.0 Clogging
Results
ft8.9 Spread
in3.8 Depth
in0.0 Gutter Depression
in0.0 Total Depression
ft²8.1 Open Grate Area
ft11.0 Active Grate Weir Length
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
8/19/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterFlowMaster.fm8
Worksheet for SDI EE
Project Description
SpreadSolve For
Input Data
cfs3.38 Discharge
ft0.00 Gutter Width
ft/ft0.000 Gutter Cross Slope
ft/ft0.039 Road Cross Slope
ft2.00 Grate Width
ft6.0 Grate Length
in0.0 Local Depression
in0.0 Local Depression Width
P-50 mm (P-1
-7/8")Grate Type
%50.0 Clogging
Results
ft8.7 Spread
in4.1 Depth
in0.0 Gutter Depression
in0.0 Total Depression
ft²5.4 Open Grate Area
ft8.0 Active Grate Weir Length
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
8/19/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterFlowMaster.fm8
Worksheet for SDI FF
Project Description
EfficiencySolve For
Input Data
cfs14.53 Discharge
ft/ft0.028 Slope
ft0.00 Gutter Width
ft/ft0.000 Gutter Cross Slope
ft/ft0.028 Road Cross Slope
0.011Roughness Coefficient
ft2.00 Grate Width
ft3.0 Grate Length
P-50 mm (P-1
-7/8")Grate Type
%25.0 Clogging
Options
Exclude NoneGrate Flow Option
Results
%41.88 Efficiency
cfs6.09 Intercepted Flow
cfs8.44 Bypass Flow
ft11.4 Spread
in3.8 Depth
ft²1.8 Flow Area
in0.0 Gutter Depression
in0.0 Total Depression
ft/s7.96 Velocity
ft/s8.64 Splash Over Velocity
1.000Frontal Flow Factor
0.028Side Flow Factor
0.402Grate Flow Ratio
ft2.3 Active Grate Length
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
8/19/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterFlowMaster.fm8
Worksheet for SDI GG
Project Description
SpreadSolve For
Input Data
cfs8.44 Discharge
ft0.00 Gutter Width
ft/ft0.000 Gutter Cross Slope
ft/ft0.030 Road Cross Slope
ft2.00 Grate Width
ft9.0 Grate Length
in0.0 Local Depression
in0.0 Local Depression Width
P-50 mm (P-1
-7/8")Grate Type
%50.0 Clogging
Results
ft15.2 Spread
in5.5 Depth
in0.0 Gutter Depression
in0.0 Total Depression
ft²8.1 Open Grate Area
ft11.0 Active Grate Weir Length
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
8/19/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterFlowMaster.fm8
Hydraulic Analysis Report
Project Data
Project Title:
Designer:
Project Date: Friday, February 28, 2025
Project Units: U.S. Customary Units
Notes:
Channel Analysis: Pond Overflow A
Notes:
Input Parameters
Channel Type: Circular
Pipe Diameter 2.00 ft
Longitudinal Slope: 0.0516 ft/ft
Manning's n: 0.0150
Depth 2.0000 ft
Result Parameters
Flow 44.5365 cfs
Area of Flow 3.1416 ft^2
Wetted Perimeter 6.2832 ft
Hydraulic Radius 0.5000 ft
Average Velocity 14.1764 ft/s
Top Width 0.0000 ft
Froude Number: 0.0000
Critical Depth 1.9685 ft
Critical Velocity 14.2239 ft/s
Critical Slope: 0.0467 ft/ft
Critical Top Width 0.50 ft
Calculated Max Shear Stress 6.4397 lb/ft^2
Calculated Avg Shear Stress 1.6099 lb/ft^2
Channel Analysis: Pond Overflow B
Notes:
Input Parameters
Channel Type: Circular
Pipe Diameter 2.00 ft
Longitudinal Slope: 0.0418 ft/ft
Manning's n: 0.0150
Depth 2.0000 ft
Result Parameters
Flow 40.0847 cfs
Area of Flow 3.1416 ft^2
Wetted Perimeter 6.2832 ft
Hydraulic Radius 0.5000 ft
Average Velocity 12.7594 ft/s
Top Width 0.0000 ft
Froude Number: 0.0000
Critical Depth 1.9524 ft
Critical Velocity 12.8388 ft/s
Critical Slope: 0.0372 ft/ft
Critical Top Width 0.61 ft
Calculated Max Shear Stress 5.2166 lb/ft^2
Calculated Avg Shear Stress 1.3042 lb/ft^2
APPENDIX DSTORM DRAINAGE DESIGNREPORT21363.01
SIMKINS NORTH PARK TRACTS 2B & 4B
North Park Development Phase 1
April 5, 2019; Revised November 29, 2021
Project: 14‐167
1
Table of Contents
Attachments .................................................................................................................................... 2
1 Project Overview .................................................................................................................... 3
2 Pre-Development Drainage ..................................................................................................... 3
2.1 Off-Site Run On ............................................................................................................... 3
2.2 On-Site Pre-Development ................................................................................................ 4
2.3 Pre-Development Hydraulics ........................................................................................... 5
3 Post Development ................................................................................................................... 6
3.1 Development Sites............................................................................................................ 6
3.1.1 Development Sites Summary .................................................................................... 6
3.2 Pipe, Inlet and Street Capacity ......................................................................................... 8
3.3 Pipe Outfall Stability Ponds .......................................................................................... 9
3.4 Pond Sizing Current Improvements .............................................................................. 9
4 Maintenance Guidelines ........................................................................................................ 11
Table 1 - Off-Site Run-on Hydrology ............................................................................................. 4
Table 2 - Off-Site Pond Summary .................................................................................................. 4
Table 3 - Pre-Development Hydrology ........................................................................................... 5
Table 4 - Development Site Summary Pre-Development ............................................................ 7
Table 5 - Gutter Capacity ................................................................................................................ 8
Table 6 - Allowable Discharge Rates ............................................................................................. 9
Table 7 - Riprap Sizing for Pipe Outlets ......................................................................................... 9
Table 8 - Post Development Pond Basins ..................................................................................... 10
Table 9 Minimum Pond Sizing .................................................................................................. 10
Table 10 - Pond Stage-Storage-Outflow ....................................................................................... 10
Table 11 - Recommended Pond Maintenance .............................................................................. 12
North Park Development Phase 1
April 5, 2019; Revised November 29, 2021
Project: 14‐167
2
Attachments
Exhibits:
1.1 Vicinity Map
1.2 USGS Quad
1.3 Existing Conditions
1.4 Master Site Plan
1.5 Grading Overview Plan
2.1 Pre-Development Drainage Overview
2.2 Pre-Development Off-Site Drainage Basins
3.1 Post Development Improvements Overview
3.2 Post Development Drainage Overview Plan
3.3 Post Development Model Overview
Appendices:
A Pre-Development Hydrology
B Post Development Supporting Calculations
-Inlet Sizing Supporting Calculations
-Gutter Flow Capacity Supporting Information
-Riprap Sizing for Culvert Aprons
-Minimum Pond Sizing City of Bozeman Method
-Water Quality Volume Supporting Calculations
C Model Outputs
-10-year
-25-year
D Storm Drainage Plans
North Park Development Phase 1
April 5, 2019; Revised November 29, 2021
Project: 14‐167
3
1 Project Overview
The North Park Development is located near the north end of Bozeman just west of North 7th and
north of Mandeville Drive. The overall development is bounded by Red Wing Drive to the north,
Mandeville Drive to the south, Flora Lane to the east, and Interstate 90 to the west. Most of the
development area is state owned land that will be developed as lease sites. A portion of land at
the north end of the project is privately owned. The project is under jurisdiction of the City of
Bozeman (COB) and is being developed under the Master Site Plan process.
The overall development area is roughly divided in half by Mandeville Creek which runs north-
south through the project site. Phase 1 of the development consists of the area on the east side of
the creek. Land to the west of the creek will be developed as part of a future phase and is not
considered with the current design. A flood hazard evaluation dated December 9, 2017 was
completed for Mandeville Creek by Allied Engineering Services, Inc. (AESI).
Current improvements considered with this report are primarily related to street and conveyance
improvements. There are two primary drainage paths and outfall points within the project site for
the pre-development and post development conditions. One is to Mandeville Creek to the west;
the other is along a natural flow path between Wheat Drive and Flora Lane. There is a portion of
off-site drainage that is currently and will continue to be conveyed through the site. Individual
site developments will be considered as part of future Master Site Plans and will be responsible
for providing their own on-site storm detention or retention. Regional conveyance facilities are
provided to serve future site developments.
2 Pre‐Development Drainage
Site drainage consist of areas contributed by off-site areas that run onto the site and the areas
located within the project site. The areas are broken out separately but are considered with the
overall drainage system. An overview off-site and on-site drainage is provided on Exhibit 2.1; a
more detailed plan for off-site drainage is provided on Exhibit 2.2.
2.1 Off‐Site Run On
A portion of the areas located to the east of the project site drain west and north through the
development area. The off-site areas are displayed on Exhibit 2.2. The areas are developed and
include ponds to mitigate stormwater runoff. The existing ponds have been surveyed and are
included with the model to represent field conditions. Pond stage-storage and stage-outflow
tables and on-site pre-development model outputs are included with Appendix A. The pond
hydraulics and volumes were completed using Autodesk Civil 3D, and Hydraflow Hydrographs.
The existing ponds are modeled with the proposed development network, discussed in sections
below. A summary of the pond and basin characteristics are provided in Table 1 and Table 2.
North Park Development Phase 1
April 5, 2019; Revised November 29, 2021
Project: 14‐167
4
Table 1 - Off-Site Run-on Hydrology
Basin Area (acres) C Tc (min)25-year event
Intensity (in/hr) Peak Runoff Rate (cfs)
Off-1 2.62 0.8 12 2.19 4.58
Off-2 2.20 0.8 12 2.19 3.85
Off-3 3.22 0.8 12 2.19 5.63
Off-4 0.92 0.8 10.2 2.42 1.78
Off-5 1.38 0.8 13 2.07 2.29
Off-6 1.82 0.8 9 6.23 3.82
Off-7 3.35 0.8 8 2.88 7.71
Off-8 4.12 0.8 7 3.03 9.99
The existing ponds were modeled using Autodesk Storm and Sanitary Analysis 2017. Output
summaries are included with Appendix A and in Table 2.
Table 2 - Off-Site Pond Summary
Existing Pond Contributing
Basin(s)
Peak Flow In (cfs)
25-year
Peak Flow Out (cfs)
25-year
Murdochs Pond 1 Off-6 3.82 1.72
Murdochs Pond 2 Off-5 2.29 2.24
Murdochs Pond 3 Off-4 1.78 1.56
Murdochs Pond 4 Off-3 5.63 4.46
Space Bank Pond 1 Off-8 9.98 0.00
Space Bank Pond 2 Off-7 7.71 0.00
2.2 On‐Site Pre‐Development
The total pre-development area considered for the analysis is approximately 147 acres. The
analysis considers 5 separate pre-development basins within the site as shown on Exhibit 2.1.
The rational method was applied for the hydrologic analysis as outlined in the City of Bozeman
Design Standards. A runoff coefficient (C) of 0.2 was selected for all areas as all areas are
currently undeveloped. The time of concentration was determined using the TR-55 within
hydrographs. A Mannings n of 0.17 was assumed for sheet flow. Shallow concentrated flow for
an unpaved surface and channel flow was considered and estimated based on the TR55 method.
Rainfall intensities for each basin were determined based on the design storm event and the
calculated time to concentration. Off-site drainage areas and ponds are included with the model.
Table 3 provides a summary of the pre-development hydrology. Hydrographs were routed
together to provided totals shown for select areas with off-site contributing areas. An overview
showing the routing is provided with Appendix A.
North Park Development Phase 1
April 5, 2019; Revised November 29, 2021
Project: 14‐167
5
Table 3 - Pre-Development Hydrology
Basin Area
(acres)
Tc
(min)
10-year event 25-year event 100-year event
Intensity
(in/hr)
Peak
Runoff
Rate
(cfs)
Intensity
(in/hr)
Peak
Runoff
Rate
(cfs)
Intensity
(in/hr)
Peak
Runoff
Rate
(cfs)
Pre-1 24.0 28.9 1.03 4.9 1.24 6.0 1.64 7.9
Pre-2 42.8 43.4 0.80 6.8 0.97 8.3 1.26 10.8
Pre-3 49.2 42.7 0.80 7.8 0.97 9.5 1.26 12.4
Pre-4 3.7 23.1 1.19 0.9 1.44 1.1 1.92 1.4
Pre-5 10.0 23.9 1.16 2.3 1.40 2.8 1.87 3.7
Pre-3
Combined Pre-3, Off-2, Off-3, Off-4 10.3 12.2 16.3
Pre-5
Combined Pre-5, Off-1 5.0 6.0 8.1
*Combined basins include off-site drainage routing.
2.3 Pre‐Development Hydraulics
Pre-development drainage is broken up as discussed in the previous section. The primary outfall
points to the north across the Railroad and Frontage Road are Mandeville Creek and a crossing
near to the east of Mandeville Creek near the existing water and sewer. The crossings are shown
on Exhibit 1.3 with the attachments.
The Mandeville Creek crossings consist of a 36 CMP for the Red Wing crossing and 36 RCPs
for the Railroad and Frontage Road Crossings. An analysis of the crossings was completed as
part of the North Park Flood Hazard Evaluation to determine the starting water surface elevation
for use in the HEC-RAS model. The analysis was completed based on the 100-year design event
estimated to be 517-cfs. Overtopping occurs to the west for the culverts prior to overtopping the
Railroad or Frontage Road. Refer to the Flood Hazard Evaluation for Mandeville Creek by
Allied Engineering Services, Inc. for additional information.
The drainage crossing/outfall point for pre-development basin 3 near the existing water and
sewer consists of a 24 RCP for Red Wing and a 36 RCP for the Railroad crossing. The existing
culverts should be inspected, and maintenance completed if necessary. It should be noted that the
existing culverts are located within the railroad right-of-way and maintenance would need to be
completed by the railroad or a permit obtained to perform the maintenance. A crossing for the
Frontage Road was not observed and drainage appears to flow west to the next major crossing at
Mandeville Creek.
Drainage from pre-development basins 4 and 5 outfall to the ditch along Red Wing Drive,
following the roadway north/west to the pre-development basin 3 outfall point. Near the outfall
point for pre-development basin 5, a minor depression can be observed. Ponding along Red
Wing Drive is expected and runoff overtopping Red Wing is anticipated to pond under the 7th
North Park Development Phase 1
April 5, 2019; Revised November 29, 2021
Project: 14‐167
6
Street/Frontage Road overpass near the Railroad tracks. While a culvert crossing the railroad
tracks as this location is possible, one was not able to be observed. Future development of sites
discharging to this area should be carefully considered. An improvement to the existing roadside
ditch along Red Wing Drive to the northwest could alleviate some of the drainage/ponding
concerns. Downstream conveyance as noted above should be maintained to ensure positive
drainage throughout the outfall path. Drainage improvements would need to be completed by the
railroad or coordinated and permitted through the railroad.
3 Post Development
Analysis and sizing of the post development facilities was primarily completed in Autodesk
Storm and Sanitary Analysis, 2019. Overviews of the infrastructure, drainage basins, and model
are provided with Exhibits 3.1 through 3.3. The model represents inlets, pipes, and ponds. The
report breaks the components out separately for simplicity. Refer to the model outputs in
Appendix C for detailed input and output information. Storm drainage will be conveyed to a
main outfall line running north-south along the eastern portion of the project site. The line will
convey runoff from the streets once detained and from the adjacent development areas. Future
development areas will be required to include their own storm drainage ponds. Development
areas located to the west of Wheat Drive will primarily discharge to Mandeville Creek after
being routed through future storm drainage ponds. Some areas will be able to discharge to storm
stubs or drain lines. The allowable discharge rates to each of the stubs are provided in the
sections below. Temporary grading to the invert of some stubs is provided to convey runoff from
low areas prior to development of the site.
The storm drainage outfall point for the first phase of street and infrastructure improvements will
be to the existing natural drainage/low area of the site. Storm runoff will be treated by the
proposed detention pond with limited or no discharge for smaller storm events based on
provisions to store the first 0.5-inches of runoff. Runoff that is generated will discharge to the
existing natural drainage path. It is anticipated that runoff from smaller events will infiltrate as it
crosses the existing field. The existing drainage path continues north to existing Red Wing Drive,
from there drainage continues northwest along Red Wing Drive to Mandeville Creek. It is
anticipated that additional drainage conveyance and storage improvements will be made as part
of future phases of work and street improvements. Once final configurations are determined,
additional storm drainage reports and analyses will be provided.
3.1 Development Sites
The North Park Development will ultimately consist of several individual site developments
required to provide their own on-site detention/retention. Current improvements will include
storm drain lines for conveyance of runoff from streets and the future site developments. Other
areas of future development will convey runoff to Mandeville Creek or continue to discharge
along Red Wing Drive.
3.1.1 Development Sites Summary
The future development of some areas will not feasibly be able to discharge to the storm
drainage collection and conveyance infrastructure provided as part of the proposed
improvements discussed in this report. The development sites will discharge to existing drainage
North Park Development Phase 1
April 5, 2019; Revised November 29, 2021
Project: 14‐167
7
features either along Red Wing Drive or to Mandeville Creek. Other areas are provided stubs or
can discharge to storm drainage conveyance lines. A summary of the pre-development condition
for each of the development sites is outlined in Table 4 below. Each development area will be
required to provide storage necessary to limit peak runoff rates to the pre-development rate
provided below. The drainage basins and infrastructure are shown on Exhibit 3.2. More
information is provided with the following descriptions.
Table 4 - Development Site Summary Pre-Development
Basin Area
(acres)
Tc
(min)
C 10-yr Peak Runoff
Rate (cfs)
25-yr Peak Runoff
Rate (cfs)
ST-WHT15+30L 10.0 35 0.2 1.8 2.2
ST-WHT23+30L 7.56 22 0.2 1.9 2.2
CUL-RDA-5+50 12.13 24 0.2 2.8 3.4
CUL-RDB-19+25 10.98 21 0.2 2.8 3.4
SUB-4-B 10.00 18 0.2 2.8 3.4
TR-3-Off 10.54 17 0.2 3.1 3.7
TR-5-Off 17.53 24 0.2 4.1 4.9
TR-3-B-Off 7.67 19 0.2 2.1 2.5
TR-2-B-Off 14.27 24 0.2 3.3 4.0
TR-4-B-Off 5.06 13 0.2 1.8 2.1
TR-6-Off 8.93 24 0.2 2.1 2.5
Development Site ~ Pre-Development Basin 1:
Development areas that fall within Pre-Development Drainage Basin 1 (shown on Exhibit 2.1)
are anticipated to discharge to Mandeville Creek. Development site within the basin include
Tracts 3 and 5 on the State-owned lease areas and Tract 3-B and 2B on the privately owned
portion of land. Each Tract is anticipated to be broken into subsequent Tracts with as part of
future site plans/master site plans. In general, each of the sites will drain to the north and west as
to best match the existing ground slope. All developed areas are required to be treated for water
quality and peak runoff rates as outlined by the City of Bozeman Design Standards. This may
involve multiple small ponds or a single larger pond and the downstream and of the project.
Depending on the discharge points to Mandeville Creek, new culverts may be required to cross
the proposed public trail.
Development Sites ~ Pre-Development Basins 4 and 5:
Drainage from a portion of Tract 6 of the State lease site and Tract 4-B of the fee simple lots will
continue to outfall along Red Wing Drive as with the pre-development condition. Estimates of
the pre-development runoff rates for the development areas were provided in Table 4 above. As
part of future individual site plans, a storm drainage plan for treatment and control of peak runoff
rates will be required. The outfall points will be to the roadside ditch along Red Wing Drive.
Special considerations should be given to maintaining drainage along Red Wing Drive.
North Park Development Phase 1
April 5, 2019; Revised November 29, 2021
Project: 14‐167
8
The current/pre-development drainage condition was discussed in the pre-development drainage
section above. It is recommended that future improvements involve improvements to the Red
Wing Drive roadside ditch in order to maintain positive drainage to the northwest. The final
useable or abandonment of Red Wing Drive is currently unknown; however, future abandonment
of the road may be an opportunity for coordination with the railroad to include drainage
improvements.
3.2 Pipe, Inlet and Street Capacity
The COB Design Standards and Specifications require that conveyance facilities be sized for the
25-year design event. Inlets are sized to ensure a maximum depth of 0.30-feet over the gutter
flow line. This is based on the typical curb detail and COB criteria of a maximum depth 0.15-feet
below the top of curb elevation. The model includes on-grade inlets where appropriate and
provides conveyance of bypass flow to the next downstream inlet. Inlet capacity calculations
within the model are based on the HEC-22 weir vs orifice method. Sample calculations are
provided in Appendix B to support the model. The capacity for a single curb inlet is 2.5-cfs; the
capacity of a double curb inlet is 3.7-cfs.
Peak flow rates for gutter flow is observed at the point of collection at inlets. The allowable
gutter spread is 9.5-feet based on the allowable gutter flow depth and standard cross slope of 3%.
Gutter capacity was determined for various longitudinal street grades and is provided in Table 5.
The capacity is based on the HEC-22 method for both uniform and composite sections. Refer to
Appendix B for supporting information.
Table 5 - Gutter Capacity
Longitudinal Street Grade (%)Gutter Capacity
Uniform Section (cfs)
Gutter Capacity
Composite Section (cfs)
0.5 3.6 3.8
0.75 4.4 4.6
1.00 5.0 5.3
1.25 5.6 5.8
Storm drain pipes are required to be sized for the 25-year event with no surcharging. Pipes from
an inlet will generally be 12-inch while pipes conveying more than one inlet or stub will be a
minimum of 15-inch. Summary output data for multiple design events are included with the
model outputs in Appendix C. A summary of elevation data is provided for all manholes
including the rim, invert, and maximum water surface elevations. A minimum sump of 9-inches
from the lowest pipe invert will be provided; junctions in the model may not display a sump.
The storm drainage pipes are sized to accept drainage from adjacent development areas post
treatment. A summary of the stub sizes and allowable discharge rates are provided in Table 6.
The stubs provided in the table do not consider development areas adjacent to the primary
conveyance line running north-south through the size. The main conveyance line is sized to
convey the development areas; however, specific stub locations have not yet been determined.
Each development area will be required to provide detention ponds adequate to meet the City of
North Park Development Phase 1
April 5, 2019; Revised November 29, 2021
Project: 14‐167
9
Bozeman detention and water quality volumes. Each development must consider the peak
discharge rates from the proposed storm drainage ponds for up to the 25-year event.
Table 6 - Allowable Discharge Rates
Stub Size/Grade
(inches/%)
Allowable Discharge
(cfs) 25-year event Development Site
ST-WHT15+30L 15/0.57 2.2 Tract/Area 3
ST-WHT23+30L 12/0.87 2.2 Tract/Area 5
CUL-RDA-5+50 Main line 3.4 Tract 4
CUL-RDB-19+25 Main line 3.4 Tract 6
SUB-4-B Main line 3.4 Tract 4-B
3.3 Pipe Outfall Stability Ponds
Pipe outfalls will need to be armored to prevent erosion. The stability of the outfalls is based on
Riprap Sizing for Culvert Aprons from equation 10.4 in HEC-14. A summary of the pipe outfalls
and the required rock size is provided in Table 7. Supporting information is included in
Appendix B.
Table 7 - Riprap Sizing for Pipe Outlets
Pipe Outlet Pipe Size (inches)25-year peak flow
rate (cfs)
Required Rock Size
(inches)
Pond 1 18 11.8 6
Pond 2 18 6.2 3
Pond 3 15 2.7 1
3.4 Pond Sizing Current Improvements
Pond sizing was completed based on the City of Bozeman methodology described in the City of
Bozeman Design Standards and Specifications Addendum 6 approved 05/01/2017. The
extended detention volume is the storage volume generated from the first 0.5 inches of rainfall
from a 24-hour storm. The extended detention volume is based on the curve number equation
using a weighted curve number based on open space vs. paved areas. The extended detention
volume is for water quality purposes; the volume will be slowly released by a small orifice
placed at the pond bottom elevation. The native soils consist of silts and clay leading to relatively
slow infiltration rates. Test pits extending roughly 9 to 10 feet did not encounter groundwater,
but native gravel if observed were near the bottom of the excavations. The relatively small
orifice in the outlet structures will allow for a slow release of runoff not initially infiltrated. The
slow outflow will allow for control of sediment and water quality but also provide some means
to avoid prolonged standing water within the ponds. The weir control invert is set at or above the
elevation providing the water quality volume. The pre-development and post development
hydrology for the street basins are provided in Table 8. The resulting minimum volumes and
areas are provided in Table 9. Supporting information for the minimum pond sizing is provided
North Park Development Phase 1
April 5, 2019; Revised November 29, 2021
Project: 14‐167
10
in Appendix B. Model outputs provide additional information related to observed outlet flow
rates and maximum water depths in Appendix C.
Table 8 - Post Development Pond Basins
Basin Area
(acres)
Tc
(min)
Pre
Tc
(min)
Post
C
Pre
C
Post
Pre-Development
10-year
Post Development
10-year
Intensity
(in/hr)
Peak
Runoff
Rate
(cfs)
Intensity
(in/hr)
Peak
Runoff
Rate
(cfs)
1 6.07 37 19 0.20 0.75 0.88 1.07 1.35 6.19
2 3.60 34 17 0.20 0.74 0.93 0.67 1.43 3.81
3 1.90 23 10 0.20 0.71 1.20 0.46 2.05 2.79
Table 9 Minimum Pond Sizing
Pond
Extended
Detention
Volume (CF)
Minimum
Detention
Volume (CF)
Minimum
Retention
Volume (CF)
Minimum Pond
Area (SF)
1 1,116 6,682 13,436 155
2 633 3,741 7,811 97
3 312 1,636 3,988 67
A summary of the pond stage-storage and stage-outflow relationships are provided in Table 10.
Pond volumes are based on the design graded pond surface; the pond volumes were obtained
using Autodesk Civil 3D. The outflow rates are based on weir and orifice calculations and the
outlet pipe control for higher flows.
Table 10 - Pond Stage-Storage-Outflow
Stage
(ft)
Pond 1 Pond 2 Pond 3
Storage
(cf)
Outflow
(cfs)
Storage
(cf)
Outflow
(cfs)
Storage
(cf)
Outflow
(cfs)
0.00 0 0 0 0 0 0
0.25 - 0.03 - 0.03 - 0.03
0.50 1,935 0.15 3,323 0.15 956 0.15
0.75 - 0.19 - 0.19 - 0.19
1.00 4,188 0.36 7,056 0.22 2,184 0.22
1.25 - 0.64 - 0.46 - 0.36
1.50 6,771 0.99 11,213 0.84 3,725 0.57
1.75 - 1.40 - 1.38 - 0.84
2.00 9,696 1.86 15,805 1.99 5,520 1.16
2.25 - 3.61 - 2.67 - 2.76
2.50 12,975 6.44 20,844 3.42 7,656 5.43
North Park Development Phase 1
April 5, 2019; Revised November 29, 2021
Project: 14‐167
11
Ponds 2 and 3 have been oversized to accept additional drainage from adjacent development sites
and to provide additional treatment and control of runoff. The development areas have been
designated above with allowable discharge rates to the storm drain network; these areas require
stormwater treatment prior to discharge from the site to the storm drainage network. Oversizing
the pond will further assist with control of runoff for the overall development area. Small
development areas adjacent to ponds 2 and 3 will be able to direct discharge to the ponds without
treatment. More information is provided below.
The area located at the northeast of the intersection of Wheat Drive and Fauna Street is roughly
1-acre is size. The Phillips 66 pipeline bounds the property to the north. Special considerations
will be required along with coordination to cross the gas line. The other area permitting to direct
discharge to pond 3 is a small development area located adjacent to the existing cell tower site
and along Wheat drive. Both sites will need to consider the actual proposed development and
impact to the ponds once final configurations are determined. Capacity is not anticipate to be an
issue based on the size of the ponds and contributing areas. Additional analysis for future
developments will need to consider the overall storm system; but may demonstrate excess
capacity is available for treatment from development areas. Conveyance to the ponds will be a
challenge and may not be feasible depending on the site configuration. As a result of the
challenges and unknown site configurations, development areas have been left out of the current
capacity calculations.
A flow diversion is utilized for Pond 1 to direct excess runoff generated by off-site areas and
runoff already treated around the pond. This will prevent the pond from becoming inundated and
overtopping the banks in high-runoff situations. The flow diversion structure is shown on plan
detail sheet C1.5. Initial runoff entering the diversion structure will be routed to the pond. If
either the pond is backwatered to a depth of 1.6-ft or the rate of runoff entering the structure
becomes excessive, stormwater will overtop the overflow weir and bypass the pond.
4 Maintenance Guidelines
Maintenance of the pond and conveyance pipe located outside the public street easement will be
the responsibility of the Property Owners Association. The inlets and storm drainage piping
within the public street will be maintained by the City of Bozeman. Easements will be provided
for access to and maintenance of all facilities. A summary of the recommended maintenance
activities for stormwater ponds (extended detention basins (EDB)) is provided in Table 11. The
recommendations are from Table 5.7-1 of the Montana Post Construction Storm Water BMP
Design Guidance Manual.
North Park Development Phase 1
April 5, 2019; Revised November 29, 2021
Project: 14‐167
12
Table 11 - Recommended Pond Maintenance
Activity Frequency
Remove litter/debris from all components of the EDB
Repair inlet, outlet trick channel, and all other structural
components required for the basin to operate as intended
Repair and revegetate eroded areas. If turn grass requires
replacement, use a species with similar growth requirements.
Regularly manage all vegetation and remove all clippings.
Where applicable, irrigate during dry weather and replace broken
sprinkler heads. Completely drain the irrigation system before the
first winter freeze and check for damaged components upon
reactivation in the spring.
Repair maintenance routes, if applicable
Inspect the EDB for signs of mosquito larvae during summer
months and provide treatment when breeding is found. If available,
a local mosquito control service could be used to carry out these
inspections.
As needed
Trim vegetation for aesthetics and mosquito control. Prevent
establishment of woody vegetation on or near bers or
embankments.
Evaluate the health of vegetation and remove and replace any dead
or dying plants.
Remove all green waste and dispose of properly.
Semiannually
Inspect all components of the EDB in accordance with an
approved inspection form according to local jurisdiction
requirements.
Annually
Remove sediment from the micropool when the depth has been
reduced to approximately 18 inches.
Remove sediment from the forebay before it becomes a significant
source of pollutants for the remainder of the EDB
Typically 1 to 4
years
Remove accumulated sediment and re-grade when the accumulated
sediment volume exceeds 10 percent of the main treatment cell
design volume. Dispose of sediment properly.
Typically 10 to 20
years (or as needed)
Storm drainage inlets and piping should be inspected to ensure that conveyance is maintained
and that accumulated debris and sediment is removed. The sumps located in all storm drainage
structures will collect trash and sediment and will need to be periodically cleaned out. Drainage
pipes may also collect sediment and may need to be flushed with sediment collected at the next
downstream manhole/junction.
Appendix A
Pre‐Development
Space Bank Pond 1 bottom area 2500 sf Outlet
overtop around top of bank at 4718.0
Stage Elevation Storage (cy) Storage (cf)long ~50ft Stage Discharge (cfs)
0 4715 0.37 9.99 0 0
0.5 4715.5 28.67 774.09 0.5 0
1 4716 96.02 2592.54 1 0
1.5 4716.5 182.52 4928.04 1.5 0
2 4717 287.74 7768.98 2 0
2.5 4717.5 412.93 11149.11 2.5 0
3 4718.00 556.32 15020.64 3 0
3.5 4718.5 709.97 19169.19 3.2 11.63
3.6 60.42
Space Bank Pond 2 bottom area 627 sf Outlet
Stage Elevation Storage (cy) Storage (cf)total of ~30‐ft wide at 4722 Stage Discharge (cfs)
0 4719.5 2.87 77.49 0.00 0.00
0.5 4720 26.59 717.93 0.50 0.00
1 4720.5 71.35 1926.45 1.00 0.00
1.5 4721 132.16 3568.32 1.50 0.00
2 4721.5 208.37 5625.99 2.00 0.00
2.5 4722 300.58 8115.66 2.50 0.00
3 4722.5 407.66 11006.82 2.70 6.98
3.00 27.58
Murdochs Pond 1 bottom area 1590 sf Outlet
spill point at 4740.33
Stage Elevation Storage (cy) Storage (cf)15‐ft wide at 4740.5 Stage Discharge (cfs)
0 4739.83 6.03 162.81 use broad crested 0 0
0.5 4740.33 44.49 1201.23 0.5 0
1 4740.83 98.99 2672.73 0.6 1.233
1.5 4741.33 164.21 4433.67 0.9 9.866
1.2 22.84
1.5 39
Murdochs Pond 2 bottom area 100 sf Outlet
approx. 20‐ft weir at 4739.2
Stage Elevation Storage (cy) Storage (cf)outlet structure ‐ invert out = 4737.07 Stage Discharge (cfs)
0 4738.5 0 0 discharge to south space bank pond 0 0
0.5 4739 8.79 237.33 Rim may control ‐ 4739.35 0.25 0
1 4739.5 26.87 725.49 3‐ft dia? 0.5 0
1.5 4740 52.79 1425.33 Neehah R‐2557 A = 2.0 P = 8.4 0.85 0
2 4740.5 84.57 2283.39 will spill out of bank first 1 8.545
1.25 21.21
1.5 37.21
1.75 55.95
2 77.08
Murdochs Pond 3 bottom area 37 sf Outlet
Overtopping ~4739.50 will be used ‐
Stage Elevation Storage (cy) Storage (cf)likely pond to ~4739.75 or 4740 Stage Discharge (cfs)
0 4738 0 0 before overtopping surrounding area 0 0
0.5 4738.5 2.82 76.14 assume 20‐ft at 39.5 0.25 0
1 4739 8.15 220.05 0.5 0
1.5 4739.5 15.72 424.44 0.75 0
2 4740 25.76 695.52 1 0
2.5 4740.5 37.2 1004.4 1.25 0
1.5 0
1.75 6.5
2 18.38
2.25 33.77
2.5 52
Murdochs Pond 4 bottom area 450 sf Outlet
outlet structure
Stage Elevation Storage (cy) Storage (cf)invert of 35' 12" RCP = 4732.51 Stage Discharge (cfs)
0 4733.5 0 0 (SAME AS END OF PIPE) 0 1.69
0.5 4734 8.5 229.5 VERIFY IT IS THE INVERT… 0.25 2.64
1 4734.5 20.69 558.63 assume 12" outlet pipe and overtopping 0.5 3.33
1.5 4735 37.04 1000.08 overtopping at 4735 0.75 3.89
2 4735.5 56.74 1531.98 assume 0.5%? 1 4.39
2.5 4736 78.19 2111.13 1.25 4.83
1.5 5.24
1.75 12.12
2 24.35
2.25 40.05
2.5 58.55
Hydrograph Return Period Recap
1
Hyd. Hydrograph Inflow Peak Outflow (cfs)Hydrograph
No. type hyd(s)Description
(origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
1 Rational ------------- 2.673 ------- ------- 4.928 5.962 ------- 7.891 PRE-1
2 Rational ------------- 3.764 ------- ------- 6.803 8.264 ------- 10.81 PRE-2
3 Rational ------------- 4.327 ------- ------- 7.820 9.499 ------- 12.42 PRE-3
4 Rational ------------- 0.474 ------- ------- 0.883 1.066 ------- 1.421 PRE-4
5 Rational ------------- 1.248 ------- ------- 2.322 2.804 ------- 3.732 PRE-5
6 Rational ------------- 1.982 ------- ------- 3.819 4.580 ------- 6.223 Off-1
7 Rational ------------- 1.680 ------- ------- 3.236 3.880 ------- 5.273 Off-2
8 Rational ------------- 2.436 ------- ------- 4.693 5.628 ------- 7.648 Off-3
9 Rational ------------- 0.776 ------- ------- 1.510 1.807 ------- 2.469 Off-4
10 Rational ------------- 0.995 ------- ------- 1.909 2.292 ------- 3.107 Off-5
11 Rational ------------- 1.636 ------- ------- 3.198 3.824 ------- 5.242 Off-6
12 Rational ------------- 3.232 ------- ------- 6.355 7.591 ------- 10.44 Off-7
13 Rational ------------- 4.307 ------- ------- 8.524 10.17 ------- 14.04 Off-8
14 Reservoir 11 ------- 0.000 ------- ------- 1.328 1.961 ------- 3.344 Murdochs Pond 1
15 Reservoir 10 ------- 0.937 ------- ------- 1.814 2.178 ------- 2.953 Murdochs Pond 2
16 Reservoir 9 ------- 0.311 ------- ------- 1.622 2.030 ------- 2.347 Murdochs Pond 3
17 Reservoir 8 ------- 2.282 ------- ------- 3.870 4.428 ------- 6.255 Murdochs Pond 4
18 Combine 12, 14, 15, ------- 3.232 ------- ------- 6.870 8.577 ------- 12.46 Murdochs Pond 1 & 2
19 Reservoir 18 ------- 0.000 ------- ------- 0.000 0.000 ------- 0.000 Space Bank Pond 2 Comb
20 Combine 13, 19 ------- 4.307 ------- ------- 8.524 10.17 ------- 14.04 SB Pond 1 Comb
21 Reservoir 20 ------- 0.000 ------- ------- 0.000 0.000 ------- 0.000 SB Pond 1 Combined
22 Combine 3, 7, 16,
17,
------- 5.130 ------- ------- 10.30 12.16 ------- 16.25 Pre-3 Combined
23 Combine 5, 6, ------- 2.606 ------- ------- 4.980 5.982 ------- 8.089 Pre-5 Combined
Proj. file: Pre-development and offsite.gpw Tuesday, 11 / 10 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hydrograph Summary Report
2
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft)(cuft)
1 Rational 4.928 1 29 8,575 ------------------PRE-1
2 Rational 6.803 1 43 17,552 ------------------PRE-2
3 Rational 7.820 1 43 20,177 ------------------PRE-3
4 Rational 0.883 1 23 1,219 ------------------PRE-4
5 Rational 2.322 1 24 3,344 ------------------PRE-5
6 Rational 3.819 1 12 2,749 ------------------Off-1
7 Rational 3.236 1 12 2,330 ------------------Off-2
8 Rational 4.693 1 12 3,379 ------------------Off-3
9 Rational 1.510 1 10 906 ------------------Off-4
10 Rational 1.909 1 13 1,489 ------------------Off-5
11 Rational 3.198 1 9 1,727 ------------------Off-6
12 Rational 6.355 1 8 3,050 ------------------Off-7
13 Rational 8.524 1 7 3,580 ------------------Off-8
14 Reservoir 1.328 1 14 526 11 4740.40 1,396 Murdochs Pond 1
15 Reservoir 1.814 1 14 1,252 10 4739.11 341 Murdochs Pond 2
16 Reservoir 1.622 1 11 482 9 4739.58 455 Murdochs Pond 3
17 Reservoir 3.870 1 14 3,379 8 4734.26 398 Murdochs Pond 4
18 Combine 6.870 1 8 4,829 12, 14, 15,------------Murdochs Pond 1 & 2
19 Reservoir 0.000 1 n/a 0 18 4721.31 4,829 Space Bank Pond 2 Comb
20 Combine 8.524 1 7 3,580 13, 19 ------------SB Pond 1 Comb
21 Reservoir 0.000 1 n/a 0 20 4716.21 3,580 SB Pond 1 Combined
22 Combine 10.30 1 12 26,368 3, 7, 16,
17,
------------Pre-3 Combined
23 Combine 4.980 1 12 6,093 5, 6,------------Pre-5 Combined
Pre-development and offsite.gpw Return Period: 10 Year Tuesday, 11 / 10 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 11 / 10 / 2020
Hyd. No. 1
PRE-1
Hydrograph type = Rational Peak discharge = 4.928 cfs
Storm frequency = 10 yrs Time to peak = 0.48 hrs
Time interval = 1 min Hyd. volume = 8,575 cuft
Drainage area = 24.000 ac Runoff coeff. = 0.2
Intensity = 1.027 in/hr Tc by TR55 = 29.00 min
IDF Curve = COB Rainfall.IDF Asc/Rec limb fact = 1/1
3
0.0 0.2 0.3 0.5 0.7 0.8 1.0
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
Q (cfs)
Time (hrs)
PRE-1
Hyd. No. 1 -- 10 Year
Hyd No. 1
TR55 Tc Worksheet 4
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hyd. No. 1
PRE-1
Description A B C Totals
Sheet Flow
Manning's n-value = 0.170 0.011 0.011
Flow length (ft)= 100.0 0.0 0.0
Two-year 24-hr precip. (in) = 1.00 0.00 0.00
Land slope (%) = 5.00 0.00 0.00
Travel Time (min)= 13.43 + 0.00 + 0.00 = 13.43
Shallow Concentrated Flow
Flow length (ft)= 1825.00 0.00 0.00
Watercourse slope (%)= 1.49 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s)=1.97 0.00 0.00
Travel Time (min)= 15.44 + 0.00 + 0.00 = 15.44
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft)({0})0.0 0.0 0.0
Travel Time (min)= 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc .............................................................................. 29.00 min
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 11 / 10 / 2020
Hyd. No. 2
PRE-2
Hydrograph type = Rational Peak discharge = 6.803 cfs
Storm frequency = 10 yrs Time to peak = 0.72 hrs
Time interval = 1 min Hyd. volume = 17,552 cuft
Drainage area = 42.800 ac Runoff coeff. = 0.2
Intensity = 0.795 in/hr Tc by TR55 = 43.00 min
IDF Curve = COB Rainfall.IDF Asc/Rec limb fact = 1/1
5
0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
7.00 7.00
Q (cfs)
Time (hrs)
PRE-2
Hyd. No. 2 -- 10 Year
Hyd No. 2
TR55 Tc Worksheet 6
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hyd. No. 2
PRE-2
Description A B C Totals
Sheet Flow
Manning's n-value = 0.170 0.011 0.011
Flow length (ft)= 100.0 0.0 0.0
Two-year 24-hr precip. (in) = 1.00 0.00 0.00
Land slope (%) = 0.80 0.00 0.00
Travel Time (min)= 27.95 + 0.00 + 0.00 = 27.95
Shallow Concentrated Flow
Flow length (ft)= 1500.00 0.00 0.00
Watercourse slope (%)= 1.00 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s)=1.61 0.00 0.00
Travel Time (min)= 15.49 + 0.00 + 0.00 = 15.49
Channel Flow
X sectional flow area (sqft) = 56.50 0.00 0.00
Wetted perimeter (ft) = 35.00 0.00 0.00
Channel slope (%) = 1.32 0.00 0.00
Manning's n-value = 0.025 0.015 0.015
Velocity (ft/s) =9.44
0.00
0.00
Flow length (ft)({0})0.0 0.0 0.0
Travel Time (min)= 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc .............................................................................. 43.00 min
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 11 / 10 / 2020
Hyd. No. 3
PRE-3
Hydrograph type = Rational Peak discharge = 7.820 cfs
Storm frequency = 10 yrs Time to peak = 0.72 hrs
Time interval = 1 min Hyd. volume = 20,177 cuft
Drainage area = 49.200 ac Runoff coeff. = 0.2
Intensity = 0.795 in/hr Tc by TR55 = 43.00 min
IDF Curve = COB Rainfall.IDF Asc/Rec limb fact = 1/1
7
0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
Q (cfs)
Time (hrs)
PRE-3
Hyd. No. 3 -- 10 Year
Hyd No. 3
TR55 Tc Worksheet 8
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hyd. No. 3
PRE-3
Description A B C Totals
Sheet Flow
Manning's n-value = 0.170 0.011 0.011
Flow length (ft)= 100.0 0.0 0.0
Two-year 24-hr precip. (in) = 1.00 0.00 0.00
Land slope (%) = 0.80 0.00 0.00
Travel Time (min)= 27.95 + 0.00 + 0.00 = 27.95
Shallow Concentrated Flow
Flow length (ft)= 685.00 0.00 0.00
Watercourse slope (%)= 1.24 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s)=1.80 0.00 0.00
Travel Time (min)= 6.35 + 0.00 + 0.00 = 6.35
Channel Flow
X sectional flow area (sqft) = 51.00 0.00 0.00
Wetted perimeter (ft) = 90.00 0.00 0.00
Channel slope (%) = 1.38 0.00 0.00
Manning's n-value = 0.025 0.015 0.015
Velocity (ft/s) =4.79
0.00
0.00
Flow length (ft)({0})2410.0 0.0 0.0
Travel Time (min)= 8.39 + 0.00 + 0.00 = 8.39
Total Travel Time, Tc .............................................................................. 43.00 min
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 11 / 10 / 2020
Hyd. No. 4
PRE-4
Hydrograph type = Rational Peak discharge = 0.883 cfs
Storm frequency = 10 yrs Time to peak = 0.38 hrs
Time interval = 1 min Hyd. volume = 1,219 cuft
Drainage area = 3.700 ac Runoff coeff. = 0.2
Intensity = 1.194 in/hr Tc by TR55 = 23.00 min
IDF Curve = COB Rainfall.IDF Asc/Rec limb fact = 1/1
9
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1
Q (cfs)
0.00 0.00
0.10 0.10
0.20 0.20
0.30 0.30
0.40 0.40
0.50 0.50
0.60 0.60
0.70 0.70
0.80 0.80
0.90 0.90
1.00 1.00
Q (cfs)
Time (hrs)
PRE-4
Hyd. No. 4 -- 10 Year
Hyd No. 4
TR55 Tc Worksheet 10
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hyd. No. 4
PRE-4
Description A B C Totals
Sheet Flow
Manning's n-value = 0.170 0.011 0.011
Flow length (ft)= 100.0 0.0 0.0
Two-year 24-hr precip. (in) = 1.00 0.00 0.00
Land slope (%) = 1.60 0.00 0.00
Travel Time (min)= 21.18 + 0.00 + 0.00 = 21.18
Shallow Concentrated Flow
Flow length (ft)= 296.00 0.00 0.00
Watercourse slope (%)= 2.60 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s)=2.60 0.00 0.00
Travel Time (min)= 1.90 + 0.00 + 0.00 = 1.90
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft)({0})0.0 0.0 0.0
Travel Time (min)= 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc .............................................................................. 23.00 min
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 11 / 10 / 2020
Hyd. No. 5
PRE-5
Hydrograph type = Rational Peak discharge = 2.322 cfs
Storm frequency = 10 yrs Time to peak = 0.40 hrs
Time interval = 1 min Hyd. volume = 3,344 cuft
Drainage area = 10.000 ac Runoff coeff. = 0.2
Intensity = 1.161 in/hr Tc by TR55 = 24.00 min
IDF Curve = COB Rainfall.IDF Asc/Rec limb fact = 1/1
11
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (hrs)
PRE-5
Hyd. No. 5 -- 10 Year
Hyd No. 5
TR55 Tc Worksheet 12
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hyd. No. 5
PRE-5
Description A B C Totals
Sheet Flow
Manning's n-value = 0.170 0.011 0.011
Flow length (ft)= 100.0 0.0 0.0
Two-year 24-hr precip. (in) = 1.00 0.00 0.00
Land slope (%) = 2.20 0.00 0.00
Travel Time (min)= 18.65 + 0.00 + 0.00 = 18.65
Shallow Concentrated Flow
Flow length (ft)= 900.00 0.00 0.00
Watercourse slope (%)= 3.20 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s)=2.89 0.00 0.00
Travel Time (min)= 5.20 + 0.00 + 0.00 = 5.20
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft)({0})0.0 0.0 0.0
Travel Time (min)= 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc .............................................................................. 24.00 min
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 11 / 10 / 2020
Hyd. No. 6
Off-1
Hydrograph type = Rational Peak discharge = 3.819 cfs
Storm frequency = 10 yrs Time to peak = 0.20 hrs
Time interval = 1 min Hyd. volume = 2,749 cuft
Drainage area = 2.620 ac Runoff coeff. = 0.8
Intensity = 1.822 in/hr Tc by User = 12.00 min
IDF Curve = COB Rainfall.IDF Asc/Rec limb fact = 1/1
13
0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
Q (cfs)
Time (hrs)
Off-1
Hyd. No. 6 -- 10 Year
Hyd No. 6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 11 / 10 / 2020
Hyd. No. 7
Off-2
Hydrograph type = Rational Peak discharge = 3.236 cfs
Storm frequency = 10 yrs Time to peak = 0.20 hrs
Time interval = 1 min Hyd. volume = 2,330 cuft
Drainage area = 2.220 ac Runoff coeff. = 0.8
Intensity = 1.822 in/hr Tc by User = 12.00 min
IDF Curve = COB Rainfall.IDF Asc/Rec limb fact = 1/1
14
0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
Q (cfs)
Time (hrs)
Off-2
Hyd. No. 7 -- 10 Year
Hyd No. 7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 11 / 10 / 2020
Hyd. No. 8
Off-3
Hydrograph type = Rational Peak discharge = 4.693 cfs
Storm frequency = 10 yrs Time to peak = 0.20 hrs
Time interval = 1 min Hyd. volume = 3,379 cuft
Drainage area = 3.220 ac Runoff coeff. = 0.8
Intensity = 1.822 in/hr Tc by User = 12.00 min
IDF Curve = COB Rainfall.IDF Asc/Rec limb fact = 1/1
15
0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
Q (cfs)
Time (hrs)
Off-3
Hyd. No. 8 -- 10 Year
Hyd No. 8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 11 / 10 / 2020
Hyd. No. 9
Off-4
Hydrograph type = Rational Peak discharge = 1.510 cfs
Storm frequency = 10 yrs Time to peak = 0.17 hrs
Time interval = 1 min Hyd. volume = 906 cuft
Drainage area = 0.920 ac Runoff coeff. = 0.8
Intensity = 2.051 in/hr Tc by User = 10.00 min
IDF Curve = COB Rainfall.IDF Asc/Rec limb fact = 1/1
16
0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (hrs)
Off-4
Hyd. No. 9 -- 10 Year
Hyd No. 9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 11 / 10 / 2020
Hyd. No. 10
Off-5
Hydrograph type = Rational Peak discharge = 1.909 cfs
Storm frequency = 10 yrs Time to peak = 0.22 hrs
Time interval = 1 min Hyd. volume = 1,489 cuft
Drainage area = 1.380 ac Runoff coeff. = 0.8
Intensity = 1.730 in/hr Tc by User = 13.00 min
IDF Curve = COB Rainfall.IDF Asc/Rec limb fact = 1/1
17
0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4 0.4
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (hrs)
Off-5
Hyd. No. 10 -- 10 Year
Hyd No. 10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 11 / 10 / 2020
Hyd. No. 11
Off-6
Hydrograph type = Rational Peak discharge = 3.198 cfs
Storm frequency = 10 yrs Time to peak = 0.15 hrs
Time interval = 1 min Hyd. volume = 1,727 cuft
Drainage area = 1.820 ac Runoff coeff. = 0.8
Intensity = 2.197 in/hr Tc by User = 9.00 min
IDF Curve = COB Rainfall.IDF Asc/Rec limb fact = 1/1
18
0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
Q (cfs)
Time (hrs)
Off-6
Hyd. No. 11 -- 10 Year
Hyd No. 11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 11 / 10 / 2020
Hyd. No. 12
Off-7
Hydrograph type = Rational Peak discharge = 6.355 cfs
Storm frequency = 10 yrs Time to peak = 0.13 hrs
Time interval = 1 min Hyd. volume = 3,050 cuft
Drainage area = 3.350 ac Runoff coeff. = 0.8
Intensity = 2.371 in/hr Tc by User = 8.00 min
IDF Curve = COB Rainfall.IDF Asc/Rec limb fact = 1/1
19
0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
7.00 7.00
Q (cfs)
Time (hrs)
Off-7
Hyd. No. 12 -- 10 Year
Hyd No. 12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 11 / 10 / 2020
Hyd. No. 13
Off-8
Hydrograph type = Rational Peak discharge = 8.524 cfs
Storm frequency = 10 yrs Time to peak = 0.12 hrs
Time interval = 1 min Hyd. volume = 3,580 cuft
Drainage area = 4.120 ac Runoff coeff. = 0.8
Intensity = 2.586 in/hr Tc by User = 7.00 min
IDF Curve = COB Rainfall.IDF Asc/Rec limb fact = 1/1
20
0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
Q (cfs)
Time (hrs)
Off-8
Hyd. No. 13 -- 10 Year
Hyd No. 13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 11 / 10 / 2020
Hyd. No. 14
Murdochs Pond 1
Hydrograph type = Reservoir Peak discharge = 1.328 cfs
Storm frequency = 10 yrs Time to peak = 0.23 hrs
Time interval = 1 min Hyd. volume = 526 cuft
Inflow hyd. No.= 11 - Off-6 Max. Elevation = 4740.40 ft
Reservoir name = Murdochs 1 Max. Storage = 1,396 cuft
Storage Indication method used.
21
0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4 0.4 0.5
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
Q (cfs)
Time (hrs)
Murdochs Pond 1
Hyd. No. 14 -- 10 Year
Hyd No. 14 Hyd No. 11 Total storage used = 1,396 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 11 / 10 / 2020
Hyd. No. 15
Murdochs Pond 2
Hydrograph type = Reservoir Peak discharge = 1.814 cfs
Storm frequency = 10 yrs Time to peak = 0.23 hrs
Time interval = 1 min Hyd. volume = 1,252 cuft
Inflow hyd. No.= 10 - Off-5 Max. Elevation = 4739.11 ft
Reservoir name = Murdochs 2 Max. Storage = 341 cuft
Storage Indication method used.
22
0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4 0.4 0.5
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (hrs)
Murdochs Pond 2
Hyd. No. 15 -- 10 Year
Hyd No. 15 Hyd No. 10 Total storage used = 341 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 11 / 10 / 2020
Hyd. No. 16
Murdochs Pond 3
Hydrograph type = Reservoir Peak discharge = 1.622 cfs
Storm frequency = 10 yrs Time to peak = 0.18 hrs
Time interval = 1 min Hyd. volume = 482 cuft
Inflow hyd. No.= 9 - Off-4 Max. Elevation = 4739.58 ft
Reservoir name = Murdochs 3 Max. Storage = 455 cuft
Storage Indication method used.
23
0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (hrs)
Murdochs Pond 3
Hyd. No. 16 -- 10 Year
Hyd No. 16 Hyd No. 9 Total storage used = 455 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 11 / 10 / 2020
Hyd. No. 17
Murdochs Pond 4
Hydrograph type = Reservoir Peak discharge = 3.870 cfs
Storm frequency = 10 yrs Time to peak = 0.23 hrs
Time interval = 1 min Hyd. volume = 3,379 cuft
Inflow hyd. No.= 8 - Off-3 Max. Elevation = 4734.26 ft
Reservoir name = Murdochs 4 Max. Storage = 398 cuft
Storage Indication method used.
24
0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4 0.4 0.5
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
Q (cfs)
Time (hrs)
Murdochs Pond 4
Hyd. No. 17 -- 10 Year
Hyd No. 17 Hyd No. 8 Total storage used = 398 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 11 / 10 / 2020
Hyd. No. 18
Murdochs Pond 1 & 2
Hydrograph type = Combine Peak discharge = 6.870 cfs
Storm frequency = 10 yrs Time to peak = 0.13 hrs
Time interval = 1 min Hyd. volume = 4,829 cuft
Inflow hyds.= 12, 14, 15 Contrib. drain. area = 3.350 ac
25
0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4 0.4 0.5
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
7.00 7.00
Q (cfs)
Time (hrs)
Murdochs Pond 1 & 2
Hyd. No. 18 -- 10 Year
Hyd No. 18 Hyd No. 12 Hyd No. 14 Hyd No. 15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 11 / 10 / 2020
Hyd. No. 19
Space Bank Pond 2 Comb
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 10 yrs Time to peak = n/a
Time interval = 1 min Hyd. volume = 0 cuft
Inflow hyd. No.= 18 - Murdochs Pond 1 & 2 Max. Elevation = 4721.31 ft
Reservoir name = Space Bank 2 Max. Storage = 4,829 cuft
Storage Indication method used.
26
0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4 0.4 0.5
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
7.00 7.00
Q (cfs)
Time (hrs)
Space Bank Pond 2 Comb
Hyd. No. 19 -- 10 Year
Hyd No. 19 Hyd No. 18 Total storage used = 4,829 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 11 / 10 / 2020
Hyd. No. 20
SB Pond 1 Comb
Hydrograph type = Combine Peak discharge = 8.524 cfs
Storm frequency = 10 yrs Time to peak = 0.12 hrs
Time interval = 1 min Hyd. volume = 3,580 cuft
Inflow hyds.= 13, 19 Contrib. drain. area = 4.120 ac
27
0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
Q (cfs)
Time (hrs)
SB Pond 1 Comb
Hyd. No. 20 -- 10 Year
Hyd No. 20 Hyd No. 13 Hyd No. 19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 11 / 10 / 2020
Hyd. No. 21
SB Pond 1 Combined
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 10 yrs Time to peak = n/a
Time interval = 1 min Hyd. volume = 0 cuft
Inflow hyd. No.= 20 - SB Pond 1 Comb Max. Elevation = 4716.21 ft
Reservoir name = Space Bank 1 Max. Storage = 3,580 cuft
Storage Indication method used.
28
0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
Q (cfs)
Time (hrs)
SB Pond 1 Combined
Hyd. No. 21 -- 10 Year
Hyd No. 21 Hyd No. 20 Total storage used = 3,580 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 11 / 10 / 2020
Hyd. No. 22
Pre-3 Combined
Hydrograph type = Combine Peak discharge = 10.30 cfs
Storm frequency = 10 yrs Time to peak = 0.20 hrs
Time interval = 1 min Hyd. volume = 26,368 cuft
Inflow hyds.= 3, 7, 16, 17 Contrib. drain. area = 51.420 ac
29
0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
Q (cfs)
Time (hrs)
Pre-3 Combined
Hyd. No. 22 -- 10 Year
Hyd No. 22 Hyd No. 3 Hyd No. 7 Hyd No. 16
Hyd No. 17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 11 / 10 / 2020
Hyd. No. 23
Pre-5 Combined
Hydrograph type = Combine Peak discharge = 4.980 cfs
Storm frequency = 10 yrs Time to peak = 0.20 hrs
Time interval = 1 min Hyd. volume = 6,093 cuft
Inflow hyds.= 5, 6 Contrib. drain. area = 12.620 ac
30
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
Q (cfs)
Time (hrs)
Pre-5 Combined
Hyd. No. 23 -- 10 Year
Hyd No. 23 Hyd No. 5 Hyd No. 6
Hydrograph Summary Report
31
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft)(cuft)
1 Rational 5.962 1 29 10,375 ------------------PRE-1
2 Rational 8.264 1 43 21,320 ------------------PRE-2
3 Rational 9.499 1 43 24,508 ------------------PRE-3
4 Rational 1.066 1 23 1,471 ------------------PRE-4
5 Rational 2.804 1 24 4,038 ------------------PRE-5
6 Rational 4.580 1 12 3,297 ------------------Off-1
7 Rational 3.880 1 12 2,794 ------------------Off-2
8 Rational 5.628 1 12 4,052 ------------------Off-3
9 Rational 1.807 1 10 1,084 ------------------Off-4
10 Rational 2.292 1 13 1,788 ------------------Off-5
11 Rational 3.824 1 9 2,065 ------------------Off-6
12 Rational 7.591 1 8 3,643 ------------------Off-7
13 Rational 10.17 1 7 4,271 ------------------Off-8
14 Reservoir 1.961 1 13 864 11 4740.43 1,490 Murdochs Pond 1
15 Reservoir 2.178 1 14 1,550 10 4739.13 362 Murdochs Pond 2
16 Reservoir 2.030 1 10 661 9 4739.59 463 Murdochs Pond 3
17 Reservoir 4.428 1 15 4,052 8 4734.53 578 Murdochs Pond 4
18 Combine 8.577 1 8 6,058 12, 14, 15,------------Murdochs Pond 1 & 2
19 Reservoir 0.000 1 n/a 0 18 4721.59 6,058 Space Bank Pond 2 Comb
20 Combine 10.17 1 7 4,271 13, 19 ------------SB Pond 1 Comb
21 Reservoir 0.000 1 n/a 0 20 4716.36 4,271 SB Pond 1 Combined
22 Combine 12.16 1 12 32,015 3, 7, 16,
17,
------------Pre-3 Combined
23 Combine 5.982 1 12 7,335 5, 6,------------Pre-5 Combined
Pre-development and offsite.gpw Return Period: 25 Year Tuesday, 11 / 10 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 11 / 10 / 2020
Hyd. No. 1
PRE-1
Hydrograph type = Rational Peak discharge = 5.962 cfs
Storm frequency = 25 yrs Time to peak = 0.48 hrs
Time interval = 1 min Hyd. volume = 10,375 cuft
Drainage area = 24.000 ac Runoff coeff. = 0.2
Intensity = 1.242 in/hr Tc by TR55 = 29.00 min
IDF Curve = COB Rainfall.IDF Asc/Rec limb fact = 1/1
32
0.0 0.2 0.3 0.5 0.7 0.8 1.0
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
Q (cfs)
Time (hrs)
PRE-1
Hyd. No. 1 -- 25 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 11 / 10 / 2020
Hyd. No. 2
PRE-2
Hydrograph type = Rational Peak discharge = 8.264 cfs
Storm frequency = 25 yrs Time to peak = 0.72 hrs
Time interval = 1 min Hyd. volume = 21,320 cuft
Drainage area = 42.800 ac Runoff coeff. = 0.2
Intensity = 0.965 in/hr Tc by TR55 = 43.00 min
IDF Curve = COB Rainfall.IDF Asc/Rec limb fact = 1/1
33
0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
Q (cfs)
Time (hrs)
PRE-2
Hyd. No. 2 -- 25 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 11 / 10 / 2020
Hyd. No. 3
PRE-3
Hydrograph type = Rational Peak discharge = 9.499 cfs
Storm frequency = 25 yrs Time to peak = 0.72 hrs
Time interval = 1 min Hyd. volume = 24,508 cuft
Drainage area = 49.200 ac Runoff coeff. = 0.2
Intensity = 0.965 in/hr Tc by TR55 = 43.00 min
IDF Curve = COB Rainfall.IDF Asc/Rec limb fact = 1/1
34
0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
Q (cfs)
Time (hrs)
PRE-3
Hyd. No. 3 -- 25 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 11 / 10 / 2020
Hyd. No. 4
PRE-4
Hydrograph type = Rational Peak discharge = 1.066 cfs
Storm frequency = 25 yrs Time to peak = 0.38 hrs
Time interval = 1 min Hyd. volume = 1,471 cuft
Drainage area = 3.700 ac Runoff coeff. = 0.2
Intensity = 1.441 in/hr Tc by TR55 = 23.00 min
IDF Curve = COB Rainfall.IDF Asc/Rec limb fact = 1/1
35
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (hrs)
PRE-4
Hyd. No. 4 -- 25 Year
Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 11 / 10 / 2020
Hyd. No. 5
PRE-5
Hydrograph type = Rational Peak discharge = 2.804 cfs
Storm frequency = 25 yrs Time to peak = 0.40 hrs
Time interval = 1 min Hyd. volume = 4,038 cuft
Drainage area = 10.000 ac Runoff coeff. = 0.2
Intensity = 1.402 in/hr Tc by TR55 = 24.00 min
IDF Curve = COB Rainfall.IDF Asc/Rec limb fact = 1/1
36
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (hrs)
PRE-5
Hyd. No. 5 -- 25 Year
Hyd No. 5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 11 / 10 / 2020
Hyd. No. 6
Off-1
Hydrograph type = Rational Peak discharge = 4.580 cfs
Storm frequency = 25 yrs Time to peak = 0.20 hrs
Time interval = 1 min Hyd. volume = 3,297 cuft
Drainage area = 2.620 ac Runoff coeff. = 0.8
Intensity = 2.185 in/hr Tc by User = 12.00 min
IDF Curve = COB Rainfall.IDF Asc/Rec limb fact = 1/1
37
0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
Q (cfs)
Time (hrs)
Off-1
Hyd. No. 6 -- 25 Year
Hyd No. 6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 11 / 10 / 2020
Hyd. No. 7
Off-2
Hydrograph type = Rational Peak discharge = 3.880 cfs
Storm frequency = 25 yrs Time to peak = 0.20 hrs
Time interval = 1 min Hyd. volume = 2,794 cuft
Drainage area = 2.220 ac Runoff coeff. = 0.8
Intensity = 2.185 in/hr Tc by User = 12.00 min
IDF Curve = COB Rainfall.IDF Asc/Rec limb fact = 1/1
38
0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
Q (cfs)
Time (hrs)
Off-2
Hyd. No. 7 -- 25 Year
Hyd No. 7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 11 / 10 / 2020
Hyd. No. 8
Off-3
Hydrograph type = Rational Peak discharge = 5.628 cfs
Storm frequency = 25 yrs Time to peak = 0.20 hrs
Time interval = 1 min Hyd. volume = 4,052 cuft
Drainage area = 3.220 ac Runoff coeff. = 0.8
Intensity = 2.185 in/hr Tc by User = 12.00 min
IDF Curve = COB Rainfall.IDF Asc/Rec limb fact = 1/1
39
0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
Q (cfs)
Time (hrs)
Off-3
Hyd. No. 8 -- 25 Year
Hyd No. 8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 11 / 10 / 2020
Hyd. No. 9
Off-4
Hydrograph type = Rational Peak discharge = 1.807 cfs
Storm frequency = 25 yrs Time to peak = 0.17 hrs
Time interval = 1 min Hyd. volume = 1,084 cuft
Drainage area = 0.920 ac Runoff coeff. = 0.8
Intensity = 2.455 in/hr Tc by User = 10.00 min
IDF Curve = COB Rainfall.IDF Asc/Rec limb fact = 1/1
40
0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (hrs)
Off-4
Hyd. No. 9 -- 25 Year
Hyd No. 9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 11 / 10 / 2020
Hyd. No. 10
Off-5
Hydrograph type = Rational Peak discharge = 2.292 cfs
Storm frequency = 25 yrs Time to peak = 0.22 hrs
Time interval = 1 min Hyd. volume = 1,788 cuft
Drainage area = 1.380 ac Runoff coeff. = 0.8
Intensity = 2.076 in/hr Tc by User = 13.00 min
IDF Curve = COB Rainfall.IDF Asc/Rec limb fact = 1/1
41
0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4 0.4
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (hrs)
Off-5
Hyd. No. 10 -- 25 Year
Hyd No. 10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 11 / 10 / 2020
Hyd. No. 11
Off-6
Hydrograph type = Rational Peak discharge = 3.824 cfs
Storm frequency = 25 yrs Time to peak = 0.15 hrs
Time interval = 1 min Hyd. volume = 2,065 cuft
Drainage area = 1.820 ac Runoff coeff. = 0.8
Intensity = 2.627 in/hr Tc by User = 9.00 min
IDF Curve = COB Rainfall.IDF Asc/Rec limb fact = 1/1
42
0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
Q (cfs)
Time (hrs)
Off-6
Hyd. No. 11 -- 25 Year
Hyd No. 11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 11 / 10 / 2020
Hyd. No. 12
Off-7
Hydrograph type = Rational Peak discharge = 7.591 cfs
Storm frequency = 25 yrs Time to peak = 0.13 hrs
Time interval = 1 min Hyd. volume = 3,643 cuft
Drainage area = 3.350 ac Runoff coeff. = 0.8
Intensity = 2.832 in/hr Tc by User = 8.00 min
IDF Curve = COB Rainfall.IDF Asc/Rec limb fact = 1/1
43
0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
Q (cfs)
Time (hrs)
Off-7
Hyd. No. 12 -- 25 Year
Hyd No. 12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 11 / 10 / 2020
Hyd. No. 13
Off-8
Hydrograph type = Rational Peak discharge = 10.17 cfs
Storm frequency = 25 yrs Time to peak = 0.12 hrs
Time interval = 1 min Hyd. volume = 4,271 cuft
Drainage area = 4.120 ac Runoff coeff. = 0.8
Intensity = 3.085 in/hr Tc by User = 7.00 min
IDF Curve = COB Rainfall.IDF Asc/Rec limb fact = 1/1
44
0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
Q (cfs)
Time (hrs)
Off-8
Hyd. No. 13 -- 25 Year
Hyd No. 13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 11 / 10 / 2020
Hyd. No. 14
Murdochs Pond 1
Hydrograph type = Reservoir Peak discharge = 1.961 cfs
Storm frequency = 25 yrs Time to peak = 0.22 hrs
Time interval = 1 min Hyd. volume = 864 cuft
Inflow hyd. No.= 11 - Off-6 Max. Elevation = 4740.43 ft
Reservoir name = Murdochs 1 Max. Storage = 1,490 cuft
Storage Indication method used.
45
0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4 0.4 0.5
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
Q (cfs)
Time (hrs)
Murdochs Pond 1
Hyd. No. 14 -- 25 Year
Hyd No. 14 Hyd No. 11 Total storage used = 1,490 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 11 / 10 / 2020
Hyd. No. 15
Murdochs Pond 2
Hydrograph type = Reservoir Peak discharge = 2.178 cfs
Storm frequency = 25 yrs Time to peak = 0.23 hrs
Time interval = 1 min Hyd. volume = 1,550 cuft
Inflow hyd. No.= 10 - Off-5 Max. Elevation = 4739.13 ft
Reservoir name = Murdochs 2 Max. Storage = 362 cuft
Storage Indication method used.
46
0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4 0.4 0.5
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (hrs)
Murdochs Pond 2
Hyd. No. 15 -- 25 Year
Hyd No. 15 Hyd No. 10 Total storage used = 362 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 11 / 10 / 2020
Hyd. No. 16
Murdochs Pond 3
Hydrograph type = Reservoir Peak discharge = 2.030 cfs
Storm frequency = 25 yrs Time to peak = 0.17 hrs
Time interval = 1 min Hyd. volume = 661 cuft
Inflow hyd. No.= 9 - Off-4 Max. Elevation = 4739.59 ft
Reservoir name = Murdochs 3 Max. Storage = 463 cuft
Storage Indication method used.
47
0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (hrs)
Murdochs Pond 3
Hyd. No. 16 -- 25 Year
Hyd No. 16 Hyd No. 9 Total storage used = 463 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 11 / 10 / 2020
Hyd. No. 17
Murdochs Pond 4
Hydrograph type = Reservoir Peak discharge = 4.428 cfs
Storm frequency = 25 yrs Time to peak = 0.25 hrs
Time interval = 1 min Hyd. volume = 4,052 cuft
Inflow hyd. No.= 8 - Off-3 Max. Elevation = 4734.53 ft
Reservoir name = Murdochs 4 Max. Storage = 578 cuft
Storage Indication method used.
48
0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4 0.4 0.5
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
Q (cfs)
Time (hrs)
Murdochs Pond 4
Hyd. No. 17 -- 25 Year
Hyd No. 17 Hyd No. 8 Total storage used = 578 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 11 / 10 / 2020
Hyd. No. 18
Murdochs Pond 1 & 2
Hydrograph type = Combine Peak discharge = 8.577 cfs
Storm frequency = 25 yrs Time to peak = 0.13 hrs
Time interval = 1 min Hyd. volume = 6,058 cuft
Inflow hyds.= 12, 14, 15 Contrib. drain. area = 3.350 ac
49
0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4 0.4 0.5
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
Q (cfs)
Time (hrs)
Murdochs Pond 1 & 2
Hyd. No. 18 -- 25 Year
Hyd No. 18 Hyd No. 12 Hyd No. 14 Hyd No. 15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 11 / 10 / 2020
Hyd. No. 19
Space Bank Pond 2 Comb
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 25 yrs Time to peak = n/a
Time interval = 1 min Hyd. volume = 0 cuft
Inflow hyd. No.= 18 - Murdochs Pond 1 & 2 Max. Elevation = 4721.59 ft
Reservoir name = Space Bank 2 Max. Storage = 6,058 cuft
Storage Indication method used.
50
0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4 0.4 0.5
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
Q (cfs)
Time (hrs)
Space Bank Pond 2 Comb
Hyd. No. 19 -- 25 Year
Hyd No. 19 Hyd No. 18 Total storage used = 6,058 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 11 / 10 / 2020
Hyd. No. 20
SB Pond 1 Comb
Hydrograph type = Combine Peak discharge = 10.17 cfs
Storm frequency = 25 yrs Time to peak = 0.12 hrs
Time interval = 1 min Hyd. volume = 4,271 cuft
Inflow hyds.= 13, 19 Contrib. drain. area = 4.120 ac
51
0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
Q (cfs)
Time (hrs)
SB Pond 1 Comb
Hyd. No. 20 -- 25 Year
Hyd No. 20 Hyd No. 13 Hyd No. 19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 11 / 10 / 2020
Hyd. No. 21
SB Pond 1 Combined
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 25 yrs Time to peak = n/a
Time interval = 1 min Hyd. volume = 0 cuft
Inflow hyd. No.= 20 - SB Pond 1 Comb Max. Elevation = 4716.36 ft
Reservoir name = Space Bank 1 Max. Storage = 4,271 cuft
Storage Indication method used.
52
0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
Q (cfs)
Time (hrs)
SB Pond 1 Combined
Hyd. No. 21 -- 25 Year
Hyd No. 21 Hyd No. 20 Total storage used = 4,271 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 11 / 10 / 2020
Hyd. No. 22
Pre-3 Combined
Hydrograph type = Combine Peak discharge = 12.16 cfs
Storm frequency = 25 yrs Time to peak = 0.20 hrs
Time interval = 1 min Hyd. volume = 32,015 cuft
Inflow hyds.= 3, 7, 16, 17 Contrib. drain. area = 51.420 ac
53
0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
14.00 14.00
Q (cfs)
Time (hrs)
Pre-3 Combined
Hyd. No. 22 -- 25 Year
Hyd No. 22 Hyd No. 3 Hyd No. 7 Hyd No. 16
Hyd No. 17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 11 / 10 / 2020
Hyd. No. 23
Pre-5 Combined
Hydrograph type = Combine Peak discharge = 5.982 cfs
Storm frequency = 25 yrs Time to peak = 0.20 hrs
Time interval = 1 min Hyd. volume = 7,335 cuft
Inflow hyds.= 5, 6 Contrib. drain. area = 12.620 ac
54
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
Q (cfs)
Time (hrs)
Pre-5 Combined
Hyd. No. 23 -- 25 Year
Hyd No. 23 Hyd No. 5 Hyd No. 6
Appendix B
Supporting Information and Calculations
Job #: 14-167
Engineer: Hunter Morrical
Date: 11/17/17
Calculation of Required Volume for Storm Detention Pond
Pond ID Pond 1
Accepts flow from basins Basin 1
(Reference: Bozeman Stormwater Master Plan - 1982)
Design Rainfall Freq. 10 year (see page III - 5 of master plan)
IDF coefficient a 0.64
IDF coefficient b
IDF coefficient n 0.65
Pre-development Calculations Post-development Calculations
C C
Areas (ft2): open space 264,390 0.20 Areas (ft 2): open space 76,673 0.20
med. res.0.35 med. res. 0.35
dense res.0.50 dense res. 0.50
comm. neigh.0.60 comm. neigh. 0.60
comm. down.0.80 comm. down. 0.80
Pavement 0.98 Pavement 187,717 0.98
Total: 264,390 Total: 264,390
total area: 6.07 acres total area: 6.07 acres
composite C: 0.20 composite C: 0.75
Overland tc Overland tc
average slope: 1 percent average slope:1 percent
travel distance: 100 feet travel distance:21 feet
tc: 17 minutes tc:3 minutes
Channel tc Channel tc
channel tc: 19.8 minutes channel tc:16 minutes
Total tc: 37 minutes Total tc: 19 minutes
intensity at tc (fig 23): 0.88 in/hr intensity at tc (fig 23): 1.35 in/hr
pre-devel peak runoff: 1.07 cfs post-devel peak runoff: 6.19 cfs
Storm Duration Intensity Future Runoff Runoff Release Required
(minutes)(in/hr) Rate (cfs) Volume (cf) Volume (cf) Storage (cf)
19 1.35 6.19 7044 1218 5826
21 1.27 5.80 7296 1347 5949
23 1.19 5.47 7532 1475 6057
25 1.13 5.18 7756 1604 6152
27 1.08 4.92 7968 1732 6235
29 1.03 4.70 8170 1861 6309
31 0.98 4.50 8363 1989 6374
33 0.94 4.32 8548 2118 6430
35 0.91 4.16 8726 2246 6480
37 0.88 4.01 8898 2375 6523
39 0.85 3.88 9063 2503 6560
41 0.82 3.75 9223 2632 6592
43 0.80 3.64 9379 2760 6618
45 0.77 3.53 9529 2889 6640
47 0.75 3.43 9675 3017 6658
49 0.73 3.34 9818 3146 6672
51 0.71 3.26 9956 3274 6682
required detention storage (ft3) = 6,682
detention pond COB
Job #: 14-167 - Pond 1
Engineer: Hunter Morrical
Date: 11/17/17
Calculation of Required Volume for Storage of first Half-Inch of Rain
Q 0.050641 runoff (inches)
P 0.5 Rainfall (inches)
S 0.984182 Potential max retention after runoff begins (1
CN 91
I/P should be 0.5 for small rainfalls I 0.25 start with I = 0.2S
Area 6.07 acres
I/P always between 0.1 and 0.5 I/P 0.5
Volume to Be Retained ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐> Volume 1116 CF
CN Area acres
open space (boulevards)74 76673 1.76 soil group C
Street 98 187717 4.31
Weighted Curve number 91 264390 6.07
1000/CN‐10)
Job #: 14-167
Engineer: Hunter Morrical
Date: 11/17/17
Calculation of Required Volume for Storm Detention Pond
Pond ID Pond 2
Accepts flow from basins Basin 2
(Reference: Bozeman Stormwater Master Plan - 1982)
Design Rainfall Freq. 10 year (see page III - 5 of master plan)
IDF coefficient a 0.64
IDF coefficient b
IDF coefficient n 0.65
Pre-development Calculations Post-development Calculations
C C
Areas (ft2): open space 156,949 0.20 Areas (ft 2): open space 48,654 0.20
med. res.0.35 med. res. 0.35
dense res.0.50 dense res. 0.50
comm. neigh.0.60 comm. neigh. 0.60
comm. down.0.80 comm. down. 0.80
Pavement 0.98 Pavement 108,295 0.98
Total: 156,949 Total: 156,949
total area: 3.60 acres total area: 3.60 acres
composite C: 0.20 composite C: 0.74
Overland tc Overland tc
average slope: 1 percent average slope: 1 percent
travel distance: 100 feet travel distance: 12.5 feet
tc: 17 minutes tc: 2 minutes
Channel tc Channel tc
channel tc: 17 minutes channel tc: 15 minutes
Total tc: 34 minutes Total tc: 17 minutes
intensity at tc (fig 23): 0.93 in/hr intensity at tc (fig 23): 1.43 in/hr
pre-devel peak runoff: 0.67 cfs post-devel peak runoff: 3.81 cfs
Storm Duration Intensity Future Runoff Runoff Release Required
(minutes)(in/hr) Rate (cfs) Volume (cf) Volume (cf) Storage (cf)
17 1.43 3.81 3973 698 3274
19 1.33 3.55 4127 779 3348
21 1.25 3.33 4271 859 3412
23 1.18 3.14 4407 939 3468
25 1.12 2.98 4535 1020 3516
27 1.07 2.83 4657 1100 3557
29 1.02 2.71 4774 1180 3593
31 0.98 2.59 4885 1261 3624
33 0.94 2.49 4992 1341 3651
35 0.90 2.40 5094 1421 3673
37 0.87 2.31 5193 1502 3692
39 0.84 2.24 5289 1582 3707
41 0.81 2.17 5381 1662 3719
43 0.79 2.10 5471 1743 3728
45 0.77 2.04 5558 1823 3735
47 0.75 1.98 5642 1903 3739
49 0.73 1.93 5725 1984 3741
required detention storage (ft3) = 3,741
detention pond COB
Job #: 14-167 - Pond 2
Engineer: Hunter Morrical
Date: 11/17/17
Calculation of Required Volume for Storage of first Half-Inch of Rain
Q 0.04836 runoff (inches)
P 0.5 Rainfall (inches)
S 1.042399 Potential max retention after runoff begins (1
CN 91
I/P should be 0.5 for small rainfalls I 0.25 start with I = 0.2S
Area 3.60 acres
I/P always between 0.1 and 0.5 I/P 0.5
Volume to Be Retained ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐> Volume 633 CF
CN Area acres
open space (boulevards)74 48654 1.12 soil group C
Street 98 108295 2.49
Weighted Curve number 91 156949 3.60
1000/CN‐10)
Job #: 14-167
Engineer: Hunter Morrical
Date: 11/17/17
Calculation of Required Volume for Storm Detention Pond
Pond ID Pond 3
Accepts flow from basins Basin 3
(Reference: Bozeman Stormwater Master Plan - 1982)
Design Rainfall Freq. 10 year (see page III - 5 of master plan)
IDF coefficient a 0.64
IDF coefficient b
IDF coefficient n 0.65
Pre-development Calculations Post-development Calculations
C C
Areas (ft2): open space 82,052 0.20 Areas (ft2): open space 27,898 0.20
med. res.0.35 med. res.0.35
dense res.0.50 dense res.0.50
comm. neigh.0.60 comm. neigh.0.60
comm. down.0.80 comm. down.0.80
Pavement 0.98 Pavement 54,154 0.98
Total: 82,052 Total: 82,052
total area: 1.90 acres total area: 1.90 acres
composite C: 0.20 composite C: 0.71
Overland tc Overland tc
average slope: 1 percent average slope:1 percent
travel distance: 100 feet travel distance:21 feet
tc: 17 minutes tc:3 minutes
Channel tc Channel tc
channel tc: 6 minutes channel tc:6.7 minutes
Total tc: 23 minutes Total tc: 10 minutes
intensity at tc (fig 23): 1.20 in/hr intensity at tc (fig 23): 2.05 in/hr
pre-devel peak runoff: 0.46 cfs post-devel peak runoff: 2.79 cfs
Storm Duration Intensity Future Runoff Runoff Release Required
(minutes)(in/hr) Rate (cfs) Volume (cf) Volume (cf) Storage (cf)
10 2.05 2.79 1671 273 1398
12 1.82 2.47 1782 328 1453
14 1.65 2.24 1880 383 1497
16 1.51 2.05 1970 438 1533
18 1.40 1.90 2053 492 1561
20 1.31 1.78 2130 547 1583
22 1.23 1.67 2203 602 1601
24 1.16 1.58 2271 656 1614
26 1.10 1.50 2335 711 1624
28 1.05 1.43 2397 766 1631
30 1.00 1.36 2455 820 1635
32 0.96 1.31 2511 875 1636
34 0.93 1.26 2565 930 1635
36 0.89 1.21 2617 984 1632
38 0.86 1.17 2667 1039 1628
40 0.83 1.13 2715 1094 1621
42 0.81 1.10 2762 1149 1613
required detention storage (ft3) = 1,636
detention pond COB
Job #: 14-167 - Pond 3
Engineer: Hunter Morrical
Date: 11/17/17
Calculation of Required Volume for Storage of first Half-Inch of Rain
Q 0.04526 runoff (inches)
P 0.5 Rainfall (inches)
S 1.130911 Potential max retention after runoff begins (1
CN 90
I/P should be 0.5 for small rainfalls I 0.25 start with I = 0.2S
Area 1.90 acres
I/P always between 0.1 and 0.5 I/P 0.5
Volume to Be Retained ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐> Volume 312 CF
CN Area acres
open space (boulevards)74 27898 0.64 soil group C
Street 98 54154 1.24
Weighted Curve number 90 82052 1.88
Riprap Sizing for Culvert Aprons
From Equation 10.4 in HEC‐14 Third Edition
D50 Riprap size (ft)
Q Design Discharge (ft^3/s)
D Culvert Diameter ‐ Circular (ft)
TW Tailwater Depth (ft)
g acceleration due to gravity 32.2 ft/sec^2
D Q TW D50 (ft) D50 (in)
1.5 11.8 0.6 0.52 6
1.5 6.2 0.6 0.22 3
1.25 2.7 0.5 0.11 1
Input Output
ܦ 0.2ܦ ܦ .
/ܦ
Note: Refer to page 10‐17 ofHEC‐14 Third Edition
for additional information. Adjustments to be made
for supercritical flow in the culvert. Tailwater depth
should be limited to between 0.4D and 1.0D. If
tailwater is unknown use 0.4D.
Appendix C
Post Development Model Outputs
Post Development Model Outputs
10‐year Design Event
Project Options
CFS
Elevation
Rational
SCS TR-55
Hydrodynamic
YES
NO
Analysis Options
Mar 28, 2017 00:00:00
Mar 29, 2017 00:00:00
Mar 28, 2017 00:00:00
0 days
0 01:00:00 days hh:mm:ss
0 00:05:00 days hh:mm:ss
0 00:05:00 days hh:mm:ss
30 seconds
Rainfall Details
10 year(s)
Runoff (Wet Weather) Time Step ........................................
Reporting Time Step ............................................................
Routing Time Step ................................................................
Return Period........................................................................
Skip Steady State Analysis Time Periods ............................
Start Analysis On ..................................................................
End Analysis On ...................................................................
Start Reporting On ................................................................
Antecedent Dry Days ............................................................
Runoff (Dry Weather) Time Step ..........................................
Flow Units .............................................................................
Elevation Type ......................................................................
Hydrology Method .................................................................
Time of Concentration (TOC) Method ..................................
Link Routing Method .............................................................
Enable Overflow Ponding at Nodes ......................................
Subbasin Summary
SN Subbasin Area Weighted Total Total Total Peak Time of
ID Runoff Rainfall Runoff Runoff Runoff Concentration
Coefficient Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1 CUL-RDA-5+50 12.16 0.2000 0.48 0.10 1.17 2.68 0 00:26:00
2 CUL-RDB19+25 10.98 0.2000 0.39 0.08 0.85 3.62 0 00:14:00
3 OFF-1 2.62 0.8000 0.36 0.29 0.77 3.82 0 00:12:00
4 OFF-2 2.20 0.8000 0.36 0.29 0.64 3.21 0 00:12:00
5 OFF-3 3.22 0.8000 0.36 0.29 0.94 4.69 0 00:12:00
6 OFF-4 0.92 0.8000 0.34 0.27 0.25 1.49 0 00:10:12
7 OFF-5 1.38 0.8000 0.37 0.30 0.41 1.91 0 00:13:01
8 OFF-6 1.82 0.8000 0.33 0.26 0.48 3.20 0 00:09:00
9 OFF-7 3.35 0.8000 0.32 0.25 0.84 6.46 0 00:07:48
10 OFF-8 4.12 0.8000 0.30 0.24 1.00 8.37 0 00:07:12
11 RDA11+10L 0.89 0.7600 0.38 0.29 0.25 1.17 0 00:13:00
12 RDA11+10R 0.89 0.7600 0.38 0.29 0.25 1.17 0 00:13:00
13 RDB21+50L 0.76 0.7600 0.34 0.26 0.20 1.19 0 00:10:00
14 RDB21+50R 0.76 0.7600 0.34 0.26 0.20 1.19 0 00:10:00
15 RDB7+20L 0.33 0.7600 0.33 0.25 0.08 0.55 0 00:09:00
16 RDB7+20R 0.33 0.7600 0.33 0.25 0.08 0.55 0 00:09:00
17 RDB9+70L 0.28 0.7600 0.32 0.24 0.07 0.51 0 00:08:00
18 RDB9+70R 0.28 0.7600 0.32 0.24 0.07 0.51 0 00:08:00
19 ST-WHT15+30L 10.00 0.2000 0.41 0.08 0.82 2.93 0 00:16:48
20 ST-WHT23+30L 7.56 0.2000 0.41 0.08 0.62 2.20 0 00:17:00
21 Sub-25 0.86 0.8000 0.34 0.27 0.23 1.41 0 00:10:00
22 Sub-4-B 10.00 0.2000 0.41 0.08 0.82 2.91 0 00:17:00
23 WHT15+30L 1.54 0.7000 0.43 0.30 0.46 1.46 0 00:19:00
24 WHT15+30R 1.54 0.7000 0.43 0.30 0.46 1.46 0 00:19:00
25 WHT23+30L 1.08 0.7000 0.39 0.28 0.30 1.19 0 00:15:00
26 WHT23+30R 1.14 0.7000 0.39 0.28 0.31 1.26 0 00:15:00
27 WHT30+70L 0.95 0.7000 0.34 0.24 0.23 1.36 0 00:10:00
28 WHT30+70R 0.95 0.7000 0.34 0.24 0.23 1.36 0 00:10:00
Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (ft²) (cfs) (ft) (ft) (ft) (days hh:mm) (ac-in) (min)
1 Jun-02 Junction 4710.20 4713.14 0.00 4713.14 0.00 2.93 4711.22 0.00 1.92 0 00:00 0.00 0.00
2 Jun-03 Junction 4699.50 4705.00 0.00 4705.00 0.00 2.20 4700.46 0.00 4.54 0 00:00 0.00 0.00
3 Jun-04 Junction 4729.00 4731.00 0.00 9460.00 0.00 2.46 4729.36 0.00 1.64 0 00:00 0.00 0.00
4 Jun-07 Junction 4697.07 4702.06 0.00 4701.00 0.00 12.78 4698.94 0.00 3.12 0 00:00 0.00 0.00
5 Jun-08 Junction 4695.79 4701.32 0.00 4701.00 0.00 12.67 4697.31 0.00 4.00 0 00:00 0.00 0.00
6 Jun-09 Junction 4685.57 4690.50 0.00 4691.00 0.00 12.77 4687.23 0.00 3.27 0 00:00 0.00 0.00
7 Jun-10 Junction 4679.90 4684.45 0.00 4685.00 0.00 15.82 4682.27 0.00 2.18 0 00:00 0.00 0.00
8 Jun-12_10+87 Junction 4699.53 4706.60 0.00 4712.00 0.00 9.48 4701.33 0.00 5.28 0 00:00 0.00 0.00
9 Jun-15 Junction 4715.50 4719.50 0.00 4719.50 0.00 0.00 4715.50 0.00 4.00 0 00:00 0.00 0.00
10 Jun-21 Junction 4737.00 4742.00 0.00 4742.00 0.00 3.28 4737.47 0.00 4.53 0 00:00 0.00 0.00
11 JUN-MUR-3 Junction 4737.00 4741.00 0.00 4741.00 0.00 1.12 4737.17 0.00 3.83 0 00:00 0.00 0.00
12 RDA10+30 Junction 4705.03 4713.71 0.00 4713.71 0.00 11.90 4706.91 0.00 6.80 0 00:00 0.00 0.00
13 RDA12+00 Junction 4708.61 4713.29 0.00 4713.29 0.00 4.78 4709.80 0.00 3.48 0 00:00 0.00 0.00
14 RDA6+05 Junction 4719.30 4730.19 0.00 4730.19 0.00 10.45 4720.52 0.00 9.67 0 00:00 0.00 0.00
15 RDB19+60 Junction 4696.96 4702.22 0.00 4702.22 0.00 5.17 4698.04 0.00 4.18 0 00:00 0.00 0.00
16 RDB2+60 Junction 4728.76 4733.55 0.00 4733.55 0.00 3.90 4729.45 0.00 4.11 0 00:00 0.00 0.00
17 RDB4+00 Junction 4727.22 4732.00 0.00 0.00 0.00 3.21 4727.94 0.00 4.06 0 00:00 0.00 0.00
18 RDB-5+00 Junction 4726.67 4731.51 0.00 4731.51 0.00 6.85 4727.49 0.00 4.02 0 00:00 0.00 0.00
19 SWL-1_MH2+32 Junction 4713.10 4717.75 0.00 4717.00 0.00 0.00 4713.10 0.00 4.65 0 00:00 0.00 0.00
20 SWL-2_6+28 Junction 4710.31 4714.47 0.00 4716.00 0.00 0.00 4710.31 0.00 4.16 0 00:00 0.00 0.00
21 SWL-3_8+37 Junction 4709.61 4714.14 0.00 4715.00 0.00 2.68 4710.12 0.00 4.02 0 00:00 0.00 0.00
22 SWL-5_9+25 Junction 4700.90 4710.57 0.00 4713.00 0.00 9.14 4702.90 0.00 7.79 0 00:00 0.00 0.00
23 WH-15+75 Junction 4709.31 4712.02 0.00 4712.02 0.00 4.80 4710.35 0.00 1.67 0 00:00 0.00 0.00
24 WH23+70 Junction 4697.93 4702.46 0.00 4702.46 0.00 4.40 4699.01 0.00 3.44 0 00:00 0.00 0.00
25 OFFSITE-11 Outfall 4674.51 0.44 4674.64
26 OFFSITE-12 Outfall 4675.09 0.38 4675.21
27 Out-01 Outfall 4679.00 15.41 4680.49
28 Diversion-01 Flow Diversions 4704.85 4709.00 0.00 12.00 18.27 4706.42 0.00 0.00
29 MurdPond1 Storage Node 4739.83 4742.00 0.00 0.00 3.20 4740.44 0.00 0.00
30 MurdPond2 Storage Node 4738.50 4741.00 0.00 0.00 1.91 4739.38 0.00 0.00
31 MurdPond3 Storage Node 4738.00 4741.00 0.00 0.00 1.49 4739.77 0.00 0.00
32 MurdPond4 Storage Node 4733.50 4736.00 0.00 0.00 4.69 4734.26 0.00 0.00
33 POND-1 Storage Node 4704.50 4707.00 0.00 0.00 10.50 4706.28 0.00 0.00
34 POND-2 Storage Node 4689.50 4693.00 0.00 0.00 5.17 4690.34 0.00 0.00
35 POND-3 Storage Node 4682.50 4685.00 0.00 0.00 2.25 4683.25 0.00 0.00
36 SBPond1 Storage Node 4715.00 4718.50 0.00 0.00 8.36 4716.18 0.00 0.00
37 SBPond2 Storage Node 4719.50 4722.00 0.00 0.00 6.46 4721.18 0.00 0.00
Inlet Summary
SN Element Inlet Manufacturer Inlet Number of Catchbasin Max (Rim) Initial Ponded Peak Peak Flow Peak Flow Inlet Allowable Max Gutter Max Gutter
ID Manufacturer Part Location Inlets Invert Elevation Water Area Flow Intercepted Bypassing Efficiency Spread Spread Water Elev.
Number Elevation Elevation by Inlet during Peak during Peak during Peak
Inlet Flow Flow Flow
(ft) (ft) (ft) (ft²) (cfs) (cfs) (cfs) (%) (ft) (ft) (ft)
1 RDA11+10N FHWA HEC-22 GENERIC N/A On Sag 1 4707.91 4712.54 0.00 0.00 1.17 N/A N/A N/A 9.50 5.44 4712.75
2 RDA11+10S FHWA HEC-22 GENERIC N/A On Sag 2 4708.15 4712.54 4708.29 0.00 1.82 N/A N/A N/A 9.50 5.64 4712.75
3 RDA8+30 FHWA HEC-22 GENERIC N/A On Grade 1 4716.50 4724.07 0.00 N/A 2.99 1.98 1.01 66.25 9.50 5.52 4724.28
4 RDB20+55N FHWA HEC-22 GENERIC N/A On Sag 1 4698.03 4700.72 0.00 0.00 1.18 N/A N/A N/A 9.50 5.48 4700.93
5 RDB20+55S FHWA HEC-22 GENERIC N/A On Sag 1 4697.36 4700.72 4697.86 0.00 1.18 N/A N/A N/A 9.50 5.48 4700.93
6 RDB7+20E FHWA HEC-22 GENERIC N/A On Grade 2 4719.71 4729.64 0.00 N/A 4.19 2.97 1.22 70.88 9.50 8.33 4729.94
7 RDB7+20W FHWA HEC-22 GENERIC N/A On Grade 1 4720.58 4729.73 0.00 N/A 0.55 0.49 0.07 88.12 9.50 3.47 4729.88
8 RDB9+70E FHWA HEC-22 GENERIC N/A On Sag 1 4722.55 4727.57 4722.55 0.00 0.50 N/A N/A N/A 9.50 2.49 4727.67
9 RDB9+70W FHWA HEC-22 GENERIC N/A On Sag 1 4723.00 4727.18 4723.00 0.00 0.50 N/A N/A N/A 9.50 2.49 4727.27
10 WH-15+35E FHWA HEC-22 GENERIC N/A On Grade 1 4709.45 4712.27 4709.25 N/A 1.46 1.05 0.41 71.93 9.50 5.42 4712.48
11 WH-15+35W FHWA HEC-22 GENERIC N/A On Grade 1 4710.03 4712.27 4709.40 N/A 1.46 1.05 0.41 71.93 9.50 5.42 4712.48
12 WH23+35E FHWA HEC-22 GENERIC N/A On Grade 1 4698.07 4702.97 4698.07 N/A 1.53 1.09 0.44 71.11 9.50 5.54 4703.18
13 WH23+35W FHWA HEC-22 GENERIC N/A On Grade 1 4698.39 4702.96 4698.39 N/A 1.46 1.05 0.41 71.86 9.50 5.43 4703.18
14 WH30+70N FHWA HEC-22 GENERIC N/A On Grade 1 4684.51 4688.22 4684.51 N/A 1.53 1.09 0.44 71.13 9.50 5.54 4688.44
15 WH30+70S FHWA HEC-22 GENERIC N/A On Grade 1 4685.09 4688.22 4685.09 N/A 1.52 1.08 0.44 71.27 9.50 5.52 4688.43
Junction Input
SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum
ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe
Elevation Offset Elevation Depth Cover
(ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft²) (in)
1 Jun-02 4710.20 4713.14 2.94 0.00 -4710.20 4713.14 0.00 0.00 0.00
2 Jun-03 4699.50 4705.00 5.50 0.00 -4699.50 4705.00 0.00 0.00 0.00
3 Jun-04 4729.00 4731.00 2.00 0.00 -4729.00 9460.00 4729.00 0.00 0.00
4 Jun-07 4697.07 4702.06 4.99 0.00 -4697.07 4701.00 -1.06 0.00 0.00
5 Jun-08 4695.79 4701.32 5.52 0.00 -4695.79 4701.00 -0.32 0.00 0.00
6 Jun-09 4685.57 4690.50 4.93 0.00 -4685.57 4691.00 0.50 0.00 0.00
7 Jun-10 4679.90 4684.45 4.56 0.00 -4679.90 4685.00 0.55 0.00 0.00
8 Jun-12_10+87 4699.53 4706.60 7.08 0.00 -4699.53 4712.00 5.40 0.00 0.00
9 Jun-15 4715.50 4719.50 4.00 0.00 -4715.50 4719.50 0.00 0.00 0.00
10 Jun-21 4737.00 4742.00 5.00 0.00 -4737.00 4742.00 0.00 0.00 0.00
11 JUN-MUR-3 4737.00 4741.00 4.00 0.00 -4737.00 4741.00 0.00 0.00 0.00
12 RDA10+30 4705.03 4713.71 8.68 0.00 -4705.03 4713.71 0.00 0.00 0.00
13 RDA12+00 4708.61 4713.29 4.68 0.00 -4708.61 4713.29 0.00 0.00 0.00
14 RDA6+05 4719.30 4730.19 10.89 0.00 -4719.30 4730.19 0.00 0.00 0.00
15 RDB19+60 4696.96 4702.22 5.26 0.00 -4696.96 4702.22 0.00 0.00 0.00
16 RDB2+60 4728.76 4733.55 4.79 0.00 -4728.76 4733.55 0.00 0.00 0.00
17 RDB4+00 4727.22 4732.00 4.78 0.00 -4727.22 0.00 -4732.00 0.00 0.00
18 RDB-5+00 4726.67 4731.51 4.84 0.00 -4726.67 4731.51 0.00 0.00 0.00
19 SWL-1_MH2+32 4713.10 4717.75 4.65 0.00 -4713.10 4717.00 -0.75 0.00 0.00
20 SWL-2_6+28 4710.31 4714.47 4.16 0.00 -4710.31 4716.00 1.53 0.00 0.00
21 SWL-3_8+37 4709.61 4714.14 4.53 0.00 -4709.61 4715.00 0.86 0.00 0.00
22 SWL-5_9+25 4700.90 4710.57 9.67 0.00 -4700.90 4713.00 2.43 0.00 0.00
23 WH-15+75 4709.31 4712.02 2.71 0.00 -4709.31 4712.02 0.00 0.00 0.00
24 WH23+70 4697.93 4702.46 4.52 0.00 -4697.93 4702.46 0.00 0.00 0.00
Junction Results
SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time
ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded
Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume
Attained Occurrence
(cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (days hh:mm) (days hh:mm) (ac-in) (min)
1 Jun-02 2.93 2.93 4711.22 1.02 0.00 1.92 4710.22 0.02 0 00:17 0 00:00 0.00 0.00
2 Jun-03 2.20 2.20 4700.46 0.96 0.00 4.54 4699.52 0.02 0 00:17 0 00:00 0.00 0.00
3 Jun-04 2.46 1.41 4729.36 0.36 0.00 1.64 4729.01 0.01 0 00:05 0 00:00 0.00 0.00
4 Jun-07 12.78 3.62 4698.94 1.87 0.00 3.12 4697.91 0.84 0 00:15 0 00:00 0.00 0.00
5 Jun-08 12.67 0.00 4697.31 1.52 0.00 4.00 4696.61 0.82 0 00:16 0 00:00 0.00 0.00
6 Jun-09 12.77 0.00 4687.23 1.66 0.00 3.27 4686.43 0.86 0 00:16 0 00:00 0.00 0.00
7 Jun-10 15.82 2.91 4682.27 2.37 0.00 2.18 4680.80 0.90 0 00:18 0 00:00 0.00 0.00
8 Jun-12_10+87 9.48 0.00 4701.33 1.80 0.00 5.28 4700.38 0.85 0 00:24 0 00:00 0.00 0.00
9 Jun-15 0.00 0.00 4715.50 0.00 0.00 4.00 4715.50 0.00 0 00:00 0 00:00 0.00 0.00
10 Jun-21 3.28 0.00 4737.47 0.47 0.00 4.53 4737.01 0.01 0 00:14 0 00:00 0.00 0.00
11 JUN-MUR-3 1.12 0.00 4737.17 0.17 0.00 3.83 4737.01 0.01 0 00:17 0 00:00 0.00 0.00
12 RDA10+30 11.90 0.00 4706.91 1.88 0.00 6.80 4705.12 0.09 0 00:13 0 00:00 0.00 0.00
13 RDA12+00 4.78 0.00 4709.80 1.19 0.00 3.48 4708.63 0.02 0 00:18 0 00:00 0.00 0.00
14 RDA6+05 10.45 0.00 4720.52 1.22 0.00 9.67 4719.32 0.02 0 00:13 0 00:00 0.00 0.00
15 RDB19+60 5.17 0.00 4698.04 1.08 0.00 4.18 4696.98 0.02 0 00:16 0 00:00 0.00 0.00
16 RDB2+60 3.90 0.00 4729.45 0.69 0.00 4.11 4728.77 0.01 0 00:14 0 00:00 0.00 0.00
17 RDB4+00 3.21 3.21 4727.94 0.72 0.00 4.06 4727.23 0.01 0 00:12 0 00:00 0.00 0.00
18 RDB-5+00 6.85 0.00 4727.49 0.82 0.00 4.02 4726.69 0.02 0 00:12 0 00:00 0.00 0.00
19 SWL-1_MH2+32 0.00 0.00 4713.10 0.00 0.00 4.65 4713.10 0.00 0 00:00 0 00:00 0.00 0.00
20 SWL-2_6+28 0.00 0.00 4710.31 0.00 0.00 4.16 4710.31 0.00 0 00:00 0 00:00 0.00 0.00
21 SWL-3_8+37 2.68 2.68 4710.12 0.51 0.00 4.02 4709.63 0.02 0 00:26 0 00:00 0.00 0.00
22 SWL-5_9+25 9.14 0.00 4702.90 2.00 0.00 7.79 4701.69 0.79 0 00:14 0 00:00 0.00 0.00
23 WH-15+75 4.80 0.00 4710.35 1.04 0.00 1.67 4709.33 0.02 0 00:18 0 00:00 0.00 0.00
24 WH23+70 4.40 0.00 4699.01 1.08 0.00 3.44 4697.95 0.02 0 00:17 0 00:00 0.00 0.00
Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap
ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate
Elevation Offset Elevation Offset Height
(ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (in) (cfs)
1 CUL-RDA5+50 88.00 4709.61 0.00 4708.69 7.79 0.92 1.0500 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No
2 CUL-RDB19+25 108.00 4697.82 0.75 4696.71 0.92 1.11 1.0300 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 No
3 Link-05 370.00 4696.54 0.75 4686.52 0.95 10.02 2.7100 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 No
4 Link-06 461.00 4686.32 0.75 4680.65 0.75 5.68 1.2300 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 No
5 Link-07 400.00 4713.10 0.00 4710.81 0.50 2.29 0.5700 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No
6 Link-08 513.00 4680.65 0.75 4677.50 -1.50 3.15 0.6100 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 No
7 Link-09 508.00 4700.28 0.75 4697.90 0.83 2.37 0.4700 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 No
8 Link-10 73.48 4707.91 0.00 4705.07 0.22 2.84 3.8600 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No
9 Link-11 10.00 4704.85 0.00 4704.80 0.30 0.05 0.4800 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No
10 Link-12 19.00 4705.50 0.65 4705.00 4.10 0.50 2.6300 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No
11 Link-16 6.78 4715.50 0.00 4715.00 0.00 0.50 7.3700 Dummy 0.000 0.000 0.0150 0.5000 0.5000 0.0000 0.00 No
12 Link-28 420.00 4737.00 0.00 4720.00 0.50 17.00 4.0500 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No
13 Link-30 209.00 4710.31 0.00 4709.67 0.06 0.64 0.3100 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No
14 SD-RDA-1 190.00 4719.30 0.00 4716.70 0.20 2.60 1.3700 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No
15 SD-RDA-2 230.00 4716.50 0.00 4705.53 0.50 10.97 4.7700 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No
16 SD-RDA-3 60.00 4705.03 0.00 4704.85 0.00 0.18 0.3000 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No
17 SD-RDA-5 33.01 4708.41 0.27 4708.06 0.15 0.36 1.0800 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No
18 SD-RDA-6 83.91 4708.61 0.00 4708.31 0.17 0.30 0.3500 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No
19 SD-RDA-7 159.59 4709.30 -0.01 4708.61 0.00 0.69 0.4300 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No
20 SD-RDB-1 155.00 4728.76 0.00 4726.67 0.00 2.09 1.3500 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No
21 SD-RDB-10 167.47 4697.93 0.00 4697.36 0.00 0.57 0.3400 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No
22 SD-RDB-11 22.00 4727.22 0.00 4726.99 0.32 0.23 1.0500 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No
23 SD-RDB-2 285.00 4726.67 0.00 4720.71 1.00 5.96 2.0900 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No
24 SD-RDB-3 33.00 4721.33 0.75 4720.96 1.25 0.37 1.1200 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No
25 SD-RDB-4 56.00 4720.46 0.75 4719.50 0.20 0.96 1.7100 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No
26 SD-RDB-5 214.19 4722.55 0.00 4719.50 0.20 3.05 1.4200 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No
27 SD-RDB-6 33.00 4723.00 0.00 4722.80 0.25 0.21 0.6300 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No
28 SD-RDB-7 67.00 4696.96 0.00 4696.60 7.10 0.36 0.5400 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No
29 SD-RDB-8 92.83 4697.36 0.00 4696.96 0.00 0.41 0.4400 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No
30 SD-RDB-9 51.67 4698.03 0.00 4697.86 0.50 0.17 0.3200 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No
31 SD-SWL-4 149.00 4701.65 0.75 4700.90 1.38 0.74 0.5000 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No
32 SD-WH-10 46.07 4685.09 0.00 4684.76 0.25 0.33 0.7200 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No
33 SD-WH-3 30.00 4710.20 0.00 4710.03 0.00 0.17 0.5700 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No
34 SD-WH-4 45.99 4710.03 0.00 4709.64 0.19 0.39 0.8400 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No
35 SD-WH-5 33.78 4709.45 0.00 4709.31 0.00 0.14 0.4300 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No
36 SD-WH-6 69.84 4699.50 0.00 4698.89 0.50 0.61 0.8700 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No
37 SD-WH-7 46.00 4698.39 0.00 4698.07 0.00 0.32 0.7000 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No
38 SD-WH-8 36.10 4698.07 0.00 4697.93 0.00 0.14 0.3800 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No
39 SD-WH-9 37.66 4684.51 0.00 4684.06 1.56 0.45 1.2000 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No
No. of
Barrels
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Pipe Results
SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min)
1 CUL-RDA5+50 2.65 0 00:26 23.19 0.11 4.57 0.32 0.48 0.24 0.00 Calculated
2 CUL-RDB19+25 12.67 0 00:15 41.66 0.30 6.61 0.27 1.03 0.41 0.00 Calculated
3 Link-05 12.65 0 00:16 67.50 0.19 10.16 0.61 0.75 0.30 0.00 Calculated
4 Link-06 12.74 0 00:16 45.51 0.28 5.38 1.43 1.26 0.50 0.00 Calculated
5 Link-07 0.00 0 00:00 7.95 0.00 0.00 0.00 0.00 0.00 Calculated
6 Link-08 15.41 0 00:18 23.24 0.66 4.80 1.78 1.56 0.62 0.00 Calculated
7 Link-09 9.48 0 00:15 28.04 0.34 4.99 1.70 1.04 0.42 0.00 Calculated
8 Link-10 6.48 0 00:15 20.64 0.31 5.46 0.22 0.98 0.66 0.00 Calculated
9 Link-11 10.50 0 00:13 15.67 0.67 4.60 0.04 1.46 0.73 0.00 Calculated
10 Link-12 7.77 0 00:13 36.70 0.21 6.97 0.05 0.77 0.38 0.00 Calculated
11 Link-16 0.00 0 00:00 0.00 0.21 0.00 0.77 0.38 0.00 Calculated
12 Link-28 3.26 0 00:14 7.17 0.45 5.86 1.19 0.71 0.71 0.00 Calculated
13 Link-30 0.00 0 00:00 12.52 0.00 0.00 0.22 0.11 0.00 Calculated
14 SD-RDA-1 10.34 0 00:13 12.29 0.84 7.21 0.44 1.14 0.76 0.00 Calculated
15 SD-RDA-2 11.90 0 00:13 22.94 0.52 9.94 0.39 1.07 0.72 0.00 Calculated
16 SD-RDA-3 11.86 0 00:13 12.39 0.96 4.12 0.24 1.72 0.86 0.00 Calculated
17 SD-RDA-5 5.71 0 00:18 10.91 0.52 5.30 0.10 0.88 0.59 0.00 Calculated
18 SD-RDA-6 4.77 0 00:18 6.25 0.76 3.34 0.42 1.14 0.76 0.00 Calculated
19 SD-RDA-7 4.78 0 00:18 6.94 0.69 3.40 0.78 1.12 0.74 0.00 Calculated
20 SD-RDB-1 3.90 0 00:14 7.50 0.52 5.23 0.49 0.75 0.60 0.00 Calculated
21 SD-RDB-10 4.40 0 00:18 6.14 0.72 3.21 0.87 1.12 0.74 0.00 Calculated
22 SD-RDB-11 3.20 0 00:12 10.74 0.30 4.46 0.08 0.64 0.43 0.00 Calculated
23 SD-RDB-2 6.82 0 00:13 9.34 0.73 7.18 0.66 0.92 0.73 0.00 Calculated
24 SD-RDB-3 0.48 0 00:09 3.77 0.13 2.61 0.21 0.58 0.58 0.00 Calculated
25 SD-RDB-4 9.95 0 00:12 13.75 0.72 6.94 0.13 1.14 0.76 0.00 Calculated
26 SD-RDB-5 0.97 0 00:08 7.70 0.13 2.65 1.35 0.61 0.49 0.00 Calculated
27 SD-RDB-6 0.50 0 00:08 2.83 0.18 2.50 0.22 0.30 0.30 0.00 Calculated
28 SD-RDB-7 5.17 0 00:16 7.68 0.67 4.23 0.26 0.98 0.65 0.00 Calculated
29 SD-RDB-8 5.17 0 00:16 6.94 0.74 4.00 0.39 1.13 0.75 0.00 Calculated
30 SD-RDB-9 1.16 0 00:10 2.02 0.58 2.60 0.33 0.61 0.61 0.00 Calculated
31 SD-SWL-4 9.13 0 00:14 16.00 0.57 4.82 0.52 1.16 0.58 0.00 Calculated
32 SD-WH-10 1.12 0 00:10 3.03 0.37 3.28 0.23 0.45 0.45 0.00 Calculated
33 SD-WH-3 2.92 0 00:17 4.89 0.60 2.77 0.18 1.01 0.81 0.00 Calculated
34 SD-WH-4 3.86 0 00:17 5.92 0.65 3.67 0.21 1.00 0.80 0.00 Calculated
35 SD-WH-5 4.80 0 00:17 6.86 0.70 3.41 0.17 1.12 0.75 0.00 Calculated
36 SD-WH-6 2.17 0 00:17 3.33 0.65 3.33 0.35 0.77 0.77 0.00 Calculated
37 SD-WH-7 3.27 0 00:17 8.76 0.37 2.39 0.32 1.08 0.72 0.00 Calculated
38 SD-WH-8 4.40 0 00:17 6.51 0.68 3.08 0.20 1.13 0.76 0.00 Calculated
39 SD-WH-9 2.25 0 00:10 7.07 0.32 4.51 0.14 0.53 0.43 0.00 Calculated
Inlet Input
SN Element Inlet Manufacturer Inlet Number of Catchbasin Max (Rim) Inlet Initial Initial Ponded Grate
ID Manufacturer Part Location Inlets Invert Elevation Depth Water Water Area Clogging
Number Elevation Elevation Depth Factor
(ft) (ft) (ft) (ft) (ft) (ft²) (%)
1 RDA11+10N FHWA HEC-22 GENERIC N/A On Sag 1 4707.91 4712.54 4.63 0.00 0.00 0.00 0.00
2 RDA11+10S FHWA HEC-22 GENERIC N/A On Sag 2 4708.15 4712.54 4.39 4708.29 0.14 0.00 0.00
3 RDA8+30 FHWA HEC-22 GENERIC N/A On Grade 1 4716.50 4724.07 7.57 0.00 0.00 N/A 0.00
4 RDB20+55N FHWA HEC-22 GENERIC N/A On Sag 1 4698.03 4700.72 2.69 0.00 0.00 0.00 0.00
5 RDB20+55S FHWA HEC-22 GENERIC N/A On Sag 1 4697.36 4700.72 3.36 4697.86 0.50 0.00 0.00
6 RDB7+20E FHWA HEC-22 GENERIC N/A On Grade 2 4719.71 4729.64 9.93 0.00 0.00 N/A 0.00
7 RDB7+20W FHWA HEC-22 GENERIC N/A On Grade 1 4720.58 4729.73 9.15 0.00 0.00 N/A 0.00
8 RDB9+70E FHWA HEC-22 GENERIC N/A On Sag 1 4722.55 4727.57 5.03 4722.55 0.00 0.00 0.00
9 RDB9+70W FHWA HEC-22 GENERIC N/A On Sag 1 4723.00 4727.18 4.17 4723.00 0.00 0.00 0.00
10 WH-15+35E FHWA HEC-22 GENERIC N/A On Grade 1 4709.45 4712.27 2.82 4709.25 -0.20 N/A 0.00
11 WH-15+35W FHWA HEC-22 GENERIC N/A On Grade 1 4710.03 4712.27 2.24 4709.40 -0.63 N/A 0.00
12 WH23+35E FHWA HEC-22 GENERIC N/A On Grade 1 4698.07 4702.97 4.90 4698.07 0.00 N/A 0.00
13 WH23+35W FHWA HEC-22 GENERIC N/A On Grade 1 4698.39 4702.96 4.57 4698.39 0.00 N/A 0.00
14 WH30+70N FHWA HEC-22 GENERIC N/A On Grade 1 4684.51 4688.22 3.71 4684.51 0.00 N/A 0.00
15 WH30+70S FHWA HEC-22 GENERIC N/A On Grade 1 4685.09 4688.22 3.12 4685.09 0.00 N/A 0.00
Roadway & Gutter Input
SN Element Roadway Roadway Roadway Gutter Gutter Gutter Allowable
ID Longitudinal Cross Manning's Cross Width Depression Spread
Slope Slope Roughness Slope
(ft/ft) (ft/ft) (ft/ft) (ft) (in) (ft)
1 RDA11+10N N/A 0.0300 0.0130 0.0620 1.50 0.0000 9.50
2 RDA11+10S N/A 0.0300 0.0130 0.0620 1.50 0.0000 9.50
3 RDA8+30 0.0470 0.0300 0.0130 0.0620 1.50 0.0000 9.50
4 RDB20+55N N/A 0.0300 0.0130 0.0620 1.50 0.0000 9.50
5 RDB20+55S N/A 0.0300 0.0130 0.0620 1.50 0.0000 9.50
6 RDB7+20E 0.0120 0.0300 0.0130 0.0620 1.50 0.0000 9.50
7 RDB7+20W 0.0120 0.0300 0.0130 0.0620 1.50 0.0000 9.50
8 RDB9+70E N/A 0.0300 0.0130 0.0620 1.50 0.0000 9.50
9 RDB9+70W N/A 0.0300 0.0130 0.0620 1.50 0.0000 9.50
10 WH-15+35E 0.0120 0.0300 0.0130 0.0620 1.50 0.0000 9.50
11 WH-15+35W 0.0120 0.0300 0.0130 0.0620 1.50 0.0000 9.50
12 WH23+35E 0.0120 0.0300 0.0130 0.0620 1.50 0.0000 9.50
13 WH23+35W 0.0120 0.0300 0.0130 0.0620 1.50 0.0000 9.50
14 WH30+70N 0.0120 0.0300 0.0130 0.0620 1.50 0.0000 9.50
15 WH30+70S 0.0120 0.0300 0.0130 0.0620 1.50 0.0000 9.50
Inlet Results
SN Element Peak Peak Peak Flow Peak Flow Inlet Max Gutter Max Gutter Max Gutter Time of Total Total Time
ID Flow Lateral Intercepted Bypassing Efficiency Spread Water Elev. Water Depth Max Depth Flooded Flooded
Inflow by Inlet during Peak during Peak during Peak during Peak Occurrence Volume
Inlet Flow Flow Flow Flow
(cfs) (cfs) (cfs) (cfs) (%) (ft) (ft) (ft) (days hh:mm) (ac-in) (min)
1 RDA11+10N 1.17 1.17 N/A N/A N/A 5.44 4712.75 0.21 0 00:15 0.00 0.00
2 RDA11+10S 1.82 1.17 N/A N/A N/A 5.64 4712.75 0.22 0 00:18 0.00 0.00
3 RDA8+30 2.99 0.00 1.98 1.01 66.25 5.52 4724.28 0.21 0 00:13 0.00 0.00
4 RDB20+55N 1.18 1.18 N/A N/A N/A 5.48 4700.93 0.21 0 00:10 0.00 0.00
5 RDB20+55S 1.18 1.18 N/A N/A N/A 5.48 4700.93 0.21 0 00:16 0.00 0.00
6 RDB7+20E 4.19 4.19 2.97 1.22 70.88 8.33 4729.94 0.30 0 00:12 0.00 0.00
7 RDB7+20W 0.55 0.55 0.49 0.07 88.12 3.47 4729.88 0.15 0 00:12 0.00 0.00
8 RDB9+70E 0.50 0.50 N/A N/A N/A 2.49 4727.67 0.10 0 00:08 0.00 0.00
9 RDB9+70W 0.50 0.50 N/A N/A N/A 2.49 4727.27 0.10 0 00:08 0.00 0.00
10 WH-15+35E 1.46 1.46 1.05 0.41 71.93 5.42 4712.48 0.21 0 00:17 0.00 0.00
11 WH-15+35W 1.46 1.46 1.05 0.41 71.93 5.42 4712.48 0.21 0 00:17 0.00 0.00
12 WH23+35E 1.53 1.26 1.09 0.44 71.11 5.54 4703.18 0.21 0 00:17 0.00 0.00
13 WH23+35W 1.46 1.19 1.05 0.41 71.86 5.43 4703.18 0.21 0 00:17 0.00 0.00
14 WH30+70N 1.53 1.36 1.09 0.44 71.13 5.54 4688.44 0.21 0 00:10 0.00 0.00
15 WH30+70S 1.52 1.36 1.08 0.44 71.27 5.52 4688.43 0.21 0 00:10 0.00 0.00
Post Development Model Outputs
25‐year Design Event
Project Options
CFS
Elevation
Rational
SCS TR-55
Hydrodynamic
YES
NO
Analysis Options
Mar 28, 2017 00:00:00
Mar 29, 2017 00:00:00
Mar 28, 2017 00:00:00
0 days
0 01:00:00 days hh:mm:ss
0 00:05:00 days hh:mm:ss
0 00:05:00 days hh:mm:ss
30 seconds
Rainfall Details
25 year(s)
Runoff (Wet Weather) Time Step ........................................
Reporting Time Step ............................................................
Routing Time Step ................................................................
Return Period........................................................................
Skip Steady State Analysis Time Periods ............................
Start Analysis On ..................................................................
End Analysis On ...................................................................
Start Reporting On ................................................................
Antecedent Dry Days ............................................................
Runoff (Dry Weather) Time Step ..........................................
Flow Units .............................................................................
Elevation Type ......................................................................
Hydrology Method .................................................................
Time of Concentration (TOC) Method ..................................
Link Routing Method .............................................................
Enable Overflow Ponding at Nodes ......................................
Subbasin Summary
SN Subbasin Area Weighted Total Total Total Peak Time of
ID Runoff Rainfall Runoff Runoff Runoff Concentration
Coefficient Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1 CUL-RDA-5+50 12.16 0.2000 0.58 0.12 1.40 3.24 0 00:26:00
2 CUL-RDB19+25 10.98 0.2000 0.46 0.09 1.01 4.35 0 00:14:00
3 OFF-1 2.62 0.8000 0.44 0.35 0.92 4.58 0 00:12:00
4 OFF-2 2.20 0.8000 0.44 0.35 0.77 3.85 0 00:12:00
5 OFF-3 3.22 0.8000 0.44 0.35 1.13 5.63 0 00:12:00
6 OFF-4 0.92 0.8000 0.41 0.33 0.30 1.78 0 00:10:12
7 OFF-5 1.38 0.8000 0.45 0.36 0.50 2.29 0 00:13:01
8 OFF-6 1.82 0.8000 0.39 0.32 0.57 3.82 0 00:09:00
9 OFF-7 3.35 0.8000 0.38 0.30 1.01 7.71 0 00:07:48
10 OFF-8 4.12 0.8000 0.36 0.29 1.19 9.99 0 00:07:12
11 RDA11+10L 0.89 0.7600 0.45 0.34 0.30 1.40 0 00:13:00
12 RDA11+10R 0.89 0.7600 0.45 0.34 0.30 1.40 0 00:13:00
13 RDB21+50L 0.76 0.7600 0.41 0.31 0.24 1.42 0 00:10:00
14 RDB21+50R 0.76 0.7600 0.41 0.31 0.24 1.42 0 00:10:00
15 RDB7+20L 0.33 0.7600 0.39 0.30 0.10 0.66 0 00:09:00
16 RDB7+20R 0.33 0.7600 0.39 0.30 0.10 0.66 0 00:09:00
17 RDB9+70L 0.28 0.7600 0.38 0.29 0.08 0.60 0 00:08:00
18 RDB9+70R 0.28 0.7600 0.38 0.29 0.08 0.60 0 00:08:00
19 ST-WHT15+30L 10.00 0.2000 0.49 0.10 0.99 3.52 0 00:16:48
20 ST-WHT23+30L 7.56 0.2000 0.50 0.10 0.75 2.64 0 00:17:00
21 Sub-25 0.86 0.8000 0.41 0.33 0.28 1.69 0 00:10:00
22 Sub-4-B 10.00 0.2000 0.50 0.10 0.99 3.50 0 00:17:00
23 WHT15+30L 1.54 0.7000 0.52 0.36 0.56 1.76 0 00:19:00
24 WHT15+30R 1.54 0.7000 0.52 0.36 0.56 1.76 0 00:19:00
25 WHT23+30L 1.08 0.7000 0.47 0.33 0.36 1.43 0 00:15:00
26 WHT23+30R 1.14 0.7000 0.47 0.33 0.38 1.51 0 00:15:00
27 WHT30+70L 0.95 0.7000 0.41 0.29 0.27 1.63 0 00:10:00
28 WHT30+70R 0.95 0.7000 0.41 0.29 0.27 1.63 0 00:10:00
Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (ft²) (cfs) (ft) (ft) (ft) (days hh:mm) (ac-in) (min)
1 Jun-02 Junction 4710.20 4713.14 0.00 4713.14 0.00 3.52 4711.47 0.00 1.67 0 00:00 0.00 0.00
2 Jun-03 Junction 4699.50 4705.00 0.00 4705.00 0.00 2.64 4700.63 0.00 4.37 0 00:00 0.00 0.00
3 Jun-04 Junction 4729.00 4731.00 0.00 9460.00 0.00 3.08 4729.38 0.00 1.62 0 00:00 0.00 0.00
4 Jun-07 Junction 4697.07 4702.06 0.00 4701.00 0.00 15.45 4699.09 0.00 2.97 0 00:00 0.00 0.00
5 Jun-08 Junction 4695.79 4701.32 0.00 4701.00 0.00 15.39 4697.40 0.00 3.91 0 00:00 0.00 0.00
6 Jun-09 Junction 4685.57 4690.50 0.00 4691.00 0.00 15.53 4687.33 0.00 3.17 0 00:00 0.00 0.00
7 Jun-10 Junction 4679.90 4684.45 0.00 4685.00 0.00 19.21 4682.54 0.00 1.92 0 00:00 0.00 0.00
8 Jun-12_10+87 Junction 4699.53 4706.60 0.00 4712.00 0.00 12.67 4701.53 0.00 5.08 0 00:00 0.00 0.00
9 Jun-15 Junction 4715.50 4719.50 0.00 4719.50 0.00 0.00 4715.50 0.00 4.00 0 00:00 0.00 0.00
10 Jun-21 Junction 4737.00 4742.00 0.00 4742.00 0.00 4.46 4737.57 0.00 4.43 0 00:00 0.00 0.00
11 JUN-MUR-3 Junction 4737.00 4741.00 0.00 4741.00 0.00 1.56 4737.21 0.00 3.79 0 00:00 0.00 0.00
12 RDA10+30 Junction 4705.03 4713.71 0.00 4713.71 0.00 13.44 4707.09 0.00 6.62 0 00:00 0.00 0.00
13 RDA12+00 Junction 4708.61 4713.29 0.00 4713.29 0.00 5.61 4709.98 0.00 3.31 0 00:00 0.00 0.00
14 RDA6+05 Junction 4719.30 4730.19 0.00 4730.19 0.00 12.29 4720.99 0.00 9.20 0 00:00 0.00 0.00
15 RDB19+60 Junction 4696.96 4702.22 0.00 4702.22 0.00 6.22 4698.20 0.00 4.02 0 00:00 0.00 0.00
16 RDB2+60 Junction 4728.76 4733.55 0.00 4733.55 0.00 4.46 4729.51 0.00 4.04 0 00:00 0.00 0.00
17 RDB4+00 Junction 4727.22 4732.00 0.00 0.00 0.00 3.84 4728.02 0.00 3.98 0 00:00 0.00 0.00
18 RDB-5+00 Junction 4726.67 4731.51 0.00 4731.51 0.00 7.97 4727.60 0.00 3.91 0 00:00 0.00 0.00
19 SWL-1_MH2+32 Junction 4713.10 4717.75 0.00 4717.00 0.00 0.00 4713.10 0.00 4.65 0 00:00 0.00 0.00
20 SWL-2_6+28 Junction 4710.31 4714.47 0.00 4716.00 0.00 0.00 4710.31 0.00 4.16 0 00:00 0.00 0.00
21 SWL-3_8+37 Junction 4709.61 4714.14 0.00 4715.00 0.00 3.24 4710.17 0.00 3.97 0 00:00 0.00 0.00
22 SWL-5_9+25 Junction 4700.90 4710.57 0.00 4713.00 0.00 11.73 4703.14 0.00 7.55 0 00:00 0.00 0.00
23 WH-15+75 Junction 4709.31 4712.02 0.00 4712.02 0.00 5.65 4710.55 0.00 1.47 0 00:00 0.00 0.00
24 WH23+70 Junction 4697.93 4702.46 0.00 4702.46 0.00 5.32 4699.27 0.00 3.19 0 00:00 0.00 0.00
25 OFFSITE-11 Outfall 4674.51 0.60 4674.65
26 OFFSITE-12 Outfall 4675.09 0.51 4675.23
27 Out-01 Outfall 4679.00 18.77 4680.70
28 Diversion-01 Flow Diversions 4704.85 4709.00 0.00 12.00 21.10 4706.55 0.00 0.00
29 MurdPond1 Storage Node 4739.83 4742.00 0.00 0.00 3.82 4740.46 0.00 0.00
30 MurdPond2 Storage Node 4738.50 4741.00 0.00 0.00 2.29 4739.39 0.00 0.00
31 MurdPond3 Storage Node 4738.00 4741.00 0.00 0.00 1.78 4739.77 0.00 0.00
32 MurdPond4 Storage Node 4733.50 4736.00 0.00 0.00 5.63 4734.54 0.00 0.00
33 POND-1 Storage Node 4704.50 4707.00 0.00 0.00 11.73 4706.46 0.00 0.00
34 POND-2 Storage Node 4689.50 4693.00 0.00 0.00 6.22 4690.50 0.00 0.00
35 POND-3 Storage Node 4682.50 4685.00 0.00 0.00 2.65 4683.39 0.00 0.00
36 SBPond1 Storage Node 4715.00 4718.50 0.00 0.00 9.98 4716.30 0.00 0.00
37 SBPond2 Storage Node 4719.50 4722.00 0.00 0.00 7.71 4721.44 0.00 0.00
Inlet Summary
SN Element Inlet Manufacturer Inlet Number of Catchbasin Max (Rim) Initial Ponded Peak Peak Flow Peak Flow Inlet Allowable Max Gutter Max Gutter
ID Manufacturer Part Location Inlets Invert Elevation Water Area Flow Intercepted Bypassing Efficiency Spread Spread Water Elev.
Number Elevation Elevation by Inlet during Peak during Peak during Peak
Inlet Flow Flow Flow
(ft) (ft) (ft) (ft²) (cfs) (cfs) (cfs) (%) (ft) (ft) (ft)
1 RDA11+10N FHWA HEC-22 GENERIC N/A On Sag 1 4707.91 4712.54 0.00 0.00 1.40 N/A N/A N/A 9.50 6.12 4712.77
2 RDA11+10S FHWA HEC-22 GENERIC N/A On Sag 2 4708.15 4712.54 4708.29 0.00 2.37 N/A N/A N/A 9.50 6.75 4712.79
3 RDA8+30 FHWA HEC-22 GENERIC N/A On Grade 1 4716.50 4724.07 0.00 N/A 3.46 2.19 1.26 63.45 9.50 5.86 4724.29
4 RDB20+55N FHWA HEC-22 GENERIC N/A On Sag 1 4698.03 4700.72 0.00 0.00 1.42 N/A N/A N/A 9.50 6.16 4700.95
5 RDB20+55S FHWA HEC-22 GENERIC N/A On Sag 1 4697.36 4700.72 4697.86 0.00 1.42 N/A N/A N/A 9.50 6.16 4700.95
6 RDB7+20E FHWA HEC-22 GENERIC N/A On Grade 2 4719.71 4729.64 0.00 N/A 5.14 3.49 1.64 67.97 9.50 9.04 4729.96
7 RDB7+20W FHWA HEC-22 GENERIC N/A On Grade 1 4720.58 4729.73 0.00 N/A 0.66 0.56 0.10 84.71 9.50 3.75 4729.89
8 RDB9+70E FHWA HEC-22 GENERIC N/A On Sag 1 4722.55 4727.57 4722.55 0.00 0.60 N/A N/A N/A 9.50 2.97 4727.69
9 RDB9+70W FHWA HEC-22 GENERIC N/A On Sag 1 4723.00 4727.18 4723.00 0.00 0.60 N/A N/A N/A 9.50 2.97 4727.29
10 WH-15+35E FHWA HEC-22 GENERIC N/A On Grade 1 4709.45 4712.27 4709.25 N/A 1.75 1.20 0.55 68.50 9.50 5.85 4712.50
11 WH-15+35W FHWA HEC-22 GENERIC N/A On Grade 1 4710.03 4712.27 4709.40 N/A 1.75 1.20 0.55 68.50 9.50 5.85 4712.50
12 WH23+35E FHWA HEC-22 GENERIC N/A On Grade 1 4698.07 4702.97 4698.07 N/A 1.88 1.27 0.62 67.28 9.50 6.03 4703.20
13 WH23+35W FHWA HEC-22 GENERIC N/A On Grade 1 4698.39 4702.96 4698.39 N/A 1.81 1.23 0.58 67.99 9.50 5.93 4703.19
14 WH30+70N FHWA HEC-22 GENERIC N/A On Grade 1 4684.51 4688.22 4684.51 N/A 1.86 1.25 0.60 67.52 9.50 6.00 4688.45
15 WH30+70S FHWA HEC-22 GENERIC N/A On Grade 1 4685.09 4688.22 4685.09 N/A 1.84 1.25 0.60 67.65 9.50 5.98 4688.45
Junction Input
SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum
ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe
Elevation Offset Elevation Depth Cover
(ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft²) (in)
1 Jun-02 4710.20 4713.14 2.94 0.00 -4710.20 4713.14 0.00 0.00 0.00
2 Jun-03 4699.50 4705.00 5.50 0.00 -4699.50 4705.00 0.00 0.00 0.00
3 Jun-04 4729.00 4731.00 2.00 0.00 -4729.00 9460.00 4729.00 0.00 0.00
4 Jun-07 4697.07 4702.06 4.99 0.00 -4697.07 4701.00 -1.06 0.00 0.00
5 Jun-08 4695.79 4701.32 5.52 0.00 -4695.79 4701.00 -0.32 0.00 0.00
6 Jun-09 4685.57 4690.50 4.93 0.00 -4685.57 4691.00 0.50 0.00 0.00
7 Jun-10 4679.90 4684.45 4.56 0.00 -4679.90 4685.00 0.55 0.00 0.00
8 Jun-12_10+87 4699.53 4706.60 7.08 0.00 -4699.53 4712.00 5.40 0.00 0.00
9 Jun-15 4715.50 4719.50 4.00 0.00 -4715.50 4719.50 0.00 0.00 0.00
10 Jun-21 4737.00 4742.00 5.00 0.00 -4737.00 4742.00 0.00 0.00 0.00
11 JUN-MUR-3 4737.00 4741.00 4.00 0.00 -4737.00 4741.00 0.00 0.00 0.00
12 RDA10+30 4705.03 4713.71 8.68 0.00 -4705.03 4713.71 0.00 0.00 0.00
13 RDA12+00 4708.61 4713.29 4.68 0.00 -4708.61 4713.29 0.00 0.00 0.00
14 RDA6+05 4719.30 4730.19 10.89 0.00 -4719.30 4730.19 0.00 0.00 0.00
15 RDB19+60 4696.96 4702.22 5.26 0.00 -4696.96 4702.22 0.00 0.00 0.00
16 RDB2+60 4728.76 4733.55 4.79 0.00 -4728.76 4733.55 0.00 0.00 0.00
17 RDB4+00 4727.22 4732.00 4.78 0.00 -4727.22 0.00 -4732.00 0.00 0.00
18 RDB-5+00 4726.67 4731.51 4.84 0.00 -4726.67 4731.51 0.00 0.00 0.00
19 SWL-1_MH2+32 4713.10 4717.75 4.65 0.00 -4713.10 4717.00 -0.75 0.00 0.00
20 SWL-2_6+28 4710.31 4714.47 4.16 0.00 -4710.31 4716.00 1.53 0.00 0.00
21 SWL-3_8+37 4709.61 4714.14 4.53 0.00 -4709.61 4715.00 0.86 0.00 0.00
22 SWL-5_9+25 4700.90 4710.57 9.67 0.00 -4700.90 4713.00 2.43 0.00 0.00
23 WH-15+75 4709.31 4712.02 2.71 0.00 -4709.31 4712.02 0.00 0.00 0.00
24 WH23+70 4697.93 4702.46 4.52 0.00 -4697.93 4702.46 0.00 0.00 0.00
Junction Results
SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time
ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded
Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume
Attained Occurrence
(cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (days hh:mm) (days hh:mm) (ac-in) (min)
1 Jun-02 3.52 3.52 4711.47 1.27 0.00 1.67 4710.22 0.02 0 00:17 0 00:00 0.00 0.00
2 Jun-03 2.64 2.64 4700.63 1.13 0.00 4.37 4699.52 0.02 0 00:17 0 00:00 0.00 0.00
3 Jun-04 3.08 1.69 4729.38 0.38 0.00 1.62 4729.01 0.01 0 00:05 0 00:00 0.00 0.00
4 Jun-07 15.45 4.35 4699.09 2.02 0.00 2.97 4697.92 0.85 0 00:16 0 00:00 0.00 0.00
5 Jun-08 15.39 0.00 4697.40 1.61 0.00 3.91 4696.61 0.82 0 00:16 0 00:00 0.00 0.00
6 Jun-09 15.53 0.00 4687.33 1.76 0.00 3.17 4686.43 0.86 0 00:17 0 00:00 0.00 0.00
7 Jun-10 19.21 3.50 4682.54 2.64 0.00 1.92 4680.82 0.92 0 00:18 0 00:00 0.00 0.00
8 Jun-12_10+87 12.67 0.00 4701.53 2.00 0.00 5.08 4700.38 0.85 0 00:19 0 00:00 0.00 0.00
9 Jun-15 0.00 0.00 4715.50 0.00 0.00 4.00 4715.50 0.00 0 00:00 0 00:00 0.00 0.00
10 Jun-21 4.46 0.00 4737.57 0.57 0.00 4.43 4737.01 0.01 0 00:13 0 00:00 0.00 0.00
11 JUN-MUR-3 1.56 0.00 4737.21 0.21 0.00 3.79 4737.01 0.01 0 00:16 0 00:00 0.00 0.00
12 RDA10+30 13.44 0.00 4707.09 2.06 0.00 6.62 4705.13 0.10 0 00:13 0 00:00 0.00 0.00
13 RDA12+00 5.61 0.00 4709.98 1.37 0.00 3.31 4708.64 0.03 0 00:18 0 00:00 0.00 0.00
14 RDA6+05 12.29 0.00 4720.99 1.69 0.00 9.20 4719.33 0.03 0 00:14 0 00:00 0.00 0.00
15 RDB19+60 6.22 0.00 4698.20 1.24 0.00 4.02 4696.98 0.02 0 00:16 0 00:00 0.00 0.00
16 RDB2+60 4.46 0.00 4729.51 0.75 0.00 4.04 4728.78 0.02 0 00:14 0 00:00 0.00 0.00
17 RDB4+00 3.84 3.84 4728.02 0.80 0.00 3.98 4727.23 0.01 0 00:12 0 00:00 0.00 0.00
18 RDB-5+00 7.97 0.00 4727.60 0.93 0.00 3.91 4726.69 0.02 0 00:13 0 00:00 0.00 0.00
19 SWL-1_MH2+32 0.00 0.00 4713.10 0.00 0.00 4.65 4713.10 0.00 0 00:00 0 00:00 0.00 0.00
20 SWL-2_6+28 0.00 0.00 4710.31 0.00 0.00 4.16 4710.31 0.00 0 00:00 0 00:00 0.00 0.00
21 SWL-3_8+37 3.24 3.24 4710.17 0.56 0.00 3.97 4709.63 0.02 0 00:26 0 00:00 0.00 0.00
22 SWL-5_9+25 11.73 0.00 4703.14 2.24 0.00 7.55 4701.69 0.79 0 00:18 0 00:00 0.00 0.00
23 WH-15+75 5.65 0.00 4710.55 1.24 0.00 1.47 4709.33 0.02 0 00:18 0 00:00 0.00 0.00
24 WH23+70 5.32 0.00 4699.27 1.34 0.00 3.19 4697.96 0.03 0 00:17 0 00:00 0.00 0.00
Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap
ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate
Elevation Offset Elevation Offset Height
(ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (in) (cfs)
1 CUL-RDA5+50 88.00 4709.61 0.00 4708.69 7.79 0.92 1.0500 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No
2 CUL-RDB19+25 108.00 4697.82 0.75 4696.71 0.92 1.11 1.0300 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 No
3 Link-05 370.00 4696.54 0.75 4686.52 0.95 10.02 2.7100 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 No
4 Link-06 461.00 4686.32 0.75 4680.65 0.75 5.68 1.2300 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 No
5 Link-07 400.00 4713.10 0.00 4710.81 0.50 2.29 0.5700 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No
6 Link-08 513.00 4680.65 0.75 4677.50 -1.50 3.15 0.6100 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 No
7 Link-09 508.00 4700.28 0.75 4697.90 0.83 2.37 0.4700 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 No
8 Link-10 73.48 4707.91 0.00 4705.07 0.22 2.84 3.8600 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No
9 Link-11 10.00 4704.85 0.00 4704.80 0.30 0.05 0.4800 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No
10 Link-12 19.00 4705.50 0.65 4705.00 4.10 0.50 2.6300 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No
11 Link-16 6.78 4715.50 0.00 4715.00 0.00 0.50 7.3700 Dummy 0.000 0.000 0.0150 0.5000 0.5000 0.0000 0.00 No
12 Link-28 420.00 4737.00 0.00 4720.00 0.50 17.00 4.0500 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No
13 Link-30 209.00 4710.31 0.00 4709.67 0.06 0.64 0.3100 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No
14 SD-RDA-1 190.00 4719.30 0.00 4716.70 0.20 2.60 1.3700 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No
15 SD-RDA-2 230.00 4716.50 0.00 4705.53 0.50 10.97 4.7700 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No
16 SD-RDA-3 60.00 4705.03 0.00 4704.85 0.00 0.18 0.3000 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No
17 SD-RDA-5 33.01 4708.41 0.27 4708.06 0.15 0.36 1.0800 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No
18 SD-RDA-6 83.91 4708.61 0.00 4708.31 0.17 0.30 0.3500 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No
19 SD-RDA-7 159.59 4709.30 -0.01 4708.61 0.00 0.69 0.4300 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No
20 SD-RDB-1 155.00 4728.76 0.00 4726.67 0.00 2.09 1.3500 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No
21 SD-RDB-10 167.47 4697.93 0.00 4697.36 0.00 0.57 0.3400 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No
22 SD-RDB-11 22.00 4727.22 0.00 4726.99 0.32 0.23 1.0500 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No
23 SD-RDB-2 285.00 4726.67 0.00 4720.71 1.00 5.96 2.0900 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No
24 SD-RDB-3 33.00 4721.33 0.75 4720.96 1.25 0.37 1.1200 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No
25 SD-RDB-4 56.00 4720.46 0.75 4719.50 0.20 0.96 1.7100 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No
26 SD-RDB-5 214.19 4722.55 0.00 4719.50 0.20 3.05 1.4200 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No
27 SD-RDB-6 33.00 4723.00 0.00 4722.80 0.25 0.21 0.6300 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No
28 SD-RDB-7 67.00 4696.96 0.00 4696.60 7.10 0.36 0.5400 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No
29 SD-RDB-8 92.83 4697.36 0.00 4696.96 0.00 0.41 0.4400 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No
30 SD-RDB-9 51.67 4698.03 0.00 4697.86 0.50 0.17 0.3200 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No
31 SD-SWL-4 149.00 4701.65 0.75 4700.90 1.38 0.74 0.5000 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No
32 SD-WH-10 46.07 4685.09 0.00 4684.76 0.25 0.33 0.7200 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No
33 SD-WH-3 30.00 4710.20 0.00 4710.03 0.00 0.17 0.5700 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No
34 SD-WH-4 45.99 4710.03 0.00 4709.64 0.19 0.39 0.8400 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No
35 SD-WH-5 33.78 4709.45 0.00 4709.31 0.00 0.14 0.4300 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No
36 SD-WH-6 69.84 4699.50 0.00 4698.89 0.50 0.61 0.8700 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No
37 SD-WH-7 46.00 4698.39 0.00 4698.07 0.00 0.32 0.7000 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No
38 SD-WH-8 36.10 4698.07 0.00 4697.93 0.00 0.14 0.3800 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No
39 SD-WH-9 37.66 4684.51 0.00 4684.06 1.56 0.45 1.2000 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No
No. of
Barrels
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Pipe Results
SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min)
1 CUL-RDA5+50 3.20 0 00:26 23.19 0.14 4.79 0.31 0.53 0.27 0.00 Calculated
2 CUL-RDB19+25 15.39 0 00:16 41.66 0.37 6.92 0.26 1.16 0.46 0.00 Calculated
3 Link-05 15.38 0 00:16 67.50 0.23 10.69 0.58 0.84 0.33 0.00 Calculated
4 Link-06 15.52 0 00:17 45.51 0.34 5.57 1.38 1.45 0.58 0.00 Calculated
5 Link-07 0.00 0 00:00 7.95 0.00 0.00 0.00 0.00 0.00 Calculated
6 Link-08 18.77 0 00:19 23.24 0.81 4.97 1.72 1.80 0.72 0.00 Calculated
7 Link-09 12.61 0 00:19 28.04 0.45 5.34 1.59 1.22 0.49 0.00 Calculated
8 Link-10 7.91 0 00:14 20.64 0.38 5.74 0.21 1.09 0.73 0.00 Calculated
9 Link-11 11.73 0 00:14 15.67 0.75 4.79 0.03 1.64 0.82 0.00 Calculated
10 Link-12 9.59 0 00:17 36.70 0.26 7.30 0.04 0.87 0.44 0.00 Calculated
11 Link-16 0.00 0 00:00 0.00 0.26 0.00 0.87 0.44 0.00 Calculated
12 Link-28 4.43 0 00:13 7.17 0.62 6.71 1.04 0.78 0.78 0.00 Calculated
13 Link-30 0.00 0 00:00 12.52 0.00 0.00 0.25 0.13 0.00 Calculated
14 SD-RDA-1 11.50 0 00:12 12.29 0.94 7.31 0.43 1.33 0.88 0.00 Calculated
15 SD-RDA-2 13.44 0 00:12 22.94 0.59 10.04 0.38 1.16 0.78 0.00 Calculated
16 SD-RDA-3 13.43 0 00:13 12.39 1.08 4.44 0.23 1.85 0.92 0.00 > CAPACITY
17 SD-RDA-5 6.87 0 00:17 10.91 0.63 5.52 0.10 0.99 0.66 0.00 Calculated
18 SD-RDA-6 5.63 0 00:18 6.25 0.90 3.50 0.40 1.30 0.86 0.00 Calculated
19 SD-RDA-7 5.61 0 00:18 6.94 0.81 3.44 0.77 1.31 0.87 0.00 Calculated
20 SD-RDB-1 4.46 0 00:14 7.50 0.59 5.50 0.47 0.83 0.67 0.00 Calculated
21 SD-RDB-10 5.33 0 00:17 6.14 0.87 3.29 0.85 1.36 0.91 0.00 Calculated
22 SD-RDB-11 3.83 0 00:12 10.74 0.36 4.67 0.08 0.71 0.47 0.00 Calculated
23 SD-RDB-2 7.86 0 00:13 9.34 0.84 7.26 0.65 1.09 0.87 0.00 Calculated
24 SD-RDB-3 0.52 0 00:08 3.77 0.14 2.64 0.21 0.96 0.96 0.00 Calculated
25 SD-RDB-4 11.69 0 00:12 13.75 0.85 6.94 0.13 1.50 1.00 0.00 Calculated
26 SD-RDB-5 1.16 0 00:08 7.70 0.15 2.70 1.32 0.74 0.59 0.00 Calculated
27 SD-RDB-6 0.59 0 00:08 2.83 0.21 2.62 0.21 0.33 0.33 0.00 Calculated
28 SD-RDB-7 6.22 0 00:16 7.68 0.81 4.45 0.25 1.11 0.74 0.00 Calculated
29 SD-RDB-8 6.22 0 00:16 6.94 0.90 4.00 0.39 1.32 0.88 0.00 Calculated
30 SD-RDB-9 1.38 0 00:10 2.02 0.69 2.62 0.33 0.82 0.82 0.00 Calculated
31 SD-SWL-4 11.67 0 00:18 16.00 0.73 5.14 0.48 1.36 0.68 0.00 Calculated
32 SD-WH-10 1.32 0 00:10 3.03 0.44 3.40 0.23 0.50 0.50 0.00 Calculated
33 SD-WH-3 3.49 0 00:17 4.89 0.71 2.85 0.18 1.24 0.99 0.00 Calculated
34 SD-WH-4 4.56 0 00:17 5.92 0.77 3.75 0.20 1.22 0.98 0.00 Calculated
35 SD-WH-5 5.65 0 00:17 6.86 0.82 3.47 0.16 1.32 0.88 0.00 Calculated
36 SD-WH-6 2.64 0 00:17 3.33 0.79 3.63 0.32 0.87 0.87 0.00 Calculated
37 SD-WH-7 3.95 0 00:17 8.76 0.45 2.37 0.32 1.35 0.90 0.00 Calculated
38 SD-WH-8 5.32 0 00:17 6.51 0.82 3.11 0.19 1.39 0.93 0.00 Calculated
39 SD-WH-9 2.65 0 00:10 7.07 0.37 4.68 0.13 0.59 0.47 0.00 Calculated
Inlet Input
SN Element Inlet Manufacturer Inlet Number of Catchbasin Max (Rim) Inlet Initial Initial Ponded Grate
ID Manufacturer Part Location Inlets Invert Elevation Depth Water Water Area Clogging
Number Elevation Elevation Depth Factor
(ft) (ft) (ft) (ft) (ft) (ft²) (%)
1 RDA11+10N FHWA HEC-22 GENERIC N/A On Sag 1 4707.91 4712.54 4.63 0.00 0.00 0.00 0.00
2 RDA11+10S FHWA HEC-22 GENERIC N/A On Sag 2 4708.15 4712.54 4.39 4708.29 0.14 0.00 0.00
3 RDA8+30 FHWA HEC-22 GENERIC N/A On Grade 1 4716.50 4724.07 7.57 0.00 0.00 N/A 0.00
4 RDB20+55N FHWA HEC-22 GENERIC N/A On Sag 1 4698.03 4700.72 2.69 0.00 0.00 0.00 0.00
5 RDB20+55S FHWA HEC-22 GENERIC N/A On Sag 1 4697.36 4700.72 3.36 4697.86 0.50 0.00 0.00
6 RDB7+20E FHWA HEC-22 GENERIC N/A On Grade 2 4719.71 4729.64 9.93 0.00 0.00 N/A 0.00
7 RDB7+20W FHWA HEC-22 GENERIC N/A On Grade 1 4720.58 4729.73 9.15 0.00 0.00 N/A 0.00
8 RDB9+70E FHWA HEC-22 GENERIC N/A On Sag 1 4722.55 4727.57 5.03 4722.55 0.00 0.00 0.00
9 RDB9+70W FHWA HEC-22 GENERIC N/A On Sag 1 4723.00 4727.18 4.17 4723.00 0.00 0.00 0.00
10 WH-15+35E FHWA HEC-22 GENERIC N/A On Grade 1 4709.45 4712.27 2.82 4709.25 -0.20 N/A 0.00
11 WH-15+35W FHWA HEC-22 GENERIC N/A On Grade 1 4710.03 4712.27 2.24 4709.40 -0.63 N/A 0.00
12 WH23+35E FHWA HEC-22 GENERIC N/A On Grade 1 4698.07 4702.97 4.90 4698.07 0.00 N/A 0.00
13 WH23+35W FHWA HEC-22 GENERIC N/A On Grade 1 4698.39 4702.96 4.57 4698.39 0.00 N/A 0.00
14 WH30+70N FHWA HEC-22 GENERIC N/A On Grade 1 4684.51 4688.22 3.71 4684.51 0.00 N/A 0.00
15 WH30+70S FHWA HEC-22 GENERIC N/A On Grade 1 4685.09 4688.22 3.12 4685.09 0.00 N/A 0.00
Roadway & Gutter Input
SN Element Roadway Roadway Roadway Gutter Gutter Gutter Allowable
ID Longitudinal Cross Manning's Cross Width Depression Spread
Slope Slope Roughness Slope
(ft/ft) (ft/ft) (ft/ft) (ft) (in) (ft)
1 RDA11+10N N/A 0.0300 0.0130 0.0620 1.50 0.0000 9.50
2 RDA11+10S N/A 0.0300 0.0130 0.0620 1.50 0.0000 9.50
3 RDA8+30 0.0470 0.0300 0.0130 0.0620 1.50 0.0000 9.50
4 RDB20+55N N/A 0.0300 0.0130 0.0620 1.50 0.0000 9.50
5 RDB20+55S N/A 0.0300 0.0130 0.0620 1.50 0.0000 9.50
6 RDB7+20E 0.0120 0.0300 0.0130 0.0620 1.50 0.0000 9.50
7 RDB7+20W 0.0120 0.0300 0.0130 0.0620 1.50 0.0000 9.50
8 RDB9+70E N/A 0.0300 0.0130 0.0620 1.50 0.0000 9.50
9 RDB9+70W N/A 0.0300 0.0130 0.0620 1.50 0.0000 9.50
10 WH-15+35E 0.0120 0.0300 0.0130 0.0620 1.50 0.0000 9.50
11 WH-15+35W 0.0120 0.0300 0.0130 0.0620 1.50 0.0000 9.50
12 WH23+35E 0.0120 0.0300 0.0130 0.0620 1.50 0.0000 9.50
13 WH23+35W 0.0120 0.0300 0.0130 0.0620 1.50 0.0000 9.50
14 WH30+70N 0.0120 0.0300 0.0130 0.0620 1.50 0.0000 9.50
15 WH30+70S 0.0120 0.0300 0.0130 0.0620 1.50 0.0000 9.50
Inlet Results
SN Element Peak Peak Peak Flow Peak Flow Inlet Max Gutter Max Gutter Max Gutter Time of Total Total Time
ID Flow Lateral Intercepted Bypassing Efficiency Spread Water Elev. Water Depth Max Depth Flooded Flooded
Inflow by Inlet during Peak during Peak during Peak during Peak Occurrence Volume
Inlet Flow Flow Flow Flow
(cfs) (cfs) (cfs) (cfs) (%) (ft) (ft) (ft) (days hh:mm) (ac-in) (min)
1 RDA11+10N 1.40 1.40 N/A N/A N/A 6.12 4712.77 0.23 0 00:16 0.00 0.00
2 RDA11+10S 2.37 1.40 N/A N/A N/A 6.75 4712.79 0.25 0 00:17 0.00 0.00
3 RDA8+30 3.46 0.00 2.19 1.26 63.45 5.86 4724.29 0.22 0 00:12 0.00 0.00
4 RDB20+55N 1.42 1.42 N/A N/A N/A 6.16 4700.95 0.23 0 00:15 0.00 0.00
5 RDB20+55S 1.42 1.42 N/A N/A N/A 6.16 4700.95 0.23 0 00:16 0.00 0.00
6 RDB7+20E 5.14 5.02 3.49 1.64 67.97 9.04 4729.96 0.32 0 00:14 0.00 0.00
7 RDB7+20W 0.66 0.66 0.56 0.10 84.71 3.75 4729.89 0.16 0 00:14 0.00 0.00
8 RDB9+70E 0.60 0.60 N/A N/A N/A 2.97 4727.69 0.12 0 00:08 0.00 0.00
9 RDB9+70W 0.60 0.60 N/A N/A N/A 2.97 4727.29 0.12 0 00:08 0.00 0.00
10 WH-15+35E 1.75 1.75 1.20 0.55 68.50 5.85 4712.50 0.22 0 00:18 0.00 0.00
11 WH-15+35W 1.75 1.75 1.20 0.55 68.50 5.85 4712.50 0.22 0 00:17 0.00 0.00
12 WH23+35E 1.88 1.51 1.27 0.62 67.28 6.03 4703.20 0.23 0 00:17 0.00 0.00
13 WH23+35W 1.81 1.43 1.23 0.58 67.99 5.93 4703.19 0.23 0 00:17 0.00 0.00
14 WH30+70N 1.86 1.63 1.25 0.60 67.52 6.00 4688.45 0.23 0 00:10 0.00 0.00
15 WH30+70S 1.84 1.63 1.25 0.60 67.65 5.98 4688.45 0.23 0 00:10 0.00 0.00
Appendix D
Storm Drainage Plans
APPENDIX EWHEAT DRIVE EXTENSIONSSTORM MEMO21363.01
SIMKINS NORTH PARK TRACTS 2B & 4B
Page 1 of 4
MEMO
32 Discovery Drive Bozeman, MT 59718 (406) 582‐0221 Fax (406) 582‐5770
Project Name: North Park Development
Project Number: 14‐167
Date:January 25, 2024
Re:Wheat Drive Extension Stormwater Pond Sizing
MEMO DETAILS:
The following outlines the storm drainage impacts associated with the proposed extension of Wheat Drive at
the North Park Development site. Wheat Drive is proposed to be extended to the northwest towards Mandeville
Creek. The purpose of the street extension is to provide multiple approach locations and vehicle circulation for
proposed site development of Tracts 2‐B and 3‐B. A more detailed storm drainage report will be provided with
the engineering submittal for the infrastructure improvements necessary for the proposed Wheat Drive
extension. The purpose of this memo is to identify rough stormwater pond sizing.
The project site is defined by Tracts 2‐B and 3‐B of COS 2153A, located in Section 36, Township 01 South, Range
05 East, City of Bozeman, Montana. Overall drainage for the development to the south of the proposed Wheat
Drive extension has been previously outlined as part of a drainage report for the overall development. The
previous overall report can be provided upon request.
The proposed extension of Wheat Drive is approximately 710 feet in length. Out of the total length, 480 lineal
feet will be fully paved road. The remaining 230 feet of street improvement is anticipated to be left gravel for a
fire truck turnaround. The current improvements will extend Wheat Drive close to Mandeville Creek. Future
development on the west side of Mandeville Creek will involve extension of Wheat Drive across Mandeville
Creek using a box culvert. The creek crossing was evaluated as part of the updated flood hazard evaluation
dated 6/20/2023 and provided as part of the previous MSP submittal. Once extended across the creek, Wheat
Drive will have a low point in the road just west of the creek. Treatment for stormwater runoff will be provided
adjacent to the low point and will be addressed by a future MSP for development on the west side of Mandeville
Creek.
January 25, 2024
Allied Engineering Services, Inc. Memo Page 2 of 4
The current improvements will involve collection of runoff from the street surface using curb inlets. Runoff will
be routed to a proposed treatment pond which will share treatment with the runoff from the development of
Tract 2‐B. A current temporary and anticipated future configuration for the conveyance facilities and pond are
provided with the attachments. The temporary pond will be large enough for road drainage only and is
anticipated to be re‐graded once the site is developed to accommodate runoff from both the street
improvements and the site.
About 850 lineal feet of Wheat Drive will contribute runoff to the proposed pond (not considering bypass flow
from the existing set of on‐grade inlets at station 30+69.55). The final set of storm drain inlets on the east side
of Mandeville Creek will likely be placed at station 38+50 on Wheat Drive. When Wheat Drive is extended across
Mandeville Creek in the future, runoff generated after station 38+50 will be carried across the creek to inlets at
the low point of a proposed sag curve (approximate station 41+66). See the attached preliminary design sheet
for the Wheat Drive Extension titled C2.1 Wheat Drive & Storm Drainage.
In summary, the stormwater collected by the road between stations 30+69.55 and 38+50 (and the bypass flow)
will need to be captured and treated.
Hydrology:
Included with the attachments are exhibits showing the pre‐development and post‐development conditions
and drainage patterns. A summary of the pre‐development and post‐development drainage basins and peak
runoff rates are provided in Table 1. For the sake of pond sizing, we have simplified the drainage areas primarily
for pre‐development, to provide a basis of pond sizing. From these assumptions and simplification, the pre‐
development basin size matches the post‐development basin. Runoff from area outside of the road ROW will
be treated by the adjoining sites Tract 2‐B and 3‐B with their own on‐site treatment facilities. Runoff from the
sites will then be able to discharge to Mandeville Creek post treatment and will not impact conveyance or
treatment facilities associated with Wheat Drive. Determining the travel distance for the pre‐development basin
is difficult because the outfall point is changed by the proposed post‐development basin. A travel distance
matching the post‐development travel distance was conservatively assumed for the pre‐development
condition. The actual pre‐development flow path would realistically be shorter. However, as previously
mentioned, the pre‐development basin was assumed primarily for the basis of sizing. Because hydrology has
been simplified, conservative assumptions for pre‐development are used to ensure we meet minimum pond
sizing.
Time of concentration was estimated based on Figure I‐1 from the COB Design Standards. Because the post‐
development travel distance is primarily along curb and gutter, a weighted C value of 0.95 was assumed for time
to concentration.
Table 1 ‐ Hydrology Summary
Basin Total Area
(acres)
Impervious
(sf)
Open Space
(sf)
Weighted C Tc
(min)
10‐yr Peak
Runoff
(cfs)
25‐yr Peak
Runoff
(cfs)
Pre‐Dev. 1.77 0 77,001 0.20 50 0.25 0.31
Post‐Dev. 1.77 51,602 22,399
0.72
0.95 assumed for
Tc calculations
9 2.81 3.35
Hydraulics:
January 25, 2024
Allied Engineering Services, Inc. Memo Page 3 of 4
Treatment for stormwater runoff will be accomplished using a surface pond located at the northwest corner of
Tract 2‐B. We have been coordinating with the Development Engineer for the Tract 2‐B site development for
allocated volume in the final pond. Prior to development of Tract 2‐B, a temporary pond will be provided
specifically for the street improvements. Once Tract 2‐B is developed, the pond will be reconstructed to serve
both the site and the street improvements. The final pond configuration may be detention or retention;
therefore, sizing requirements have been provided for both options. The site development for Tract 2‐B will
need to include this pond sizing requirement in addition to their own site. The attached exhibits (EX‐2.3 and EX‐
2.4) show configurations for the temporary condition and anticipated final configuration.
Minimum pond volumes are provided in Table 2. The required retention storage was calculated based on the
runoff volume from a 10‐year, 2‐hour event as outlined by the COB Design Standards. The detention volume is
based on the method outlined in the COB design standards, calculations are included with the attachments. A
portion of runoff will bypass upstream on‐grade inlets. To account for the additional volume bypassing the inlets,
the bypass rate from the previous report was taken over the duration equal to the inlet basin time to
concentration. Longer duration storms would result in a much smaller volume bypassing inlets so this method
seemed appropriate for pond sizing. The water quality volume represents the total impervious area multiplied
by 0.5‐inches of rainfall. The water quality volume must be retained and infiltrated.
Q ൌ CIA
V ൌ 7200Q
Where: C ൌ Weighted C Factor
I ൌ 0.41 in/hr
A ൌ Area ሺacresሻ
Q ൌ runoff
V ൌ volume
Table 2 Minimum Required Storage Volumes and Allowable Release Rate
Basin
Minimum Required
Detention Storage
(cf)
Water Quality
Volume
(cf)
Minimum Required
Retention Storage
(cf)
Allowable Release Rate
(Pre‐Development Peak
Runoff)
(cfs)
Post‐Dev. 2,656 2,150 3,752 0.25
Preliminary site plans for Tract 2‐B provide a pond with a bottom area of approximately 19,960 square feet. The
storage volume at an assumed depth of 1.5 feet is approximately 29,940 cubic feet conservatively assuming
vertical side slopes. The required retention storage volume of 3,752 cubic feet is approximately 12.5% of the
assumed pond capacity. Because this additional required storage volume is a small percentage of the assumed
preliminary pond capacity, we feel it is feasible for the final pond design to accommodate the stormwater from
the Wheat Drive extension.
January 25, 2024
Allied Engineering Services, Inc. Memo Page 4 of 4
Attachments: EX‐1.1 Vicinity Map
EX‐1.2 USGS Quad Map
EX‐2.1 Pre‐Development Hydrology
EX‐2.2 Post‐Development Hydrology
EX‐2.3 Temporary Storm Drain Configuration
EX‐2.4 Anticipated Final Storm Drain Configuration
C2.1 Wheat Drive and Storm Drainage
Detention Pond Sizing Calculations (COB Spreadsheet)
Storm Drain and Pond Maintenance
P:\2014\14‐167 North Park\05 Design\H & H\Storm Drainage Memo ‐ Wheat Drive Extension\1 Storm Drainage Report\Wheat Drive Extension
‐ Storm Pond Sizing Memo.docx
Job #: 14-167
Engineer: Eric Foss
Date: 1/24/2024
Calculation of Required Volume for Storm Detention Pond
Pond ID Wheat Drive Extension
Accepts flow from basins Basin
(Reference: Bozeman Stormwater Master Plan - 1982)
Design Rainfall Freq. 10 year (see page III - 5 of master plan)
IDF coefficient a 0.64
IDF coefficient b
IDF coefficient n 0.65
Pre-development Calculations Post-development Calculations
C C
Areas (ft2): open space 77,001 0.20 Areas (ft2): open space 25,399 0.20
med. res.0.35 med. res. 0.35
dense res.0.50 dense res. 0.50
comm. neigh.0.60 comm. neigh. 0.60
comm. down.0.80 comm. down. 0.80
Pavement 0.98 Pavement 51,602 0.98
Total: 77,001 Total: 77,001
total area: 1.77 acres total area: 1.77 acres
composite C: 0.20 composite C: 0.72 0.95 assumed for tc calculation
Overland tc Overland tc
average slope: 1 percent average slope: 0.77 percent
travel distance: 883 feet travel distance: 883 feet
tc: 50 minutes tc: 9 minutes
Channel tc Channel tc
channel tc: minutes channel tc: minutes
Total tc: 50 minutes Total tc: 9 minutes
intensity at tc (fig 23): 0.72 in/hr intensity at tc (fig 23): 2.20 in/hr
pre-devel peak runoff: 0.25 cfs post-devel peak runoff: 2.81 cfs
10 year bypass flow to include from previous phase inlets: 0.88 cfs
total post-devel peak runoff: 3.69 cfs
Storm Duration Intensity Future Runoff Runoff Release Required
(minutes) (in/hr) Rate (cfs) Volume (cf) Volume (cf) Storage (cf)
9 2.20 2.81 1515 138 1378
11 1.93 2.46 1626 168 1457
13 1.73 2.21 1723 199 1525
15 1.58 2.01 1812 229 1583
17 1.45 1.86 1893 260 1633
19 1.35 1.73 1968 290 1678
21 1.27 1.62 2038 321 1717
23 1.19 1.52 2104 351 1753
25 1.13 1.44 2167 382 1785
27 1.08 1.37 2226 413 1813
29 1.03 1.31 2282 443 1839
31 0.98 1.26 2336 474 1862
33 0.94 1.21 2388 504 1883
35 0.91 1.16 2437 535 1903
37 0.88 1.12 2485 565 1920
39 0.85 1.08 2531 596 1936
41 0.82 1.05 2576 627 1950
43 0.79 1.02 2620 657 1962
45 0.77 0.99 2662 688 1974
47 0.75 0.96 2702 718 1984
49 0.73 0.93 2742 749 1993
51 0.71 0.91 2781 779 2001
53 0.69 0.89 2818 810 2008
55 0.68 0.87 2855 841 2015
57 0.66 0.85 2891 871 2020
59 0.65 0.83 2926 902 2025
61 0.63 0.81 2961 932 2028
63 0.62 0.79 2994 963 2031
65 0.61 0.78 3027 993 2034
67 0.60 0.76 3059 1024 2035
69 0.58 0.75 3091 1054 2037
Detention Pond COB - Wheat Drive Extension
71 0.57 0.73 3122 1085 2037
73 0.56 0.72 3153 1116 2037
75 0.55 0.71 3183 1146 2036
77 0.54 0.70 3212 1177 2035
required detention storage (ft3) = 2,037
add'l required detention storage from bypass flow based on tc = 10 minutes (ft3) = 528
total required detention storage inculding bypass flow (ft3) = 2,565
Detention Pond Calculations:Retention Pond Calculations:
design depth of pond 1.50 feet Q = CIA
max side slope 4.00 horizontal to 1.00 vertical C = 0.72 (post-development)
length/width ratio 3.00 I = 0.41 in/hr (10-yr, 2-hr storm)
min. particle removed 40 microns (1 micron = 1 x 10 -6 meters)A = 1.77 acres
settling velocity of particle 0.0069 feet/second
Q = 0.52 cfs
min. pond to settle particle 37 square feet required retention storage (ft3) = 3,752 ft3
pond dimentions assuming vertical side slopes (actual pond footprint will be larger)design depth 1.00 feet
width 21 length/width ratio 1.00
length 64
pond dimensions assuming vertical side slopes
Volume held between contours:(actual pond footprint will be larger)
Cumulative width 61
Contour Area (ft2) Delta V (ft3) Volume (ft3)length 61
100.0
100.5 500 125 125
101.0 1,000 375 500
101.5 1,500 625 1,125
Design storage at 1.5' depth (ft3) = 1,125
Detention Pond COB - Wheat Drive Extension
1
StormDrainandStormPondMaintenanceGuidelines
Maintenance of the pond and conveyance pipe located outside the public street easement will be
the responsibility of the Property Owners Association. The inlets and storm drainage piping within
the public street will be maintained by the City of Bozeman. Easements will be provided for access
to and maintenance of all facilities. A summary of the recommended maintenance activities for
stormwater ponds (extended detention basins (EDB)) is provided in Table 1. The recommendations
are from Table 5.7-1 of the Montana Post Construction Storm Water BMP Design Guidance
Manual.
Table 1 - Recommended Pond Maintenance
Activity Frequency
Remove litter/debris from all components of the EDB
Repair inlet, outlet trick channel, and all other structural components
required for the basin to operate as intended
Repair and revegetate eroded areas. If turn grass requires replacement,
use a species with similar growth requirements.
Regularly manage all vegetation and remove all clippings.
Where applicable, irrigate during dry weather and replace broken
sprinkler heads. Completely drain the irrigation system before the first
winter freeze and check for damaged components upon reactivation
in the spring.
Repair maintenance routes, if applicable
Inspect the EDB for signs of mosquito larvae during summer months
and provide treatment when breeding is found. If available, a local
mosquito control service could be used to carry out these inspections.
As needed
Trim vegetation for aesthetics and mosquito control. Prevent
establishment of woody vegetation on or near bers or embankments.
Evaluate the health of vegetation and remove and replace any dead or
dying plants.
Remove all green waste and dispose of properly.
Semiannually
Inspect all components of the EDB in accordance with an approved
inspection form according to local jurisdiction requirements.Annually
Remove sediment from the micropool when the depth has been
reduced to approximately 18 inches.
Remove sediment from the forebay before it becomes a significant
source of pollutants for the remainder of the EDB
Typically 1 to 4
years
Remove accumulated sediment and re-grade when the accumulated
sediment volume exceeds 10 percent of the main treatment cell design
volume. Dispose of sediment properly.
Typically 10 to
20 years (or as
needed)
Storm drainage inlets and piping should be inspected to ensure that conveyance is maintained and
that accumulated debris and sediment is removed. The sumps located in all storm drainage
structures will collect trash and sediment and will need to be periodically cleaned out. Drainage
pipes may also collect sediment and may need to be flushed with sediment collected at the next
downstream manhole/junction.
APPENDIX FSANBELL STORM SHEETS21363.01
SIMKINS NORTH PARK TRACTS 2B & 4B
FILE:PROJECT NO:CAD:QUALITY ASSURANCE:DRAWING HISTORYDATE DESCRIPTIONWHEAT DRIVEDRAINAGE PLANSIMKINS NORTH PARK TRACTS 2-B & 4-BNORTH PARK SIMKINS-HALLIN SITE DEVELOPMENTBOZEMAN, MTC5.1 RPE/TRP21363_01_DRAINAGE_PROD.DWGCS/DME08/30/2024SP1 SUBMITTAL03/05/2025-----SP2 SUBMITTAL-------21363.01 NORTH
0 20
SCALE: 1" = 20'
401020
FILE:PROJECT NO:CAD:QUALITY ASSURANCE:DRAWING HISTORYDATE DESCRIPTIONWHEAT DRIVEDRAINAGE PLANSIMKINS NORTH PARK TRACTS 2-B & 4-BNORTH PARK SIMKINS-HALLIN SITE DEVELOPMENTBOZEMAN, MTC5.2 RPE/TRP21363_01_DRAINAGE_PROD.DWGCS/DME08/30/2024SP1 SUBMITTAL03/05/2025-----SP2 SUBMITTAL-------21363.01 NORTH
0 20
SCALE: 1" = 20'
401020
FILE:PROJECT NO:CAD:QUALITY ASSURANCE:DRAWING HISTORYDATE DESCRIPTIONWHEAT DRIVEDRAINAGE PLANSIMKINS NORTH PARK TRACTS 2-B & 4-BNORTH PARK SIMKINS-HALLIN SITE DEVELOPMENTBOZEMAN, MTC5.3 RPE/TRP21363_01_DRAINAGE_PROD.DWGCS/DME08/30/2024SP1 SUBMITTAL03/05/2025-----SP2 SUBMITTAL-------21363.01 NORTH
0 20
SCALE: 1" = 20'
401020
NORTH
0 20
SCALE: 1" = 20'
401020 FILE:PROJECT NO:CAD:QUALITY ASSURANCE:DRAWING HISTORYDATE DESCRIPTIONWHEAT DRIVEDRAINAGE PLANSIMKINS NORTH PARK TRACTS 2-B & 4-BNORTH PARK SIMKINS-HALLIN SITE DEVELOPMENTBOZEMAN, MTC5.4 RPE/TRP21363_01_DRAINAGE_PROD.DWGCS/DME08/30/2024SP1 SUBMITTAL03/05/2025-----SP2 SUBMITTAL-------21363.01
FILE:PROJECT NO:CAD:QUALITY ASSURANCE:DRAWING HISTORYDATE DESCRIPTIONWHEAT DRIVEDRAINAGE PLANSIMKINS NORTH PARK TRACTS 2-B & 4-BNORTH PARK SIMKINS-HALLIN SITE DEVELOPMENTBOZEMAN, MTC5.5 RPE/TRP21363_01_DRAINAGE_PROD.DWGCS/DME08/30/2024SP1 SUBMITTAL03/05/2025-----SP2 SUBMITTAL-------21363.01 NORTH
0 20
SCALE: 1" = 20'
401020
FILE:PROJECT NO:CAD:QUALITY ASSURANCE:DRAWING HISTORYDATE DESCRIPTIONWHEAT DRIVEDRAINAGE PLANSIMKINS NORTH PARK TRACTS 2-B & 4-BNORTH PARK SIMKINS-HALLIN SITE DEVELOPMENTBOZEMAN, MTC5.6 RPE/TRP21363_01_DRAINAGE_PROD.DWGCS/DME08/30/2024SP1 SUBMITTAL03/05/2025-----SP2 SUBMITTAL-------21363.01NORTH
0 20
SCALE: 1" = 20'
401020
FILE:PROJECT NO:CAD:QUALITY ASSURANCE:DRAWING HISTORYDATE DESCRIPTIONWHEAT DRIVEDRAINAGE PLANSIMKINS NORTH PARK TRACTS 2-B & 4-BNORTH PARK SIMKINS-HALLIN SITE DEVELOPMENTBOZEMAN, MTC5.7 RPE/TRP21363_01_DRAINAGE_PROD.DWGCS/DME08/30/2024SP1 SUBMITTAL03/05/2025-----SP2 SUBMITTAL-------21363.01NORTH
0 20
SCALE: 1" = 20'
401020
FILE:PROJECT NO:CAD:QUALITY ASSURANCE:DRAWING HISTORYDATE DESCRIPTIONWHEAT DRIVEDRAINAGE PLANSIMKINS NORTH PARK TRACTS 2-B & 4-BNORTH PARK SIMKINS-HALLIN SITE DEVELOPMENTBOZEMAN, MTC5.8 RPE/TRP21363_01_DRAINAGE_PROD.DWGCS/DME08/30/2024SP1 SUBMITTAL03/05/2025-----SP2 SUBMITTAL-------21363.01NORTH
0 20
SCALE: 1" = 20'
401020
FILE:PROJECT NO:CAD:QUALITY ASSURANCE:DRAWING HISTORYDATE DESCRIPTIONWHEAT DRIVEDRAINAGE PLANSIMKINS NORTH PARK TRACTS 2-B & 4-BNORTH PARK SIMKINS-HALLIN SITE DEVELOPMENTBOZEMAN, MTC5.9 RPE/TRP21363_01_DRAINAGE_PROD.DWGCS/DME08/30/2024SP1 SUBMITTAL03/05/2025-----SP2 SUBMITTAL-------21363.01NORTH
0 20
SCALE: 1" = 20'
401020
APPENDIX GCS-5 CASCADE SEPARATORSTANDARD DETAIL21363.01
SIMKINS NORTH PARK TRACTS 2B & 4B
1
SECTION (_____)
STORM WATER TREATMENT DEVICE
1.0 GENERAL
1.1 This item shall govern the furnishing and installation of the CDS® by Contech Engineered
Solutions LLC, complete and operable as shown and as specified herein, in accordance with
the requirements of the plans and contract documents.
1.2 The Contractor shall furnish all labor, equipment and materials necessary to install the storm
water treatment device(s) (SWTD) and appurtenances specified in the Drawings and these
specifications.
1.3 The manufacturer of the SWTD shall be one that is regularly engaged in the engineering design
and production of systems deployed for the treatment of storm water runoff for at least five
(5) years and which have a history of successful production, acceptable to the Engineer. In
accordance with the Drawings, the SWTD(s) shall be a CDS® device manufactured by:
Contech Engineered Solutions LLC
9025 Centre Pointe Drive
West Chester, OH, 45069
Tel: 1 800 338 1122
1.4 Related Sections
1.4.1 Section 02240: Dewatering
1.4.2 Section 02260: Excavation Support and Protection
1.4.3 Section 02315: Excavation and Fill
1.4.4 Section 02340: Soil Stabilization
1.5 All components shall be subject to inspection by the engineer at the place of manufacture
and/or installation. All components are subject to being rejected or identified for repair if the
quality of materials and manufacturing do not comply with the requirements of this
specification. Components which have been identified as defective may be subject for repair
where final acceptance of the component is contingent on the discretion of the Engineer.
1.6 The manufacturer shall guarantee the SWTD components against all manufacturer originated
defects in materials or workmanship for a period of twelve (12) months from the date the
components are delivered to the owner for installation. The manufacturer shall upon its
determination repair, correct or replace any manufacturer originated defects advised in
writing to the manufacturer within the referenced warranty period. The use of SWTD
components shall be limited to the application for which it was specifically designed.
1.7 The SWTD manufacturer shall submit to the Engineer of Record a “Manufacturer’s
Performance Certification” certifying that each SWTD is capable of achieving the specified
removal efficiencies listed in these specifications. The certification shall be supported by
independent third-party research
2
1.8 No product substitutions shall be accepted unless submitted 10 days prior to project bid date,
or as directed by the Engineer of Record. Submissions for substitutions require review and
approval by the Engineer of Record, for hydraulic performance, impact to project designs,
equivalent treatment performance, and any required project plan and report
(hydrology/hydraulic, water quality, stormwater pollution) modifications that would be
required by the approving jurisdictions/agencies. Contractor to coordinate with the Engineer
of Record any applicable modifications to the project estimates of cost, bonding amount
determinations, plan check fees for changes to approved documents, and/or any other
regulatory requirements resulting from the product substitution.
2.0 MATERIALS
2.1 Housing unit of stormwater treatment device shall be constructed of pre-cast or cast-in-place
concrete, no exceptions. Precast concrete components shall conform to applicable sections
of ASTM C 478, ASTM C 857 and ASTM C 858 and the following:
2.1.1 Concrete shall achieve a minimum 28-day compressive strength of 4,000 pounds
per square-inch (psi);
2.1.2 Unless otherwise noted, the precast concrete sections shall be designed to
withstand lateral earth and AASHTO H-20 traffic loads;
2.1.3 Cement shall be Type III Portland Cement conforming to ASTM C 150;
2.1.4 Aggregates shall conform to ASTM C 33;
2.1.5 Reinforcing steel shall be deformed billet-steel bars, welded steel wire or
deformed welded steel wire conforming to ASTM A 615, A 185, or A 497.
2.1.6 Joints shall be sealed with preformed joint sealing compound conforming to
ASTM C 990.
2.1.7 Shipping of components shall not be initiated until a minimum compressive
strength of 4,000 psi is attained or five (5) calendar days after fabrication has
expired, whichever occurs first.
2.2 Internal Components and appurtenances shall conform to the following:
2.2.1 Screen and support structure shall be manufactured of Type 316 and 316L
stainless steel conforming to ASTM F 1267-01;
2.2.2 Hardware shall be manufactured of Type 316 stainless steel conforming to ASTM
A 320;
2.2.3 Fiberglass components shall conform to applicable sections of ASTM D-4097
2.2.4 Access system(s) conform to the following:
2.2.5 Manhole castings shall be designed to withstand AASHTO H-20 loadings and
manufactured of cast-iron conforming to ASTM A 48 Class 30.
3.0 PERFORMANCE
3.1 The SWTD shall be capable of achieving an 80% reduction of a particle size distribution having
a mean particle size (d50) of 125 microns unless otherwise stated.
3.2 The SWTD shall be capable of capturing and retaining 100 percent of pollutants greater than
or equal to 2.4 millimeters (mm) regardless of the pollutant’s specific gravity (i.e.: floatable
and neutrally buoyant materials) for flows up to the device’s rated-treatment capacity. The
SWTD shall be designed to retain all previously captured pollutants addressed by this
subsection under all flow conditions. The SWTD shall be capable of capturing and retaining
3
total petroleum hydrocarbons. The SWTD shall be capable of achieving a removal efficiency
of 92 and 78 percent when the device is operating at 25 and 50 percent of its rated-treatment
capacity. These removal efficiencies shall be based on independent third-party research for
influent oil concentrations representative of storm water runoff (20 ± 5 mg/L). The SWTD shall
be greater than 99 percent effective in controlling dry-weather accidental oil spills.
3.3 The SWTD shall be designed with a sump chamber for the storage of captured sediments and
other negatively buoyant pollutants in between maintenance cycles. The minimum storage
capacity provided by the sump chamber shall be in accordance with the volume listed in Table
1. The boundaries of the sump chamber shall be limited to that which do not degrade the
SWTD’s treatment efficiency as captured pollutants accumulate. The sump chamber shall be
separate from the treatment processing portion(s) of the SWTD to minimize the probability
of fine particle re-suspension. In order to not restrict the Owner’s ability to maintain the
SWTD, the minimum dimension providing access from the ground surface to the sump
chamber shall be 16 inches in diameter.
3.4 The SWTD shall be designed to capture and retain Total Petroleum Hydrocarbons generated
by wet-weather flow and dry-weather gross spills and have a capacity listed in Table 1 of the
required unit.
3.5 The SWTD shall convey the flow from the peak storm event of the drainage network, in
accordance with required hydraulic upstream conditions as defined by the Engineer. If a
substitute SWTD is proposed, supporting documentation shall be submitted that
demonstrates equal or better upstream hydraulic conditions compared to that specified
herein. This documentation shall be signed and sealed by a Professional Engineer registered
in the State of the work. All costs associated with preparing and certifying this documentation
shall be born solely by the Contractor.
3.6 The SWTD shall have completed field testing following TARP Tier II protocol requirements
4.0 EXECUTION
4.1 The contractor shall exercise care in the storage and handling of the SWTD components prior
to and during installation. Any repair or replacement costs associated with events occurring
after delivery is accepted and unloading has commenced shall be borne by the contractor.
4.2 The SWTD shall be installed in accordance with the manufacturer’s recommendations and
related sections of the contract documents. The manufacturer shall provide the contractor
installation instructions and offer on-site guidance during the important stages of the
installation as identified by the manufacturer at no additional expense. A minimum of 72
hours notice shall be provided to the manufacturer prior to their performance of the services
included under this subsection.
4.3 The contractor shall fill all voids associated with lifting provisions provided by the
manufacturer. These voids shall be filled with non-shrinking grout providing a finished surface
consistent with adjacent surfaces. The contractor shall trim all protruding lifting provisions
flush with the adjacent concrete surface in a manner, which leaves no sharp points or edges.
4
4.4 The contractor shall removal all loose material and pooling water from the SWTD prior to the
transfer of operational responsibility to the Owner.
TABLE 1
Storm Water Treatment Device
Storage Capacities
CDS Model
Minimum Sump
Storage Capacity
(yd3)/(m3)
Minimum Oil Storage
Capacity (gal)/(L)
CDS2015-4 0.9(0.7) 61(232)
83(313)
CDS2015-5 1.5(1.1)
83(313)
CDS2020-5 1.5(1.1)
1.5
99(376)
CDS2025-5 1.5(1.1)
116(439)
CDS3020-6 2.1 (1.6) 184(696)
CDS3025-6 2.1(1.6) 210(795)
CDS3030-6 2.1 (1.6) 236(895)
263(994)
CDS3035-6 2.1 (1.6) 263(994)
CDS4030-8 5.6(4.3) 426(1612)
CDS4040-8 5.6 (4.3) 520(1970)
CDS4045-8 5.6 (4.3) 568(2149)
CDS5640-10 8.7(6.7)
758(2869)
CDS5653-10 8.7(6.7)
965(3652)
CDS5668-10 8.7(6.7)
1172(4435)
CDS5678-10 8.7(6.7)
1309(4956)
CDS9280-12 16.8(12.8) N/A
N
CDS9290-12 16.8(12.8) N/A
CDS92100-12 16.8(12.8) N/A
END OF SECTION
PLAN VIEW B-B
NOT TO SCALE
FIBERGLASS
SEPARATION CYLINDER
AND INLET
CENTER OF CDS STRUCTURE,
SCREEN AND SUMP OPENING
(2'-0" [610])1'-9" [533]
ELEVATION A-A
NOT TO SCALE
FIBERGLASS
SEPARATION CYLINDER
AND INLET
SOLIDS STORAGE
SUMP
SEPARATION
SCREEN
INLET PIPE
(MULTIPLE INLET PIPES MAY
BE ACCOMMODATED)
OUTLET PIPE
(4'-0" [1219])FLOW
PERMANENT
POOL ELEV.
OIL BAFFLE
SKIRT
A
VARIES+/-135°MAX.+/-65°
MAX.
FLOW
4'-1" [1245](6'-9" [2058])72" [1829] I.D.
MANHOLE STRUCTURE
TOP SLAB ACCESS
(SEE FRAME AND
COVER DETAIL)
TOP SLAB ACCESS
CONTRACTOR TO GROUT TO
FINISHED GRADE
GRADE
RINGS/RISERS
BB
A
FRAME AND COVER
(DIAMETER VARIES)
NOT TO SCALE
www.ContechES.com
®
800-338-1122 513-645-7000 513-645-7993 FAX
9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069
CDS3035-6-C
ONLINE CDS
STANDARD DETAIL
I:\COMMON\CAD\TREATMENT\22 CDS\40 STANDARD DRAWINGS\ONLINE (CDS-C)\PDF WITH TREATMENT FLOWS\DWG\CDS3035-6-C-DTL.DWG 6/9/2021 12:21 PMTHIS PRODUCT MAY BE PROTECTED BY ONE OR MORE OF THEFOLLOWING U.S. PATENTS: 5,788,848; 6,641,720; 6,511,595; 6,581,783;RELATED FOREIGN PATENTS, OR OTHER PATENTS PENDING.
STRUCTURE ID
WATER QUALITY FLOW RATE (CFS OR L/s)
PEAK FLOW RATE (CFS OR L/s)
RETURN PERIOD OF PEAK FLOW (YRS)
SCREEN APERTURE (2400 OR 4700)
PIPE DATA:I.E.MATERIAL DIAMETER
INLET PIPE 1
INLET PIPE 2
OUTLET PIPE
SITE SPECIFIC
DATA REQUIREMENTS
WIDTH HEIGHTANTI-FLOTATION BALLAST
NOTES/SPECIAL REQUIREMENTS:
RIM ELEVATION
* PER ENGINEER OF RECORD
*
*
*
*
***
***
***
*
**
www.contechES.com
CDS3035-6-C DESIGN NOTES
CDS3035-6-C RATED TREATMENT CAPACITY IS 3.8 CFS [107.6 L/s], OR PER LOCAL REGULATIONS. IF THE SITE CONDITIONS EXCEED MAXIMUM
HYDRAULIC CAPACITY, AN UPSTREAM BYPASS STRUCTURE IS REQUIRED.
CDS3035-6-C STANDARD CONFIGURATION IS SHOWN.
GENERAL NOTES
1.CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE.
2.FOR SITE SPECIFIC DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS AND WEIGHT, PLEASE CONTACT YOUR CONTECH ENGINEERED
SOLUTIONS LLC REPRESENTATIVE. www.ContechES.com
3.CDS WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION CONTAINED IN THIS DRAWING.
CONTRACTOR TO CONFIRM STRUCTURE MEETS REQUIREMENTS OF PROJECT.
4.STRUCTURE SHALL MEET AASHTO HS20 LOAD RATING, ASSUMING EARTH COVER OF 0' - 2', AND GROUNDWATER ELEVATION AT, OR BELOW,
THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TO CONFIRM ACTUAL GROUNDWATER ELEVATION. CASTINGS SHALL MEET
AASHTO M306 AND BE CAST WITH THE CONTECH LOGO..
5.IF REQUIRED, PVC HYDRAULIC SHEAR PLATE IS PLACED ON SHELF AT BOTTOM OF SCREEN CYLINDER. REMOVE AND REPLACE AS
NECESSARY DURING MAINTENANCE CLEANING.
6.CDS STRUCTURE SHALL BE PRECAST CONCRETE CONFORMING TO ASTM C-478 AND AASHTO LOAD FACTOR DESIGN METHOD.
INSTALLATION NOTES
A.ANY SUB-BASE, BACKFILL DEPTH, AND/OR ANTI-FLOTATION PROVISIONS ARE SITE-SPECIFIC DESIGN CONSIDERATIONS AND SHALL BE
SPECIFIED BY ENGINEER OF RECORD.
B.CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE CDS MANHOLE STRUCTURE.
C.CONTRACTOR TO INSTALL JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS AND ASSEMBLE STRUCTURE.
D.CONTRACTOR TO PROVIDE, INSTALL, AND GROUT INLET AND OUTLET PIPE(S). MATCH PIPE INVERTS WITH ELEVATIONS SHOWN. ALL PIPE
CENTERLINES TO MATCH PIPE OPENING CENTERLINES.
E.CONTRACTOR TO TAKE APPROPRIATE MEASURES TO ASSURE UNIT IS WATER TIGHT, HOLDING WATER TO FLOWLINE INVERT MINIMUM. IT IS
SUGGESTED THAT ALL JOINTS BELOW PIPE INVERTS ARE GROUTED.
APPENDIX HO&M PLAN21363.01
SIMKINS NORTH PARK TRACTS 2B & 4B
February 2025
Project No. 21363.01
STORM DRAINAGE FACILITY MAINTENANCE PLAN
FOR
SIMKINS HALLIN TRACTS 2-B & 4-B
BOZEMAN, MONTANA
OVERVIEW NARRATIVE
The purpose of this maintenance plan is to outline the necessary details related to ownership,
responsibility, and cleaning schedule for the storm drainage facilities for Simkins-Hallin. This
plan has been completed in accordance with The City of Bozeman Design Standards and
Specifications Policy, dated March 2004. The site stormwater improvements have been designed
with the intent to meet the current City of Bozeman drainage regulations for the entire site to
the extent feasible.
Specific site information and criteria are described below:
I. Ownership of Facilities
Simkins-Hallin
Simkins-Hallin will own all stormwater facilities which includes the chamber systems,
surface pond, catch basins, manholes, and piping within the site boundary.
II. Inspection Thresholds for Cleaning
Infiltration Chamber
If sediment in isolator row exceeds three (3) inches or grate is more than 25% clogged
with debris, clean grate and/or structure and vacuum isolator row.
Catch Basins
If sediment fills 60% of the sump or comes within 6-inches of a pipe, clean sump with
vacuum.
P:21363_01_Simkins_Tract2B_4B_O&M 2 (02/28/25) DME/RPE
Surface Pond
If sediment reduces pond volume by 25%, clean pond banks and bottom manually or
mechanically.
Drywells
If sediment fills three (3) inches of open bottom of manhole or grate is more than 25%
clogged with debris, clean grate and sump with vacuum.
III. Cleaning
Infiltration Chamber
To clean grate of structure, remove and dispose of debris clogging the grate. To clean
the structure, use catch basin vacuum to remove sediment and debris. To clean isolator
row, use a JetVac.
Catch Basins
To clean grate of structure, remove and dispose of debris clogging the grate. To clean
the structure, use catch basin vacuum to remove sediment and debris.
Surface Pond
To clean the pond manually or mechanically and remove sediment and debris from the
pond banks and bottom.
Drywells
To clean grate of structure, remove and dispose of debris clogging the grate. To clean
the structure, use catch basin vacuum to remove sediment and debris.
IV. Inspection, Maintenance, and Replacement Schedule
Infiltration Chamber
Inspection: Every six (6) months and after storm events larger than 0.5 inches of
precipitation
Maintenance: Vacuum isolator row every five (5) years or as needed based on inspection
Design Life/Replacement Schedule: 50 years
Catch Basins
Inspection: Every six (6) months and after storm events larger than 0.5 inches of
precipitation
Maintenance: Clean grate of structure and vacuum sediment and debris out of the sump
every five (5) years or as needed based on inspection
Design Life/Replacement Schedule: 50 years
Surface Pond
Inspection: Every six (6) months and after storm events larger than 0.5 inches of
precipitation
P:21363_01_Simkins_Tract2B_4B_O&M 3 (02/28/25) DME/RPE
Maintenance: Remove sediment accumulation from the pond bottom, remove trash,
undesirable vegetation, and noxious weeds. Repair pond area such as sidewalls due to
erosion, settlement, or rodent damage.
Design Life/Replacement Schedule: 100 years
Drywlls
Inspection: Every six (6) months and after storm events larger than 0.5 inches of
precipitation
Maintenance: Clean grate of structure and vacuum sediment and debris out of the sump
every five (5) years or as needed based on inspection
Design Life/Replacement Schedule: 50 years
V. Responsible Party
Simkins-Hallin
Simkins-Hallin will be responsible for the inspection, maintenance, and replacement of all
stormwater facilities located within the project limits.
I agree to the above inspection, maintenance, and replacement schedule detailed above.
Signature: __________________________________________
Simkins-Hallin Representative
APPENDIX IGEOTECHNICAL REPORT21363.01
SIMKINS NORTH PARK TRACTS 2B & 4B
July 26, 2023 Project 23-4278G
Mr. Sean Potkay
Project Manager
Simkins – Hallin, Inc
326 N. Broadway Avenue
Bozeman, Montana 59771
Via Email: spotkay@simkins-hallin.com
Dear Mr. Potkay:
Re: Geotechnical Evaluation, Proposed North Park Simkins-Hallin Development, Bozeman, Montana
We have completed the geotechnical evaluation you authorized on March 17, 2023. This work was
performed in general accordance with our proposal to you, dated March 3, 2023. This report presents the
findings of the subsurface exploration, and laboratory testing as well as provides geotechnical
recommendations to assist in design of site grading, utilities, foundations, floor slabs and pavements for
the proposed project. Please refer to the attached report for more detailed results of our fieldwork,
laboratory testing, and engineering analysis and recommendations.
Thank you for using SK Geotechnical. If you have any questions regarding this report, or require our
services during the construction phase of this project, please call Cory Rice at (406) 652-3930.
Sincerely,
Cory G. Rice, PE
Senior Geotechnical Engineer
Gregory T. Staffileno, PE
Reviewing Engineer
Attachment:
Geotechnical Evaluation Report
2511 Holman Avenue
P. O. Box 80190
Billings, Montana 59108-0190
p: 406.652.3930; f: 406.652.3944
www.skgeotechnical.com
Table of Contents
Description Page
A. Introduction ............................................................................................................................................. 1
A.1. Project ............................................................................................................................................ 1
A.2. Purpose of this Evaluation ............................................................................................................. 1
A.3. Scope ............................................................................................................................................. 1
A.4. Documents Provided ...................................................................................................................... 2
A.5. Locations and Elevations ............................................................................................................... 2
B. Results ..................................................................................................................................................... 3
B.1. Logs ............................................................................................................................................... 3
B.2. Site Conditions ............................................................................................................................... 3
B.3. Soils ............................................................................................................................................... 3
B.4. Groundwater Observations ............................................................................................................ 5
B.5. Laboratory Tests ............................................................................................................................ 7
C. Analyses and Recommendations ............................................................................................................. 8
C.1. Proposed Construction ................................................................................................................... 8
C.2. Discussion ...................................................................................................................................... 9
C.3. Site Preparation ............................................................................................................................ 10
C.4. Foundations .................................................................................................................................. 14
C.5. Cast In-Place Retaining Walls and Loading Dock Walls ............................................................ 16
C.6. Earth-Supported Floors ................................................................................................................ 16
C.7. Variable Height Retaining Walls ................................................................................................. 17
C.8. Exterior Slabs ............................................................................................................................... 18
C.9. Site Grading and Drainage ........................................................................................................... 19
C.10. Building Utilities ........................................................................................................................ 19
C.11. Pavement .................................................................................................................................... 19
C.12. Concrete ..................................................................................................................................... 21
D. Construction .......................................................................................................................................... 22
D.1. Excavation and Dewatering ......................................................................................................... 22
D.2. Observations ................................................................................................................................ 22
D.3. Moisture Conditioning ................................................................................................................. 22
D.4. Subgrade Disturbance .................................................................................................................. 23
D.5. Testing ......................................................................................................................................... 23
D.6. Cold Weather Construction ......................................................................................................... 23
E. Procedures ............................................................................................................................................. 24
E.1. Drilling and Sampling .................................................................................................................. 24
E.2. Soil Classification ........................................................................................................................ 24
E.3. Groundwater Observations........................................................................................................... 24
F. General Recommendations .................................................................................................................... 25
F.1. Basis of Recommendations .......................................................................................................... 25
F.2. Review of Design ......................................................................................................................... 25
F.3. Groundwater Fluctuations ............................................................................................................ 25
F.4. Use of Report ............................................................................................................................... 25
F.5. Level of Care ................................................................................................................................ 25
Table of Contents (continued)
Professional Certification
Appendix
Site Location Sketch
Partial Geologic Map
Geotechnical Boring Layout
Preliminary Overall Grading and Drainage Plan
Preliminary Overall Schematic Landscape Plan
Descriptive Terminology
2023 Log of Borings and Lab Tests
2022 Log of Borings and Lab Tests
A. Introduction
A.1. Project
Simkins-Hallin, Inc. is planning on developing a thirty-two-acre parcel on the north side of Bozeman,
Montana for their building product operations. The approximate location of the site is shown on the Site
Location Sketch included in the appendix of this report. The overall extent of the site development is
shown on the Geotechnical Boring Layout drawing in the appendix.
A.2. Purpose of this Evaluation
The purpose of the geotechnical evaluation was to assist Simkins-Hallin, Inc., Stahly Engineering
(structural engineer), Sanderson Stewart (civil designer), and Sunbelt Rack (racking and pre-engineered
metal building designer), in designing site grading, utilities, foundations, slabs, and pavements and in
preparing plans and specifications for the proposed development. Our firm completed a preliminary
geotechnical evaluation for the site in 2022 for Sanderson Stewart and this work was summarized in our
report dated July 25, 2023, and this information has also been incorporated into this report.
A.3. Scope
The desired scope of services was developed between conversations and emails with Sanderson Stewart
and Simkins-Hallin. Our proposed scope of services was outlined in our proposal dated March 3, 2023.
Mr. Sean Potkay, the project manager with Simkins-Hallin, authorized us to proceed in accordance with
the proposal on March 17, 2023.
Our scope of services was limited to:
• Developing a proposed boring plan and providing this to Sanderson Stewart for staking.
• Coordinating the locating of underground utilities near the boring locations.
• Conducting 32 penetration test borings to depths ranging from 10 to 25 feet, or auger refusal,
whichever was encountered first.
• Taking thin-walled tube samples of clayey soils to provide relatively undisturbed samples for
consolidation tests.
• Collecting larger bag samples of the potential pavement subgrade soils to provide samples for
moisture-density relationship (Proctor) and California bearing ratio (CBR) tests.
• Returning the samples to our laboratory for visual classification and logging by a geotechnical
engineer or geologist.
Simkins-Hallin, Inc.July 26, 2023
Project 23-4278G Page 2
• Conducting laboratory tests consisting of moisture content, classification, Proctor, CBR and
corrosion tests.
• Analyzing the results and formulating recommendations for utilities, earthwork, spread footing
foundations, slabs, and pavements.
• Discussing the project with the project designers and Mr. Potkay.
• Submitting a geotechnical evaluation report containing logs of the borings, our analysis of the field
and laboratory tests, and recommendations for earthwork, spread footing foundations, slabs, and
pavements.
Although not anticipated at the time of our proposal, two retaining walls are also being considered for the
project. Therefore, preliminary recommendations for foundations support and design parameters are being
provided. However, a global stability analysis will likely be required for the larger variable height
retaining wall planned near the southeast corner of the site once design is more complete.
A.4. Documents Provided
The following most recent documents were provided for our use:
• Geotechnical Boring Layout drawing prepared by Sanderson Stewart, dated June 2023
• Preliminary IMF Submittal Plans prepared by Sanderson Stewart, dated June 28, 2023
• Plan mark-ups showing areas of larger forklift traffic.
• Equipment Data Sheets for the C-14,000 and C-26,000 combilift forklifts
A.5. Locations and Elevations
The preliminary boring locations were shown on a Preliminary Boring Plan prepared by our personnel.
This information was provided to Sanderson Stewart. Their personnel staked the boring locations in the
field, and then provided the surveyed locations and surface elevations to us. The locations of the borings
are shown on the Geotechnical Boring Layout drawing included in the Appendix. The borings performed
for our preliminary evaluation in 2022 are designated by the prefix "ST-," and the borings completed in
2023 are designated by the prefix # symbol. These recent boring will be referred to by the prefix “B-,” in
this report. Borings B-6, B-7, B-11 and B-14 could not be completed since they were located on railroad
property, and access was not authorized at the time of our fieldwork.
Simkins-Hallin, Inc.July 26, 2023
Project 23-4278G Page 3
B. Results
B.1. Logs
Log of Boring sheets indicating the depth and identification of the various soil strata, the penetration
resistances, laboratory test data, and water level information are attached. It should be noted the depths
shown as boundaries between the strata are only approximate. The actual changes may be transitions and
the depths of the changes vary between borings.
Geologic origins presented for each stratum on the Log of Boring sheets are based on the soil types,
blows per foot, and available common knowledge of the depositional history of the site. Because of the
complex glacial and post-glacial depositional environments, geologic origins are frequently difficult to
ascertain. A detailed evaluation of the geologic history of the site was not performed.
B.2. Site Conditions
The site is located on the north side of Bozeman, Montana. At the time of our fieldwork, the majority of
the site was an agricultural field. However, the hillside on the southeast corner of the site had been
partially cut down and several feet of material had been removed from this area. A cell tower exists near
the south center portion of the property. The utilities and street construction for Wheat Drive, which
bisects the site, was also currently being constructed. A City of Bozeman utility easement also travels
through the center portion of the site consisting of buried watermain, sanitary sewer and storm drainage
systems. These items are shown on the attached Overall Grading and Drainage Plan drawing. As
indicated by the boring surface elevations, the site generally slopes down to the northwest, with a high
elevation of about 4707 at the southeast corner of the site, and a low elevation of about 4672 at the
extreme northwest corner of the site. The western side of the site is also bounded by Mandeville Creek,
which drains to the north.
As indicated on the attached Partial Geologic Map, the general geology in the area consists of alluvial
braid plain deposits-boulder (Qab). Our borings generally encountered these soils and consisted of more
recent alluvial deposits overlying older tertiary age deposits.
B.3. Soils
The soil borings generally encountered a fairy similar profile consisting of about 2 to 5 feet of surficial
clayey soils overlying primarily coarser sand and gravel deposits. The exception was four borings
performed on the eastern side of the site in the future truss building and pavement area where the clay
extended to depths ranging from about 6 1/2 to 21 feet below the current ground surface. Boring ST-7
which had the deepest clay thickness was located at a much higher elevation on the east end of the site.
After the area has been cut to proposed finished grade, it is anticipated that the depth of the clay soils in
this area will generally be less than about 3 feet below finished grade. Two borings performed in the
millwork building area, B-30 and B-31 encountered clays to a depth of about 5 to 6 feet below existing
grade.
Simkins-Hallin, Inc.July 26, 2023
Project 23-4278G Page 4
Also, the site was previously an agricultural field, and the approximate 1 to 2 feet of the clay surface was
tilled soil and contained organics, and should generally be considered topsoil.
The clayey soils consisted primarily of sandy lean clays, lean clays with sand and sandy silty clay with
some silt. The gravels ranged from poorly graded gravels to silty gravels to clayey gravels and often
contained cobbles. Some layers of clayey sand and lean clay with sand were encountered within the
gravels at depth, which is typical of the alluvial braid plain deposits.
The penetration resistances recorded in the upper clayey soils generally indicated the soils ranged from a
soft to medium stiff consistency. Penetration resistances recorded in the sands and gravels generally
indicated they were medium dense to very dense and often contained cobbles. Penetration resistances
recorded in the clayey layers buried within the gravels indicated they were generally rather stiff to very
stiff.
Table 1 below summarizes the boring surface elevations as well as the depth and corresponding elevation
to the top of the coarser sand or gravel and the sand or gravel.
Table 1. Summary of Depth to Sand or Gravel
Boring Surface Elevation Depth to Sand or Gravel Sand or Gravel Elevation
Preliminary Borings - 2022
ST-1 4671.0 2 1/2 4668 1/2
ST-1A 4671.0 2 1/2 4668 1/2
ST-2 4681.5 4 4677 1/2
ST-3 4679.2 3 4676
ST-4 4683.9 3 4681
ST-5 4692.0 4 1/2 4687 1/2
ST-6 4689.5 2 1/2 4687
ST-7 4709.5 21 4688 1/2
Final Borings - 2023
B-1 4691.9 3 1/2 4688 1/2
B-2 4702.2 10 4692
B-3 4691.2 2 1/2 4688 1/2
B-4 4692.8 8 1/2 4684 1/2
B-5 4689.5 4 4685 1/2
B-8 4696.4 8 1/2 4688
B-9 4686.8 2 4685
B-10 4687.3 6 1/2 4681
B-12 4678.7 3 1/2 4675
Simkins-Hallin, Inc.July 26, 2023
Project 23-4278G Page 5
Table 1. Summary of Depth to Sand or Gravel Continued.
Boring Surface Elevation Depth to Gravel Gravel Elevation
B-13 4677.7 3 1/2 4674
B-15 4677.7 3 1/2 4674
B-16 4677.8 3 4675
B-17 4679.2 2 1/2 4676 1/2
B-18 4678.5 1 1/2 4677
B-19 4682.4 4 4678 1/2
B-20 4681.7 3 1/2 4678
B-21 4681.4 2 1/2 4679
B-22 4680.8 2 4679
B-23 4682.5 3 4679 1/2
B-24 4683.0 3 4680
B-25 4683.3 4 4679 1/2
B-26 4684.5 3 1/2 4681
B-27 4685.4 4 4681 1/2
B-28 4685.9 4 1/2 4681 1/2
B-29 4685.8 2 4684
B-30 4688.2 5 4683
B-31 4690.6 6 4684 1/2
B-32 4684.5 3 4681 1/2
B-33 4687.3 3 4684 1/2
B-34 4687.9 2 1/2 4685 1/2
B-35 4690.0 3 4687
B-36 4689.4 4 4685 1/2
B.4. Groundwater Observations
Groundwater was encountered in the majority of the borings, and was generally observed at depths
ranging from about 6 to 15 feet with some as deep as 24 feet. The depths to groundwater and
groundwater surface elevations at the borings are summarized in Table 2 following this page.
Simkins-Hallin, Inc.July 26, 2023
Project 23-4278G Page 6
Table 2. Summary of Groundwater Level Measurements
Boring Surface Elevation Depth to Groundwater Groundwater Elevation
Preliminary Borings - 2022
ST-1 4671.0 N/E N/E
ST-1A 4671.0 N/E N/E
ST-2 4681.5 7 4674 1/2
ST-3 4679.2 9 4670
ST-4 4683.9 8 4676
ST-5 4692.0 17 1/2 4674 1/2
ST-6 4689.5 7 4682 1/2
ST-7 4709.5 24 4685 1/2
Final Borings - 2023
B-1 4691.9 N/E N/E
B-2 4702.2 24.0 4678
B-3 4691.2 14.0 4677
B-4 4692.8 13.0 4680
B-5 4689.5 13.5 4676
B-8 4696.4 18 4678 1/2
B-9 4686.8 N/E N/E
B-10 4687.3 10 1/2 4677
B-12 4678.7 7 4671 1/2
B-13 4677.7 8 1/2 4669
B-15 4677.7 N/E N/E
B-16 4677.8 9 4669
B-17 4679.2 8 4671
B-18 4678.5 7 4671 1/2
B-19 4682.4 9 1/2 4673
B-20 4681.7 9 4673
B-21 4681.4 7 1/2 4674
B-22 4680.8 6 1/2 4674 1/2
B-23 4682.5 9 4673 1/2
B-24 4683.0 7 4676
B-25 4683.3 7 1/2 4675 1/2
B-26 4684.5 7 1/2 4677
B-27 4685.4 9 4676 1/2
B-28 4685.9 8 1/2 4677 1/2
B-29 4685.8 8 4678
B-30 4688.2 8 1/2 4680
B-31 4690.6 N/E N/E
B-32 4684.5 6 4678 1/2
B-33 4687.3 6 1/2 4681
B-34 4687.9 7 4681
B-35 4690.0 6 4684
B-36 4689.4 6 4683 1/2
Simkins-Hallin, Inc.July 26, 2023
Project 23-4278G Page 7
It should be noted, the period of observation was relatively short, and seasonal and annual fluctuations in
the groundwater levels should be anticipated. It was indicated that monitoring wells were installed by
others across the development to monitor groundwater levels, and this information should be reviewed to
better determine seasonal and annual fluctuations.
B.5. Laboratory Tests
The results of the laboratory tests are presented on the boring logs, tables and graphs in the Appendix.
The laboratory tests consisted of classification, consolidation, Proctor, CBR and corrosion tests. The
results of these tests are summarized in Table 3 and Table 4 below. The corrosion test results are
attached.
Table 3. Summary of Soil Classification and Consolidation Tests
Boring Depth
(ft)
ASTM
Symbol
Moisture
Content LL PL PI
Percent
Passing
200
Sieve
Dry
Density
(pcf)
Moist
Density
(pcf)
Percent
Swell (+)
or
Collapse
(-)
Percent
Consolidation
at 2,000 psf*
ST-2 3-4 CL-ML 18.2 25 20 5 52.8 90 106.4 -3.1 10.2
ST-2 11 1/2-13 CL 27.7 34 22 12 52.9 -- -- ----
ST-4 14-15 1/2 CL 33.5 29 18 11 74.7 -- -- ----
ST-5 3-4 CL 24.1 30 21 9 71.7 83.6 103.8 -3.2 6.3
ST-6 6 1/2-8 SM 6.8 21 19 2 12.7 -- -- -- --
B-1 2-3 CL 20.1 30 19 11 90.2 100.1 120.2 -1.9 4.7
B-4 18 1/2-19 1/2 SC 15.5 30 20 10 38.1 110.0 127.0 -0.2 3.8
B-5 0-3 CL-ML 19.3 26 19 7 83.1 -- -- -- --
B-5 3-5 GP-GM 5.7 NP NP NP 5.7 -- -- -- --
B-5 16-17 CL 30.2 35 21 4 74.0 -- -- -- --
B-21 23-24 CL 30.9 43 23 20 61.9 89.5 117.2 0.2 4.2
B-22 25 1/2-26 1/2 CH 38.9 53 22 31 70.2 -- -- ----
B-24 0-3 CL 21.8 26 19 7 86.2 -- -- ----
B-24 3-5 GP-GM 5.7 NP NP NP 5.9 -- -- ----
B-25 3-4 CL 16.1 30 17 13 55.1 106.9 124.1 0.1 4.5
*Excluding the collapse
Table 4. Summary of Proctor and CBR Tests
Boring Depth
(ft)
ASTM
Symbol
Moisture
Content LL PL PI
Percent
Passing
200
Sieve
Maximum
Dry
Density
(pcf)
Optimum
Moisture
Content
(percent)
CBR
Value
B-5 0-3 CL-ML 19.3 26 19 7 83.1 108.9 18.9 4.0
B-5 3-5 GP-GM 5.7 NP NP NP 5.7 140.0 9.1 9.1
B-24 0-3 CL 21.8 26 19 7 86.2 102.3 22.0 3.5
B-24 3-5 GP-GM 5.7 NP NP NP 5.9 131.8 8.3 15
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Project 23-4278G Page 8
The laboratory tests generally indicate that the clayey soils are low plasticity, weak and potentially
collapsible when inundated with water. Therefore, these soils are generally considered poor for
foundation and slab support. Once excavated and recompacted, they are not anticipated to undergo
significant volume changes with changes in moisture content, so could be used for lightly loaded
structures, if desired. The clayey soils are also considered to be highly corrosive to buried steel conduits
and corrosion protection or non-corrosive materials are recommended. The CBR tests performed on the
gravel soils were somewhat low, and it is our opinion that this may be a reflection of the rounded and
silty/clayey gravel material which can sometimes perform poorly in a CBR test. It is our opinion that the
gravels will likely have a field CBR value of at least 10.
C. Analyses and Recommendations
C.1. Proposed Construction
A general layout of the proposed construction is shown on the attached Overall Grading and Drainage
Plan and Overall Schematic Landscape plans. In summary, the development will consist of regrading the
property to a gently sloping surface ranging from about elevation 4668 near the southeast corner to about
4677 at the northwest corner. To facilitate these grade changes, it is planned to construct a variable height
retaining wall along the south and southeast corner of the site with an unbalanced earth height of about
10 feet with a sloping hillside above the retaining wall. A small retaining wall with a maximum height of
about 5 feet is planned between Wheat Drive and the retail parking area. Across the remainder of the site,
cut and fill depths will generally be less than about 5 feet and will generally follow existing grade. The
development will then consist of primarily five larger buildings and multiple exterior sheds, material
storage racks and product storage areas. A summary of the proposed construction is summarized in
Table 5 following this page.
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Project 23-4278G Page 9
Table 5. Summary of Proposed Building Construction
Structure Construction
Type
Proposed
Finished
Grade
Maximum
Anticipated
Column
Loads (kips)
Maximum
Anticipated
Wall Loads
(kips/lineal
foot)
Comments
Retail/Office
Building
Pre-Cast Tilt
Up Panels 4680.25 100 6
Truss
Manufacturing PEMB 4689.00 200 5
Sheetrock
Warehouse PEMB 4677.50 100 5
Drive – Thru
Building PEMB 4678.75 100 5
Millwork
Building PEMB 4690.25 100 5
Loading dock
walls on west
side of
building
Mechanic
Shop PEMB 4692.00 100 5
Material
Racks, Sheds,
Material
Storage
Steel Frame Varies 200 5
The majority of the site will then be covered with an asphalt pavement surface. The pavement use will
vary across the site ranging from light car and truck parking around the retail/office building to heavy
forklift traffic near the truss manufacturing building. The limits of the heavier forklift traffic areas are
outlined on the attached Geotechnical Boring Layout drawing. These areas were provided by Simkins-
Hallin.
If the proposed loads exceed the values indicated in Table 5, or if the proposed grades differ by more than
1 foot by the values indicated, or if there are changes to the design, we should be informed. Additional
analysis and recommendations may be necessary.
C.2. Discussion
The site is covered by a relatively thick topsoil zone overlying weaker clays that are potentially
collapsible. The thicker topsoil will need to be stripped from the site prior to development. A portion of
the topsoil has already been removed from the partial cut area. The underlying clays are generally
considered weak and are unsuitable for direct foundation or slab support, in our opinion.
After the topsoil has been stripped and the site has been graded to future subgrade elevation beneath
pavement areas, little clay would remain over the underlying sands and gravels, which are considered a
much better subgrade for foundation, slab and pavement support. Therefore, we recommended in our
preliminary report that consideration should be given to removing all of the clays down to the underlying
Simkins-Hallin, Inc.July 26, 2023
Project 23-4278G Page 10
sands and gravels and replacing them with imported sandy gravel. We understand this approach has been
selected for the northern portion of the site, Tract 2-B and Tract 4-B. For the southwestern Tract 3-B, the
clays are thicker and about 2 to 5 feet of fill is needed to establish proposed finished floor elevation for
the millwork and mechanic shop buildings. While we still recommend subexcavating the clayey soils
from beneath the building areas in Tract 3-B, the clays can be left in place beneath the future pavement
areas in Tract 3-B. However, thicker pavement sections and some soft, wet subgrades should be
anticipated.
After the clayey soils have been subexcavated and replaced with imported sandy gravels, it is our opinion
the structures can be supported on conventional spread footings. The future retaining walls can also be
supported directly on the compacted sandy gravels or underlying native gravels. As indicated previously,
a global stability analysis will need to be conducted for the larger variable height retaining wall planned
near the southeast corner of the site. Temporary shoring may also be needed in this area.
We anticipate the majority of the utilities can be supported on the native sands or gravels, as well as
compacted sandy gravel. However, dewatering should be anticipated for the majority of the deeper site
utilities.
Recommended alternatives for flexible asphalt pavement surfaces are included later in this report. The
combilift forklifts will be very abrasive to flexible asphalt pavements, and consideration should be given
to using Portland cement concrete pavement in areas of more severe forklift traffic and turning loads.
C.3. Site Preparation
C.3.a. Mass Grading. We recommend all vegetation, topsoil, and root zone be removed from beneath
the proposed development area. The topsoil was relatively thick, ranging in thickness from about 1 to
2 feet. With the exception of the areas that had recently been cut down, and the topsoil had been
removed. We recommend assuming an average thickness of about 18 inches across the site, however,
actual depth of removal should be determined by observations during stripping.
To provide a more stable subgrade, we also recommend removing the clay and silt soils down to the
underlying sands and gravels. This should be completed across the entire areas of Tracts 2-B and 4-B and
building slabs and foundation areas in Tract 3-B. The anticipated depth of subexcavation are summarized
in Table 6 following this page.
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Project 23-4278G Page 11
Table 6. Anticipated Subexcavation Depths
Boring Surface Elevation Anticipated Depth to Sand or
Gravel below Existing Grade
Sand or Gravel
Elevation
Preliminary Borings - 2022
ST-1 4671.0 2 1/2 4668 1/2
ST-1A 4671.0 2 1/2 4668 1/2
ST-2 4681.5 4 4677 1/2
ST-3 4679.2 3 4676
ST-4 4683.9 3 4681
ST-5 4692.0 4 1/2 4687 1/2
ST-6 4689.5 2 1/2 4687
ST-7 4709.5 21 4688 1/2
Final Borings - 2023
B-1 4691.9 3 1/2 4688 1/2
B-2 4702.2 10 4692
B-3 4691.2 2 1/2 4688 1/2
B-4 4692.8 8 1/2 4684 1/2
B-5 4689.5 4 4685 1/2
B-8 4696.4 8 1/2 4688
B-9 4686.8 2 4685
B-10 4687.3 6 1/2 4681
B-12 4678.7 3 1/2 4675
B-13 4677.7 3 1/2 4674
B-15 4677.7 3 1/2 4674
B-16 4677.8 3 4675
B-17 4679.2 2 1/2 4676 1/2
B-18 4678.5 1 1/2 4677
B-19 4682.4 4 4678 1/2
B-20 4681.7 3 1/2 4678
B-21 4681.4 2 1/2 4679
B-22 4680.8 2 4679
B-23 4682.5 3 4679 1/2
B-24 4683.0 3 4680
B-25 4683.3 4 4679 1/2
B-26 4684.5 3 1/2 4681
B-27 4685.4 4 4681 1/2
B-28 4685.9 4 1/2 4681 1/2
B-29 4685.8 2 4684
B-30 4688.2 5 4683
B-31 4690.6 6 4684 1/2
B-32 4684.5 3 4681 1/2
B-33 4687.3 3 4684 1/2
B-34 4687.9 2 1/2 4685 1/2
B-35 4690.0 3 4687
B-36 4689.4 4 4685 1/2
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Project 23-4278G Page 12
As indicated in Table 6, the depth of subexcavation will generally range from about 2 to 5 feet below
existing grade with some areas as deep as about 10 feet. However, actual depth of subexcavation below
finished grade will generally range from about 2 to 4 feet on Tracts 2-B and 4-B. Even so, it is an alluvial
environment and clay and silt overburden depths will vary and could be deeper in ancient channel and
pond areas. On Tract 3-B, the depth of subexcavation below finished floor grade will be greater. Borings
in the millwork building and mechanic shop indicate clay and silt overburden was encountered to depths
ranging from about 3 to 6 feet. Then, additional fill will be necessary to raise grades even higher to
achieve floor elevation.
Based on the water levels at the time of our evaluation, it appears that groundwater will generally be at
least 2 to 3 feet below the anticipated subexcavation bottom. However, groundwater levels do fluctuate,
and if the earthwork is conducted during a period of seasonally high groundwater, some groundwater
could be encountered. If groundwater is encountered, we recommend it be drawn down a minimum of
2 feet below the anticipated subexcavation bottom prior to excavation. The method of dewatering will
need to be determined by the contractor based on their past experience and available equipment.
After the clayey soils have been subexcavated and removed, we recommend they be replaced with
imported structural backfill consisting of 3-inch minus sandy gravel with the following recommended
gradation requirements.
Table 7. Standard Backfill Requirements.
Sieve Size % passing
3-inch 100
No. 4 25-60
No 200 < 12
Plasticity Index <6
Prior to placing the structural backfill, we recommend scarifying, moisture conditioning and
recompacting the exposed native sand and gravel subgrade and compacting it to a minimum of 95 percent
of its maximum dry density determined in accordance with American Society for Testing Materials
(ASTM) Method of Test D698 (Standard Proctor). We recommend structural backfill be placed in
maximum 8-inch loose lifts thicknesses, moisture conditioned to a moisture content within 2 percent of
optimum and compacted to a minimum of 98 percent of its standard Proctor density.
C.3.b. Site Utilities.
C.3.b.1. Dewatering. Groundwater was commonly encountered at depths ranging from about 6 to
10 feet below existing grade. Therefore, dewatering should be anticipated for site utilities. We
recommend groundwater be drawn down a minimum of 2 feet below the trench bottom prior to
excavation. The method of dewatering will need to be determined by the contractor based on their past
experience and available equipment.
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Project 23-4278G Page 13
C.3.b.2. Trench Subgrade. We anticipate the trench subgrade will be primarily medium dense to dense
sandy gravels with cobbles. We anticipate these soils will generally be suitable for direct bedding
support. Even so, the site does have clayey soils, and soft, wet clayey soils could be encountered in areas.
Therefore, we recommend providing a small quantity of Type 2 bedding material for support of pipes
when soft, wet, clayey areas are encountered.
C.3.b.3. Materials. We recommend the utilities be installed in general accordance with Montana Public
Works Standard Specifications (MPWSS). MPWSS indicates Type 1 bedding is to be 1 1/2-inch minus
gravel with no requirement on the percent passing the No. 200 sieve (fines). Type 2 bedding is to be
3-inch minus aggregate material with no more than 25 percent passing the No. 4 sieve and no more than
10 percent passing the No. 8 sieve. These gravels are considered open-graded materials and are
susceptible to piping of fines. To reduce the risk of piping fines within an open-graded bedding, we
recommend completely wrapping the open-graded Type 1 and Type 2 bedding with a 6-ounce nonwoven
geotextile fabric.
Another alternative is to provide well-graded Type 1 and Type 2 bedding as described in Montana Public
Works Drawing Number 02221-2. Placing well-graded bedding which contains fine- to coarse-grained
sands will reduce the risk of fines piping due to groundwater fluctuations or infiltrated water flowing
within pipe bedding. It is our opinion this is the preferred approach if the trench is free of water, and the
bedding can be compacted. However, if water will saturate the bedding prior to compaction, then the
open-graded bedding completely wrapped in non-woven fabric is more constructible, in our opinion.
C.3.b.4. Backfilling and Compaction. It is our opinion the on-site sand and gravel soils excavated from
the trenches can generally be reused as compacted backfill. We recommend the clayey soils only be used
in areas where the clayey soils have been left in-place for the development area, such as Tract 3-B. In all
areas, the excavated soils should be replaced in kind, i.e., gravels with gravels and clays with clays. We
anticipate soils excavated from below groundwater will be wet, and will need to be spread out and dried
or mixed with drier soils to obtain a moisture content near optimum. On-site clayey soils will also likely
be wet, and will also need to be spread out and dried, if reused. Imported materials will likely be below
optimum moisture content and will require additional moisture prior to placement. Gravels from the
excavation to be reused as trench backfill will likely need to be screened to remove oversized materials
greater than 6-inches prior to placement. Oversized materials larger than 6 inches can hinder compaction
efforts and create voids, which causes segregation and eventually settlement.
All backfill should be placed in accordance with MPWSS requirements. We recommend backfill be
placed and compacted in accordance with MPWSS Section 02201 for Type A backfill. To reduce
settlement, it is critical that backfill be moisture conditioned to a moisture content near optimum, placed
in uncompacted (loose) lifts of 8 inches of less, and compacted to a minimum of 98 percent of its standard
Proctor density.
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Project 23-4278G Page 14
If smaller remote-controlled walk behind compaction equipment is used, lifts should then be reduced to
4 inches (loose) to aid in achieving compaction. It is also critical that backfill adjacent to manholes,
vaults, and valves be adequately compacted or the risk of surface water infiltration is much higher. Hand
operated equipment with thinner 4-inch lifts is recommended for compaction in tight spaces. Surface
water can saturate backfill and cause excessive settlement if backfill is inadequately compacted.
Qualified personnel should closely observe backfill placement, lift sizes and compaction effort around
manholes, vaults and valves as well as trench backfill above utilities. We recommend full time
observations be performed to confirm lift thickness and consistent compaction effort being applied to
each lift. Compaction testing must be performed during placement of backfill in accordance with project
specifications and City of Bozeman requirements.
C.3.b.5. Trench Settlement. Trench settlement of utility excavations is a common problem and it is
often difficult to avoid. Even well compacted backfill (98 percent) will settle some, in our opinion, we
anticipate trench settlement will be approximately 1/2 to 1 percent of the total trench depth, if well
compacted. For backfill compacted to only 90 percent, we anticipate trench settlement in the range of
3 percent of the trench depth. If the backfill is poorly compacted, excessively thick lifts are placed, large
oversized materials are left in place, contains frozen materials, or surface water infiltrates into the trench,
several inches of settlement could occur.
C.4. Foundations
C.4.a. Depth. We recommend footings for heated structures bear a minimum of 4 feet below exterior
grades for frost protection. Interior footings for heated structures may be placed immediately beneath the
slabs. Footings for exterior, unheated structures should bear a minimum of 5 feet below exterior grade.
Sunbelt Rack indicates that many of the exterior rack systems are designed to accommodate movement
associated with frost and can generally bear at relatively shallow depths below the finished ground
surface. If movement from frost can be tolerated, it is our opinion that this is acceptable, but movement
from frost should be anticipated. Since the structures will bear on a relatively uniform subgrade of
compacted sandy gravel overlying the native sands and gravels, we anticipate the movement between
surrounding pavements and shallow foundations will be relatively uniform. However, it should be noted
that the underlying sands and gravels are frost susceptible and up to about 1 to 2 inches of seasonal frost
movement should be anticipated.
The thickened edge slab foundations may also be used for different structures. We recommend thickened
edge slab foundations have a minimum turn down edge thickness of 2 feet and bear a minimum of
18 inches below grade. Extruded polystyrene foam insultation should be provided around the foundations
in accordance with American Society for Civil Engineers (ASCE) 32-01 Design and Construction of
Frost-Protected Shallow Foundations.
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Project 23-4278G Page 15
C.4.b. Subgrade. After the recommended clay and silt overburden subexcavation and replacement has
been completed, we anticipate that footing subgrades will consist of native sands and gravels or
recompacted structural backfill placed over native sands and gravels. The soils loosened during
excavation should be recompacted prior to placement of foundations.
C.4.c. Bearing Pressure. It is our opinion footings may be designed for a net allowable bearing pressure
up to 4,000 psf (4,000 pounds per square foot). (Net allowable bearing pressure is defined as that bearing
pressure in excess of the final minimum overburden pressure.) This bearing pressure includes a factor of
safety of at least 3.0 against bearing capacity failure.
C.4.d. Anticipated Settlement and Heave. Based on the indicated building loads, we anticipate total
and differential settlement and heave of foundations designed and placed as recommended above will
generally be less than 1 inch for heated structures under the assumed loads. We estimate differential
movement will be less than 3/4 inch. Building of this type can generally tolerate movements of this
magnitude. As indicated above, shallow foundations that are not placed below frost depth will experience
more movement, and we estimate total movement up to 2 inches could occur.
C.4.e. Reinforcement. Sufficient reinforcing steel should be placed in the foundation walls to span
isolated zones where foundation support could be lost due to localized settlement or heave of the soils or
installation of subsurface utilities. This will also reduce the widths of cracks created by shrinkage of the
concrete, and local settlement and heave of the soils. The amount of reinforcing should be determined by
the project structural engineer.
C.4.f. Foundation Wall Backfill. We recommend all backfill placed on the interior and exterior sides of
the foundation walls be compacted to a minimum of 98 percent of its standard Proctor maximum dry
density beneath slabs and pavements and to a minimum of 90 percent in landscaped areas. Soils from the
footing excavations can generally be used, except where frost protection beneath exterior slabs is desired
as discussed later in this report. The levels of the exterior and interior backfills should not differ by more
than 8 inches during placement or the walls should be braced, otherwise the foundation walls may be
displaced.
C.4.g. Seismic Design Considerations. Based on the results of our soil borings and review of available
geologic information, we recommend using a "Stiff soil profile, Site Class D," as defined by the 2021
International Building Code (IBC) for design. Loose, waterbearing soils were not encountered.
Therefore, it is our opinion that the soils are not potentially liquifiable under the anticipated seismic
forces.
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Project 23-4278G Page 16
C.5. Cast In-Place Retaining Walls and Loading Dock Walls
C.5.a. Backfill. We recommend placing 5 feet (horizontal) of nonfrost-susceptible sand or sandy gravel
backfill behind the retaining walls for three reasons: (1) to provide a relatively free-draining backfill,
which will not impede downward percolation of water to seep holes, (2) to reduce the lateral earth
pressures on the wall, and (3) to reduce the risk of frost penetrating the backfill behind the wall, causing it
to move outward. Imported sand or sandy gravel with less than 5 percent of its particles by weight
passing a 200 sieve is generally considered nonfrost-susceptible. Backfill behind the retaining walls
should be placed in lifts and at a moisture content at or slightly above optimum moisture content. The
backfill should be compacted to a minimum of 98 percent of its standard Proctor maximum dry density.
C.5.b. Lateral Earth Pressures. Assuming nonfrost-susceptible sand or sandy gravel backfill
compacted to 98 percent will be placed behind retaining walls, we recommend using the following
parameters for estimating lateral forces.
•Active earth pressure (wall free to move away from backfill): 35 pounds per square foot per foot
of depth (psf/ft) plus 0.31 times surcharge load.
•At-rest earth pressure (wall restrained): 55 psf/ft plus 0.5 times surcharge load.
•Passive earth pressure: 650 psf/ft plus 5.8 times surcharge load.
•Coefficient of sliding friction: 0.55.
The values indicated above do not include factors of safety. Appropriate factors of safety should be
included when designing retaining walls to resist lateral earth forces.
C.6. Earth-Supported Floors
C.6.a. Subgrade. After the recommended clay and silt overburden subexcavation and replacement, we
anticipate floor subgrades will consist of compacted structural backfill placed over the native sands and
gravels. It is our opinion that these soils will be suitable for floor slab support. However, a leveling
course of 3/4-inch minus crushed gravel base is recommended beneath floors for finished grading.
C.6.b. Backfill. We recommend backfill in footing and mechanical trenches also be moistened to a
moisture content near or slightly above the optimum moisture content and compacted to a minimum of
98 percent.
C.6.c. Vapor Retarder. If floor coverings or coatings less permeable than the concrete slab will be
used, or if moisture is a concern, we recommend a vapor retarder/barrier be placed directly beneath the
slab. (Some coverings, coatings or situations may require a vapor barrier, i.e., a membrane with a
permeance less than 0.01 perm.) We recommend placement of the vapor retarder/barrier be located in
accordance with American Concrete Institute (ACI) 302.1R-15. Some contractors and designers prefer to
place a sand or gravel cushion course between the slab and vapor retarder in an effort to reduce curling.
Simkins-Hallin, Inc.July 26, 2023
Project 23-4278G Page 17
However, this practice increases the risk of trapping water between the slab vapor retarder, which can
significantly delay placement of some floor coverings. If the cushion course does become wet prior to
concrete placement, it is critical the excess moisture be removed prior to slab placement. It should be
noted that placement of a gravel cushion course for the structural backfill, even though it is granular,
should not be considered adequate as a vapor retarder/barrier. Due to the relatively high groundwater, it
is critical that vapor barriers/retarders be installed beneath floors, where floor covers and coatings are
planned.
C.6.d. Subgrade Modulus. Assuming the slabs will be placed on a minimum of 6 inches of compacted
crushed gravel road base placed over the compacted structural backfill or native sands and gravels, it is
our opinion a modulus of 300 pounds per square inch per inch of deflection (pci) may be used to design
the floors.
C.7. Variable Height Retaining Walls
C.7.a. General. The wall type for the variable height retaining walls has not yet been determined, but
will likely consist of a modular block or gravity block wall system. Design of these systems is generally
provided by the wall manufacturer and only recommendations for bearing capacity, settlement and global
stability are generally provided by the geotechnical engineer. Since the wall type has not yet been
selected, a global stability analysis will need to be conducted at a later date after the wall system has been
better defined. General recommendations to assist the wall manufacturer and design of their wall system
are provided below.
C.7.b. Embedment Depth. We recommend all walls bear a minimum of 2 feet below finished grade.
To provide frost protection, we recommend providing a minimum of 2 feet of non-frost susceptible sandy
gravel beneath the wall. Sandy gravel with a maximum of 5 percent of its particles by weight passing a
No. 200 sieve is generally considered non-frost susceptible.
C.7.c. Subgrade Preparation. Similar to the majority of the development area, we recommend the on-
site clay and silt soils be subexcavated from beneath the proposed walls down to the underlying sands and
gravels. Subexcavated soils should be replaced with imported non-frost susceptible sandy gravel
compacted to a minimum of 98 percent of its standard Proctor density.
C.7.d. Wall Design Parameters. Recommended design parameters to be used by the wall manufacturer
for design are summarized in Table 8 below.
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Project 23-4278G Page 18
Table 8. Summary of Retaining Wall Design Parameters
Total Unit
Weight, pcf
Drained Angle of
Internal Friction,
degrees
Undrained
Cohesion, psf
Allowable
Bearing
Capacity, psf
Reinforced Soil 130 34 ------------
Retained Soil 125 30 ------
Foundation Soil* 115 30 4,000
It should be noted that the above-values are ultimate values, except where noted, and appropriate factors
of safety should be provided to limit movement. The allowable bearing capacity includes a minimum
factor of safety of 3.0 against bearing capacity failure.
C.7.e. Seepage Control. We recommend a perforated drain pipe be provided behind the retaining wall
to collect seepage and route it down and away from the proposed wall. The drainage system should
consist of a minimum 6-inch diameter perforated pipe surrounded by drainage aggregate and burrito
wrapped with a geotextile filter fabric. The pipe should be placed within 4 inches of the bottom of the
retaining wall and then routed down and away from the proposed wall.
C.8. Exterior Slabs
C.8.a. Subgrade. Non-critical exterior slabs may be supported on undisturbed natural soils and
compacted structural backfill after the vegetation, topsoil, and root zone have been removed. Critical
exterior slabs, such as those at entrances, will likely require some additional subgrade preparation as
described below.
C.8.b. Backfill and Fill. Backfill and fill beneath proposed exterior slabs and their oversize zones
should be placed in lifts and at a moisture content near or slightly above optimum moisture content. We
recommend all fill and backfill beneath exterior slabs be compacted to a minimum of 95 percent of its
standard Proctor maximum dry density.
C.8.c. Frost Protection. The on-site soils, including the sands and gravels are frost-susceptible soils.
The imported structural backfill will also likely be frost-susceptible, if it contains more than 5 percent of
its particles passing a 200 sieve. If these soils become wet and freeze, up to about 2 inches of frost heave
should be anticipated. Heaving of slabs during the winter can be a nuisance or hazard where doors open
outward and at other critical grade areas.
To reduce this heave, we recommend removing the frost susceptible soils down to the bottom of frost-
depth footing level (4 feet) and replacing them with clean (nonfrost-susceptible) sand or sandy gravel.
Sand or sandy gravel with less than 5 percent of their particles by weight passing a 200 sieve are
generally considered nonfrost-susceptible.
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Project 23-4278G Page 19
Another method of reducing frost heave is to place a minimum of 2 inches of extruded polystyrene foam
insulation beneath the slabs and extending about 4 feet beyond the slabs. Insulation will reduce frost
penetration into the underlying subgrade and thereby reduce heave. A leveling course of sand is generally
required to seat the insulation panels. Eight to twelve inches of crushed road base material should be
placed over the panels to protect them during construction.
C.9. Site Grading and Drainage
We recommend the site be graded to provide positive run-off away from the proposed buildings. We
recommend landscaped areas have a slope of at least 5 percent for the first 10 feet away from the
buildings, then 2 percent to carry run-off away. To maintain this slope, it is essential that backfill against
the foundation walls be adequately compacted. If it is not adequately compacted, exterior foundation wall
backfill will likely consolidate and water may pond and soak into the soil, causing settlement. In
addition, we recommend gutters and downspouts with long splash blocks or extensions. Good site
drainage is of paramount importance for the proposed buildings and site improvements. Underground
sprinkler systems near the building should be avoided, if possible.
C.10. Building Utilities
C.10.a. Materials. Silty and clayey soils were commonly encountered by the borings. These soils are
generally corrosive to metallic conduits. We recommend specifying non-corrosive materials or providing
corrosion protection unless additional tests are performed to demonstrate the soils are not corrosive.
We recommend using crushed gravel road base with a maximum particle size of 3/4 inch as bedding
material. Site soils screened to less than 6 inches in diameter from the trench excavations may be used as
backfill above the bedding.
C.10.b. Backfilling and Compaction. We recommend bedding material be thoroughly compacted
around the pipes. We recommend trench backfill above the bedding be compacted to a minimum of
90 percent in landscaped areas and 98 percent beneath proposed footings, slabs, and pavements.
Backfilling around and above utilities should meet the requirements of Montana Public Works Standard
Specifications.
C.11. Pavement
C.11.a. Subgrade Preparation. After the mass grading has been completed, we anticipate that the
subgrade will generally be compacted structural backfill, the exception being the pavement areas in Tract
3-B. In areas where the structural backfill has been placed, we anticipate subgrade should consist of
scarifying, moisture conditioning and recompacting the exposed subgrade. The subgrade should be
compacted to a minimum of 98 percent of its standard Proctor maximum dry density.
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In Tract 3-B, where clayey subgrade is anticipated, we recommend the subgrade be scarified to a depth of
6 inches, moistening to a moisture content near optimum and compacting the clayey subgrade to a
minimum of 95 percent of its standard Proctor maximum dry density prior to placement of additional fill.
Due to the weak clays, some unstable areas should be anticipated where they are excessively soft and wet.
Where unstable clayey soils are encountered, we recommend that they need to be subexcavated down to
the underlying sands and gravels or to a maximum depth of 2 feet below subgrade elevation and replacing
them with compacted structural backfill. In Tract 3-B, we also recommend placing a 6-ounce non-woven
geotextile filter fabric across the clayey subgrade directly beneath the planned subbase or base course.
This fabric provides separation to help prevent contamination of clayey fines into the subbase and base
course.
C.11.b. Pavement Sections. Alternative pavement sections for clay and gravel subgrades were
developed for light duty, heavy duty and extra heavy-duty pavement areas. It is our opinion light car and
pickup parking areas can be considered light duty. The areas where heavy forklift traffic is anticipated,
should be considered extra heavy-duty pavement areas. All other areas should be considered heavy-duty
pavement areas. These sections are summarized in Table 9 below.
Table 9. Alternative Flexible Pavement Sections
Pavement Layer
Light Duty
Pavement
(ESAL’s <10
Daily)
Heavy Duty
Pavement
(ESAL’s <200
Daily)
Extra Heavy-Duty
Pavement
(ESAL’s <500
Daily)
Clay Subgrade
Asphalt Pavement 3” 3” 4” 4” --- ---
Crushed Base Course 13” 6” 16” 9” --- ---
3-Inch Minus Subbase --- 14” --- 14” --- ---
Total 16” 23” 20” 27” --- ---
Gravel Subgrade
Asphalt Pavement 3” 3” 4” 4” 5” 5”
Crushed Base Course 6” 4” 9” 4” 12” 6”
3-Inch Minus Subbase --- 6” --- 9” --- 12”
Total 9” 13” 13” 17” 17” 23”
C.11.b.1. Methodology. The pavement sections were determined utilizing an Excel spreadsheet
developed by the Montana Department of Transportation (MDT), which is based on the American
Association for State Highway Transportation Officials (AASHTO) 1993 Pavement Design
Methodology. The pavement sections for the forklift traffic areas was also further evaluated with the
PCASE Program developed for the US Army Corps of Engineers (USACE) for unusual traffic loading
such as forklifts.
C.11.b.2. Traffic. The estimated traffic values are summarized in Table 9 above.
Simkins-Hallin, Inc.July 26, 2023
Project 23-4278G Page 21
C.11.b.3. Subgrade. We anticipate the majority of the subgrades will consist of the native sands and
gravels or compacted structural backfill placed over the native sands and gravels. The clay subgrade may
be encountered in areas of Tract 3-B, where less than about 2 feet of fill is required to establish grades.
Please note, we have assumed extra heavy-duty pavement areas will all have a gravel subgrade and the
weak clays will have been removed.
C.11.b.4. Portland Cement Concrete. We recommend consideration be given to utilizing Portland
cement concrete pavement (PCCP) where heavier forklift traffic and turning movements are anticipated.
The concentrated turning action from the forklift will be very abrasive to asphalt pavement. we
recommend providing a PCCP thickness with a minimum of 9 inches of PCCP placed over a minimum of
12 inches of crushed gravel base.
C.11.b.5. Gravel Surface Areas. We recommend providing a minimum of 9 inches of crushed gravel
base for light duty areas and a minimum of 18 inches in heavy duty areas. Periodic regrading will be
required to maintain good drainage and repair soft areas which will inevitably develop. Use of a geogrid
or high-performance geotextile beneath the gravel surfacing is recommended to reduce rutting and extend
the service life. They also bind the aggregate together (aggregate interlock) improving strength in all
types of weather. Crushed top surfacing, Type 2, Grade 3 in accordance with the Montana Department of
Transportation Standard Specifications (MSDTSS) Table 701-11 should be used for the top 6 inches.
Since it has more fines, this will reduce wash boarding and promote better drainage.
C.11.c. Materials and Compaction. We recommend specifying crushed gravel base and sandy gravel
subbase courses meeting the requirements of Montana Public Works Standard Specification (MPWSS),
Sixth Edition, April 2010, Sections 02235 and 02234. We recommend the gravel base and subbase be
compacted to a minimum of 95 percent of its standard Proctor maximum dry density. We recommend the
asphaltic concrete meet the requirements of Section 02503. We recommend the asphaltic concrete
pavement be compacted to an average density of 93 percent or greater of the maximum density as
determined by ASTM D 2041 (Rice's) and no individual sample shall be less than 92 percent. As
indicated above, we recommend the gravel surfacing and gravel surfaced areas meet the requirements of
MDTSS Type 2, Grade 3. Portland cement concrete pavement should meet the requirements of
Section 02515. All materials should meet the requirements of MPWSS or the most recent City of
Bozeman modifications, whichever is more stringent.
C.12. Concrete
We recommend using cement meeting the requirements of ASTM C 150 Type II to provide moderate
resistance to sulfate attack. We recommend specifying 5 to 7 percent entrained air for exposed concrete
to provide resistance to freeze-thaw deterioration. We recommend using a water-cement ratio of 0.50 or
less for exposed concrete and a water-cement ratio of 0.45 or less for concrete exposed to deicers.
Simkins-Hallin, Inc.July 26, 2023
Project 23-4278G Page 22
D. Construction
D.1. Excavation and Dewatering
It is anticipated that groundwater will likely be encountered in the deeper utility excavations. There is
also some risk, that groundwater could be encountered in areas of deeper subexcavation, depending on the
time of construction. Where groundwater is anticipated, we recommend it be drawn down a minimum of
2 feet below future excavation bottoms, prior to excavation. The method of dewatering should be
determined by the contractor based on their past experience and available equipment.
It is our opinion the soils encountered by the borings can be excavated with a backhoe, front-end loader or
scraper. The use of heavy rubber-tired equipment, such as scrapers or front-end loaders is discouraged in
the areas where clay soils are to be left in place, as this equipment will quickly destabilize the clay soils,
particularly if they are wet. A better choice, in our opinion, is to utilize low ground pressure track
equipment with smooth bladed buckets to remove the initial fill lifts over the clay soils without causing
excessive disturbance. The borings indicate the clay soils in the sidewalls of the excavations will likely
be Type B soils under Department of Labor Occupational Safety and Health Administration (OSHA)
guidelines and the sands and gravels will be Type C. All earthwork and construction should be performed
in accordance with OSHA guidelines.
Excavation for the future variable height retaining wall planned at the southeast corner of the site will be
completed fairly close to existing utilities, such as fiber optic, power and communication lines.
Depending on the final wall location, temporary shoring may be required to complete the excavation.
Temporary shoring will need to be designed by the contractor and their engineer Shoring designs should
be submitted for review and comment.
D.2. Observations
We recommend the mass grading and removal of the clay soils be observed by a geotechnical engineer or
an engineering assistant working under the direction of a geotechnical engineer to see if the subgrade soils
are similar to those encountered by the borings. Observations at footing, slab and pavement subgrade
should also be performed to confirm overburden removal to the proper depth.
During excavation for footings, we recommend tests be conducted on the subgrades to evaluate if the
bearing capacity is at least 4,000 psf. Typical instruments used for these tests include hand augers,
penetrometers, and sample tubes.
D.3. Moisture Conditioning
Site soils that will be excavated and reused as backfills and fills appeared to be near or above of optimum.
We anticipate it will be necessary to spread these soils out to dry them to achieve a moisture content near
or slightly above optimum.
Simkins-Hallin, Inc.July 26, 2023
Project 23-4278G Page 23
It should also be anticipated that imported fill and backfill materials will be below optimum moisture
content and additional moisture will be necessary to achieve a moisture content near or slightly above
optimum.
D.4. Subgrade Disturbance
Weak, clayey soils will be present in areas where clay soils will be left in place, such as Tract 3-B. These
fine-grained soils are considered to be moisture sensitive and are easily disturbed when wet. We
therefore recommend good drainage of surface water in all areas be provided during construction to help
avoid ponding areas. Ponding water will result in saturation of the subgrade soils, creating soft spots.
Construction traffic driving across these soft spots can create large ruts and excessively disturb the areas.
It is then very difficult to recompact these areas to specification, and they can result in construction
delays.
D.5. Testing
We recommend density tests of fills and backfills placed beneath footings, slabs, and pavements. Density
tests should also be performed utility trench on foundation wall backfill. We also recommend density
testing of the compacted pavement subgrade and gravel base course. We recommend slump, temperature,
air content, and strength tests on Portland cement concrete. Samples of proposed backfill and fill
materials should be submitted to our testing laboratory at least three days prior to placement on the site
for evaluation and determination of their optimum moisture contents and maximum dry densities.
The project will be relatively large with multiple construction activities occurring simultaneously. A high
level of observations, testing and inspection are recommended to better ensure the success of the project.
We recommend full-time testing and inspection during the site utility, mass grading and building pad
construction. Testing and inspection should be completed in strict accordance with project specifications.
We recommend density testing of the asphaltic concrete pavement (cores and nuclear density gauge). The
maximum density of the asphaltic concrete mix should be determined by ASTM D 2041 (Rice). We also
recommend Marshall tests of the asphalt mix to evaluate strength and air voids.
D.6. Cold Weather Construction
If site grading and construction is anticipated during cold weather, we recommend good winter
construction practices be observed. All snow and ice should be removed from cut and fill areas prior to
additional grading. No fill should be placed on soils that have frozen or contain frozen material. No
frozen soils should be used as fill.
Concrete delivered to the site should meet the temperature requirements of ASTM C 94. Concrete should
not be placed on frozen soils or soils that contain frozen material. Concrete should be protected from
freezing until the necessary strength is attained. Frost should not be permitted to penetrate below footings
bearing on frost-susceptible soil since such freezing could heave and crack the footings and/or foundation
walls.
Simkins-Hallin, Inc.July 26, 2023
Project 23-4278G Page 24
If the earthwork and site preparation is planned during the winter and early spring, additional work will be
required due to the inherent wetter ground conditions, increased rain or snow fall, frozen ground, lack of
drying weather and shorter work days. This additional work often includes, but is not limited to,
subexcavation of unsuitable material, imported suitable fill, geosynthetics, ground heaters, waste of
frozen or wet material and higher testing and observation costs. The additional work can delay the
contractor’s schedule and result in substantial additional costs that are often passed onto the owner.
E. Procedures
E.1. Drilling and Sampling
The penetration test borings were performed between May 15 and May 26, 2023 with a truck-mounted
core and auger drill. Sampling for the borings was conducted in accordance with ASTM D 1586,
"Penetration Test and Split-Barrel Sampling of Soils." Using this method, we advanced the borehole with
hollow-stem auger to the desired test depth. Then a 140-pound hammer falling 30 inches drove a
standard, 2-inch OD, split-barrel sampler a total penetration of 1 1/2 feet below the tip of the hollow-stem
auger. The blows for the last foot of penetration were recorded and are an index of soil strength
characteristics.
Eleven 3-inch diameter thin-walled tube samples were taken in clayey soils in general accordance with
ASTM D 1587, "Thin-walled Tube Sampling of Soils." The tubes were slowly pushed into undisturbed
soils below the hollow-stem auger. After they were withdrawn from the boreholes, the ends of the tubes
were sealed and the tubes were carefully transported to our laboratory.
Very dense sands and gravels were encountered in the borings. When the sampler could not be driven
6 inches with 50 blows of the hammer, the distance the sampler was advanced with 50 blows was
recorded. When this situation occurred during the first 6 inches of the drive, it was noted as occurring
within the "set."
E.2. Soil Classification
The drill crew chief visually and manually classified the soils encountered in the borings in accordance
with ASTM D 2488, "Standard Practice for Description and Identification of Soils (Visual-Manual
Procedures)." A summary of the ASTM classification system is attached. All samples were then returned
to our laboratory for review of the field classifications by a geotechnical geologist or geotechnical
engineer. Representative samples will remain in our office for a period of 60 days to be available for your
examination.
E.3. Groundwater Observations
About 10 minutes after taking the final sample in the bottom of a boring, the driller probed through the
hollow-stem auger to check for the presence of groundwater. Immediately after withdrawal of the auger,
the driller again probed the depth to water or cave-in. The boring was then backfilled.
Simkins-Hallin, Inc.July 26, 2023
Project 23-4278G Page 25
F. General Recommendations
F.1. Basis of Recommendations
The analyses and recommendations submitted in this report are based upon the data obtained from the soil
borings performed at the locations indicated on the attached sketch. Often, variations occur between
these borings, the nature and extent of which do not become evident until additional exploration or
construction is conducted. A reevaluation of the recommendations in this report should be made after
performing on-site observations during construction to note the characteristics of any variations. The
variations may result in additional foundation costs, and it is suggested a contingency be provided for this
purpose.
It is recommended we be retained to perform the observation and testing program for the site preparation
phase of this project. This will allow correlation of the soil conditions encountered during construction to
the soil borings, and will provide continuity of professional responsibility.
F.2. Review of Design
This report is based on the design of the proposed structure as related to us for preparation of this report.
It is recommended we be retained to review the geotechnical aspects of the designs and specifications.
With the review, we will evaluate whether any changes in design have affected the validity of the
recommendations, and whether our recommendations have been correctly interpreted and implemented in
the design and specifications.
F.3. Groundwater Fluctuations
We made water level observations in the borings at the times and under the conditions stated on the
boring logs. These data were interpreted in the text of this report. The period of observation was
relatively short, and fluctuation in the groundwater level may occur due to rainfall, flooding, irrigation,
spring thaw, drainage, and other seasonal and annual factors not evident at the time the observations were
made. Design drawings and specifications and construction planning should recognize the possibility of
fluctuations.
F.4. Use of Report
This report is for the exclusive use of Simkins-Hallin, Stahly Engineering, Sanderson Stewart and Sunbelt
Rack to use to design the proposed structure and prepare construction documents. In the absence of our
written approval, we make no representation and assume no responsibility to other parties regarding this
report. The data, analyses, and recommendations may not be appropriate for other structures or purposes.
We recommend parties contemplating other structures or purposes contact us.
F.5. Level of Care
Services performed by SK Geotechnical Corporation personnel for this project have been conducted with
that level of care and skill ordinarily exercised by members of the profession currently practicing in this
area under similar budget and time restraints. No warranty, express or implied, is made.
Simkins-Hallin, Inc.July 26, 2023
Project 23-4278G Page 26
Professional Certification
I hereby certify that this report was prepared
by me and that I am a duly Licensed Professional
Engineer under the laws of the State of Montana.
Cory G. Rice, PE
Senior Engineer
License Number 9914PE
July 26, 2023
Appendix
SITE LOCATION SKETCH
Geotechnical Evaluation
Proposed North Park Simkins-Hallins
Development
Bozeman, Montana
Drawn by: USGS/SK Date 7/18/22
Project: 23-4278G
Scale: None FIGURE
Sheet 1 of 1 1
Site Location
Geologic Map of The Bozeman 30’ x 60’ Quadrangle, Southwestern, Montana, Vuke, Lonn, Berg and Schmidt, 2014
PARTIAL GEOLOGIC MAP
Preliminary Geotechnical Evaluation
Proposed North Park Simkins-Hallins
Development
Bozeman, Montana
Drawn by: MBMG/SK Date 7/18/22
Project: 23-4278G
Scale: None FIGURE
Sheet 1 of 1 2
SITE
Site Geology - Qabo –
Braid Plain Deposits - Older
Descriptive Terminology
Standard D 2487
Classification of Soils for Engineering Purposes
(Unified Soil Classification System)
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A
Soil Classification
Group
Symbol Group Name B
Coarse-
Grained
Soils
More than
50%
retained
on No.
200 sieve
Gravels
More than
50% of
coarse
fraction
retained on
No. 4 sieve
Clean Gravels
Less than 5%
fines C
CU ≥ 4 and 1 ≤ CC ≤ 3 E GW Well graded gravel F
CU < 4 and/or 1 > CC > 3 E GP Poorly graded gravel
F
Gravels with
Fines
More than 12%
fines C
Fines classify as ML or MH GM Silty gravel F, G, H
Fines classify as CL or CH GC Clayey gravel F, G, H
Sands
50% or
more of
coarse
fraction
passes No. 4
sieve
Clean Sands
Less than 5%
fines D
CU ≥ 6 and 1 ≤ CC ≤ 3 E SW Well graded sand I
CU < 6 and/or 1 > CC > 3 E SP Poorly graded sand I
Sands with
Fines
More than 12%
fines D
Fines classify as ML or MH SM Silty sand G, H, I
Fines classify as CL or CH SC Clayey sand G, H, I
Fine-
Grained
Soils
50% or
more
passes the
No. 200
sieve
Silts and
Clays
Liquid Limit
less than 50
Inorganic
PI > 7 and plots on or above
"A" line J CL Lean clay K, L, M
PI < 4 or plots below "A" line J ML Silt K, L, M
Organic Liquid limit – oven dried < 0.75
Liquid limit – not dried
OL Organic clay K, L, M, N
Organic silt K, L, M, O
Silts and
Clays
Liquid limit
50 or more
Inorganic PI plots on or above "A" line CH Fat clay K, L, M
PI plots below "A" line MH Elastic siltK, L, M
Organic Liquid limit – oven dried < 0.75
Liquid limit – not dried OH Organic clayK, L, M, P
Organic siltK, L, M, Q
Highly Organic Soils Primarily organic matter, dark in color, and organic
odor PT Peat
A
B
C
D
E
F
G
Based on the material passing the 3" (75 mm) sieve.
If field sample contained cobbles or boulders, or both,
add "with cobbles or boulders, or both" to group name.
Gravels with 5 to 12% fines require dual symbols
GW-GM well-graded gravel with silt
GW-GC well-graded gravel with clay
GP-GM poorly graded gravel with silt
GP-GC poorly graded gravel with clay
Sands with 5 to 12% fines require dual symbols.
SW-SC well-graded sand with clay
SP-SM poorly graded sand with silt
SP-SC poorly graded sand with clay
CU = D60 / D10
CC = (D30) 2 / (D10 x D60)
If soil contains ≥ 15% sand, add "with sand" to group
name.
If fines classify as CL-ML, use dual symbol GC-GM or
SC-SM.
H
I
J
K
L
M
N
O
P
Q
If fines are organic, add "with organic fines" to
group name.
If soil contains ≥ 15% gravel, add "with gravel"
to group name.
If Atterberg limits plot in hatched area, soil is a
CL-ML, silty clay.
If soil contains 15 to 29% plus No. 200, add
"with sand" or "with gravel", whichever is
predominant.
If soil contains ≥ 30% plus No. 200
predominantly sand, add "sandy" to group name.
If soil contains ≥ 30% plus No. 200
predominantly gravel, add "gravelly" to group
name.
PI ≥ 4 and plots on or above "A" line.
PI < 4 or plots below "A" line.
PI plots on or above "A" line.
PI plots below "A" line.
Particle Size Identification
Boulders .......................................... over 12"
Cobbles .......................................... 3" to 12"
Gravel
coarse ......................................... 3/4" to 3"
fine ........................................ No. 4 to 3/4"
Sand
coarse ................................ No. 4 to No. 10
medium ........................... No. 10 to No. 40
fine ................................ No. 40 to No. 200
Silt ................................. No. 200 to .005 mm
Clay ................................ less than .005 mm
Relative Density of Cohesionless Soils
very loose ..................................... 0 to 4 BPF
loose ........................................... 5 to 10 BPF
medium dense .......................... 11 to 30 BPF
dense ........................................ 31 to 50 BPF
very dense ................................. over 50 BPF
Consistency of Cohesive Soils
very soft ....................................... 0 to 1 BPF
soft ............................................... 2 to 3 BPF
rather soft ..................................... 4 to 5 BPF
medium ........................................ 6 to 8 BPF
rather stiff ................................... 9 to 12 BPF
stiff ........................................... 13 to 16 BPF
very stiff ................................... 17 to 30 BPF
hard ........................................... over 30 BPF
Moisture Content (MC) Description
rather dry MC less than 5%, absence of
moisture, dusty
moist MC below optimum, but no
visible water
wet Soil is over optimum MC
waterbearing Granular, cohesionless or
low plasticity soil with free
water, typically near or
below groundwater table
very wet Cohesive soil well over
OMC, typically near or
below groundwater table
Drilling Notes
Standard penetration test borings were advanced
by 3¼" or 4¼" ID hollow-stem augers, unless
noted otherwise. Standard penetration test
borings are designated by the prefix "ST" (split
tube). Hand auger borings were advanced
manually with a 2 to 3" diameter auger to the
depths indicated. Hand auger borings are
indicated by the prefix "HA."
Sampling. All samples were taken with the
standard 2" OD split-tube sampler, except where
noted. TW indicates thin-walled tube sample.
CS indicates California tube sample. BS
indicates bulk sample.
BPF. Numbers indicate blows per foot recorded
in standard penetration test, also known as "N"
value. The sampler was set 6" into undisturbed
soil below the hollow-stem auger. Driving
resistances were then counted for second and
third 6" increments and added to get BPF.
Where they differed significantly, they were
separated by backslash (/). In very dense/hard
strata, the depth driven in 50 blows is indicated.
WH. WH indicates the sampler penetrated soil
under weight of hammer and rods alone; driving
not required.
Note. All tests were run in general accordance
with applicable ASTM standards.
Laboratory Tests
DD Dry density, pcf WD Wet density, pcf OC Organic content, %
LL Liquid limit PL Plastic limit PI Plasticity index
P200 % passing 200 sieve MC Natural moisture content, %
MDD Maximum dry density (Proctor), pcf OMC Optimum moisture content (Proctor), %
qu Unconfined compressive strength, psf UCS Unconfined compressive strength, psi
qp Pocket penetrometer strength, tsf
October 30, 2018
2023 Log of Borings and Lab Tests
4690.4
4688.4
4678.9
SILT, non-plastic, brown, moist, loose.
LEAN CLAY, trace salts, low plasticity, brown,
moist, medium.
POORLY GRADED GRAVEL with SILT, SAND,
and COBBLES, fine- to coarse-grained, non-plastic,
subrounded to subangular, grayish brown, moist, very
dense. (Alluvium)
-trace lean clay at 7'
END OF BORING
Water not observed to dry cave-in depth of 6.5'
immediately after withdrawal of auger.
Boring then backfilled.
1.5
3.5
13.0
11
59
44
64
5
19.6
20.1
1.9
6.0
3.0
5.8
FF Truss Building =
4689.0
Surface elevations
provided by Sanderson
Stewart
LL=30, PL=19, PI=11
P200= 90.2%
ML
CL
GP
GM
4691.9
DRILLED BY: S. Robertson SCALE: 5/16/23
LOCATION:
B-1 page 1 of 1
L O G O F B O R I N G
23-4278G
GEOTECHNICAL EVALUATION
North Park Simkins - Hallin Development
Bozeman, Montana
qp
(tsf)
Truss Building, See Attached Sketch
BPF
PROJECT:
Symbol
BORING:
Depth
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
WL
MC
Description of Materials
23-4278G
METHOD: Diedrich D120, Automatic
B-1
1" = 4'DATE:
Remarks
0.0
Elev. BORING BPF WL-MC QP ELEV ~ 4278.GPJ LAGNNN06.GDT 7/20/23
4692.2
4687.9
4676.2
4671.7
LEAN CLAY with SAND, low plasticity, few
organics, trace salts, yellow brown, moist, soft to
rather soft.
POORLY GRADED GRAVEL with CLAY,
non-plastic, trace FeOx and salts, light brown to
black, moist, medium dense. (Alluvium)
POORLY GRADED GRAVEL with SILT,
fine-grained, non-plastic, trace lean clay, light brown,
moist, very dense. (Alluvium)
SILTY GRAVEL with SAND, fine- to
coarse-grained, non-plastic, yellow brown,
waterbearing, very dense. (Alluvium)
END OF BORING
10.0
14.3
26.0
30.5
2/4
5
2/4
4
20
42/50-5"
50-4",set
60
50-5½",set
53
22.6
24.3
21.0
25.3
10.4
5.3
4.7
10.3
FF Truss Building =
4689.0
Water observed at a depth
of 24' with 24' of
hollow-stem auger in the
ground.
Water observed at a depth
of 23' with 29' of
hollow-stem auger in the
ground.
Water not observed to dry
cave-in depth of 19'
immediately after
withdrawal of auger.
Boring then backfilled.
CL
GP
GC
GP
GM
GM
4702.2
DRILLED BY: S. Robertson SCALE: 5/9/23
LOCATION:
B-2 page 1 of 1
L O G O F B O R I N G
23-4278G
GEOTECHNICAL EVALUATION
North Park Simkins - Hallin Development
Bozeman, Montana
qp
(tsf)
Truss Building, See Attached Sketch
BPF
PROJECT:
Symbol
BORING:
Depth
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
WL
MC
Description of Materials
23-4278G
METHOD: Diedrich D120, Automatic
B-2
1" = 4'DATE:
Remarks
0.0
Elev. BORING BPF WL-MC QP ELEV ~ 4278.GPJ LAGNNN06.GDT 7/20/23
4690.2
4687.7
4684.2
4678.2
4675.7
TOPSOIL
SILT, non-plastic, brown, moist, loose.
POORLY GRADED SAND with SILT, GRAVEL,
and COBBLES, fine- to coarse-grained, non-plastic,
brownish gray, rather dry, very dense. (Alluvium)
POORLY GRADED GRAVEL with SILT, SAND,
and COBBLES, fine- to coarse-grained, non-plastic,
grayish brown, moist, dense to very dense. (Alluvium)
POORLY GRADED GRAVEL with CLAY, SAND,
and COBBLES, fine- to coarse-grained, non-plastic,
yellow staining, brown, moist, very dense. (Alluvium)
END OF BORING
Water observed at a depth of 14' with 14' of
hollow-stem auger in the ground.
Water not observed to dry cave-in depth of 6.8'
immediately after withdrawal of auger.
Boring then backfilled.
1.0
3.5
7.0
13.0
15.5
5
10
76
50-3"
43
50-3",set
50-4",set
21.4
24.5
1.4
2.6
5.0
7.0
FF Truss Building =
4689.0
ML
SP
SM
GP
GM
GP
GC
4691.2
DRILLED BY: S. Robertson SCALE: 5/16/23
LOCATION:
B-3 page 1 of 1
L O G O F B O R I N G
23-4278G
GEOTECHNICAL EVALUATION
North Park Simkins - Hallin Development
Bozeman, Montana
qp
(tsf)
Truss Building, See Attached Sketch
BPF
PROJECT:
Symbol
BORING:
Depth
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
WL
MC
Description of Materials
23-4278G
METHOD: Diedrich D120, Automatic
B-3
1" = 4'DATE:
Remarks
0.0
Elev. BORING BPF WL-MC QP ELEV ~ 4278.GPJ LAGNNN06.GDT 7/20/23
2¼
¼
4690.8
4689.8
4686.8
4684.3
4674.8
4673.3
4667.3
LEAN CLAY, low to medium plasticity, trace roots,
dark brown, moist, medium.
SILTY CLAY, low plasticity, brown, moist, loose.
SILT, non-plastic, brown, moist, loose. (Alluvium)
LEAN CLAY, low plasticity, brown, moist, medium.
(Alluvium)
POORLY GRADED GRAVEL with CLAY, SAND,
and COBBLES, fine- to coarse-grained, subangular to
subrounded, layers of silty gravel, daark grayish
brown, moist, very dense. (Alluvium)
CLAYEY SAND with GRAVEL, fine- to
coarse-grained, low plasticity, brown, wet, medium.
(Alluvium)
POORLY GRADED GRAVEL with CLAY, SAND,
and COBBLES, fine- to coarse-grained, trace silt,
grayish brown, waterbearing, very dense. (Alluvium)
END OF BORING
Water observed at a depth of 14' with 15' of
hollow-stem auger in the ground.
Water down 13' immediately after withdrawal of
auger.
Water not observed to wet cave-in depth of 14.5'
immediately after withdrawal of auger.
2.0
3.0
6.0
8.5
18.0
19.5
25.5
6
5
5
6
80
54
88
85
21.0
19.3
16.9
16.5
24.2
9.7
4.9
10.1
15.5
9.8
FF Truss Building =
4689.0
LL=30, PL=20, PI=10
P200= 38.1%
Boring then backfilled.
CL
CL
ML
ML
CL
GP
GC
SC
GP
GC
4692.8
DRILLED BY: S. Robertson SCALE: 5/17/23
LOCATION:
B-4 page 1 of 1
L O G O F B O R I N G
23-4278G
GEOTECHNICAL EVALUATION
North Park Simkins - Hallin Development
Bozeman, Montana
qp
(tsf)
Truss Building, See Attached Sketch
BPF
PROJECT:
Symbol
BORING:
Depth
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
WL
MC
Description of Materials
23-4278G
METHOD: Diedrich D120, Automatic
B-4
1" = 4'DATE:
Remarks
0.0
Elev. BORING BPF WL-MC QP ELEV ~ 4278.GPJ LAGNNN06.GDT 7/20/23
3½
½
4685.8
4674.5
4672.8
4669.0
SILTY CLAY, low plasticity, trae gravel, FeOx
staining, brown, moist, soft to stiff.
POORLY GRADED GRAVEL with SILT, SAND,
and COBBLES, fine- to coarse-grained, non-plastic,
salts, trace lean clay, angular to subrounded, brownish
gray, moist, dense to very dense. (Alluvium)
LEAN CLAY with SAND, low plasticity, FeOx
staining, brown, wet, medium. (Alluvium)
POORLY GRADED GRAVEL with SILT and
SAND, fine- to coarse-grained, non-plastic, trace lean
clay, brown, waterbearing, dense. (Alluvium)
END OF BORING
Water observed at a depth of 13.75' with 14' of
hollow-stem auger in the ground.
Water observed at a depth of 13.5' with 19' of
hollow-stem auger in the ground.
Water not observed to dry cave-in depth of 9.75'
immediately after withdrawal of auger.
Boring then backfilled.
3.8
15.0
16.8
20.5
2/4
14
37
17/50-5"
32
30/50-4"
30/7
47
20.4
20.9
16.0
2.0
2.8
4.1
4.3
17.5
30.2
12.7
FF Truss Building =
4689.0
LL=35, PL=21, PI=14
P200= 74.0%
CL
ML
GP
GM
CL
GP
GM
4689.5
DRILLED BY: S. Robertson SCALE: 5/16/23
LOCATION:
B-5 page 1 of 1
L O G O F B O R I N G
23-4278G
GEOTECHNICAL EVALUATION
North Park Simkins - Hallin Development
Bozeman, Montana
qp
(tsf)
Truss Building, See Attached Sketch
BPF
PROJECT:
Symbol
BORING:
Depth
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
WL
MC
Description of Materials
23-4278G
METHOD: Diedrich D120, Automatic
B-5
1" = 4'DATE:
Remarks
0.0
Elev. BORING BPF WL-MC QP ELEV ~ 4278.GPJ LAGNNN06.GDT 7/26/23
4687.9
4682.9
4679.4
4673.9
4670.9
SILT, non-plastic, trace salts and lean clay, brown,
moist, very loose to loose.
POORLY GRADED GRAVEL with SILT, SAND,
and COBBLES, fine- to coarse-grained, non-plastic,
trace lean clay, subangular to subrounded, brown,
moist, dense to very dense. (Alluvium)
POORLY GRADED GRAVEL with SILT and
SAND, fine- to coarse-grained, non-plastic,
tuffaceous, grayish brown, moist, dense. (Tertiary
Sediment)
POORLY GRADED GRAVEL with SILT, SAND,
and COBBLES, fine- to coarse-grained, non-plastic,
angular, olive brown, waterbearing, very dense.
(Tertiary Sediment)
POORLY GRADED GRAVEL with CLAY, SAND,
and COBBLES, fine- to coarse-grained, non-plastic,
some silt, olive brown, waterbearing, very dense.
(Tertiary Sediment)
END OF BORING
Water observed at a depth of 18.1' with 19' of
hollow-stem auger in the ground.
Water observed at a depth of 18.5' with 24' of
hollow-stem auger in the ground.
8.5
13.5
17.0
22.5
25.5
2/1
5
1/2
6
50-5"
63
44
75
35/50-5"
17.0
18.4
19.9
22.7
14.5
8.9
7.0
15.1
9.3
Parking FG = 4688.0
Water not observed to dry
cave-in depth of 14'
immediately after
withdrawal of auger.
Boring then backfilled.
ML
GP
GM
GP
GM
GP
GM
GP
GC
4696.4
DRILLED BY: S. Robertson SCALE: 5/16/23
LOCATION:
B-8 page 1 of 1
L O G O F B O R I N G
23-4278G
GEOTECHNICAL EVALUATION
North Park Simkins - Hallin Development
Bozeman, Montana
qp
(tsf)
Storage Yard Pavement, See Attached Sketch
BPF
PROJECT:
Symbol
BORING:
Depth
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
WL
MC
Description of Materials
23-4278G
METHOD: Diedrich D120, Automatic
B-8
1" = 4'DATE:
Remarks
0.0
Elev. BORING BPF WL-MC QP ELEV ~ 4278.GPJ LAGNNN06.GDT 7/20/23
4684.8
4676.3
TOPSOIL, Lean Clay, low plasticity, with roots, dark
brown, moist, very soft to soft.
POORLY GRADED GRAVEL with SILT, SAND,
and COBBLES, fine- to coarse-grained, non-plastic,
subangular to subrounded, trace lean clay, grayish
brown, moist, medium dense to very dense.
(Alluvium)
END OF BORING
Water not observed to dry cave-in depth of 4'
immediately after withdrawal of auger.
Boring then backfilled.
2.0
10.5
1/2
28
32/50-5"
83
5/20
23.0
11.4
4.5
6.1
7.5
Pavement FG = 4688.0
GP
GM
4686.8
DRILLED BY: S. Robertson SCALE: 5/16/23
LOCATION:
B-9 page 1 of 1
L O G O F B O R I N G
23-4278G
GEOTECHNICAL EVALUATION
North Park Simkins - Hallin Development
Bozeman, Montana
qp
(tsf)
Storage Yard Pavement, See Attached Sketch
BPF
PROJECT:
Symbol
BORING:
Depth
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
WL
MC
Description of Materials
23-4278G
METHOD: Diedrich D120, Automatic
B-9
1" = 4'DATE:
Remarks
0.0
Elev. BORING BPF WL-MC QP ELEV ~ 4278.GPJ LAGNNN06.GDT 7/20/23
1¾
¼
4685.3
4680.8
4671.8
FILL: Sandy Lean Clay with Gravel, brown, moist,
loose.
LEAN CLAY with SILT, low plasticity, trace sand,
brown, moist to wet, medium to stiff.
POORLY GRADED GRAVEL with CLAY, SAND,
and COBBLES, fine- to coarse-grained, non-plastic,
trace silt, subangular, grayish brown, moist to
waterbearing, very dense. (Alluvium)
END OF BORING
Water observed at a depth of 11' with 11.5' of
hollow-stem auger in the ground.
Water down 10.4' immediately after withdrawal of
auger.
Water not observed to wet cave-in depth of 10.9'
immediately after withdrawal of auger.
Boring then backfilled.
2.0
6.5
15.5
6
4/9
7
37/50-5"
37/50-2"
50-4"
83
14.1
15.2
23.5
3.1
4.3
10.8
9.0
Pavement FG = 4682.0
CL
GP
GC
4687.3
DRILLED BY: S. Robertson SCALE: 5/17/23
LOCATION:
B-10 page 1 of 1
L O G O F B O R I N G
23-4278G
GEOTECHNICAL EVALUATION
North Park Simkins - Hallin Development
Bozeman, Montana
qp
(tsf)
Product Storage, See Attached Sketch
BPF
PROJECT:
Symbol
BORING:
Depth
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
WL
MC
Description of Materials
23-4278G
METHOD: Diedrich D120, Automatic
B-10
1" = 4'DATE:
Remarks
0.0
Elev. BORING BPF WL-MC QP ELEV ~ 4278.GPJ LAGNNN06.GDT 7/20/23
2
4677.4
4675.2
4663.2
TOPSOIL
LEAN CLAY, low plasticity, silty, roots, fibers,
brown, moist, medium.
POORLY GRADED GRAVEL with CLAY, SAND,
and COBBLES, fine- to coarse-grained, non-plastic,
lenses of sandy clay, grayish brown, moist to
waterbearing, dense to very dense. (Alluvium)
END OF BORING
Water observed at a depth of 7' with 6.5' of
hollow-stem auger in the ground.
Water observed at a depth of 10.7' with 14' of
hollow-stem auger in the ground.
Water not observed to dry cave-in depth of 6.5'
immediately after withdrawal of auger.
Boring then backfilled.
1.3
3.5
15.5
6
7
85
67
39
45
34
17.4
19.1
3.9
6.6
7.6
9.1
9.2
Pavement FG = 4679.0
CL
GP
GC
4678.7
DRILLED BY: S. Robertson SCALE: 5/17/23
LOCATION:
B-12 page 1 of 1
L O G O F B O R I N G
23-4278G
GEOTECHNICAL EVALUATION
North Park Simkins - Hallin Development
Bozeman, Montana
qp
(tsf)
Storage Yard, See Attached Sketch
BPF
PROJECT:
Symbol
BORING:
Depth
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
WL
MC
Description of Materials
23-4278G
METHOD: Diedrich D120, Automatic
B-12
1" = 4'DATE:
Remarks
0.0
Elev. BORING BPF WL-MC QP ELEV ~ 4278.GPJ LAGNNN06.GDT 7/20/23
4676.2
4674.2
4671.7
4662.2
TOPSOIL
SILTY CLAY, low plasticity, trace gravel and roots,
brown, moist, medium.
POORLY GRADED GRAVEL with SILT, SAND,
and COBBLES, fine- to coarse-grained, non-plastic,
trace clays, brown, moist, very dense. (Alluvium)
POORLY GRADED GRAVEL with CLAY, SAND,
and COBBLES, fine- to coarse-grained, non-plastic,
grayish brown, moist to waterbearing, dense to very
dense. (Alluvium)
END OF BORING
Water observed at a depth of 8.5' with 9' of
hollow-stem auger in the ground.
Water not observed to dry cave-in depth of 4'
immediately after withdrawal of auger.
Boring then backfilled.
1.5
3.5
6.0
15.5
6
7
50
80
33
36
33
16.8
18.2
5.0
7.1
15.4
9.4
13.8
Umbrella Shed FG =
4677.5
CL
ML
GP
GM
GP
GC
4677.7
DRILLED BY: S. Robertson SCALE: 5/17/23
LOCATION:
B-13 page 1 of 1
L O G O F B O R I N G
23-4278G
GEOTECHNICAL EVALUATION
North Park Simkins - Hallin Development
Bozeman, Montana
qp
(tsf)
Umbrella Shed, See Attached Sketch
BPF
PROJECT:
Symbol
BORING:
Depth
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
WL
MC
Description of Materials
23-4278G
METHOD: Diedrich D120, Automatic
B-13
1" = 4'DATE:
Remarks
0.0
Elev. BORING BPF WL-MC QP ELEV ~ 4278.GPJ LAGNNN06.GDT 7/20/23
4676.4
4674.2
4667.2
TOPSOIL
SILTY CLAY, low plasticity, trace salts, brown,
moist, medium.
POORLY GRADED GRAVEL with SILT, SAND,
and COBBLES, non-plastic, trace clays, grayish
brown, moist, very dense. (Alluvium)
END OF BORING
Water not observed to dry cave-in depth of 3.5'
immediately after withdrawal of auger.
Boring then backfilled.
1.3
3.5
10.5
7
7
93
46/50-4"
50-4"
20.6
15.9
4.8
2.5
6.6
FF Sheetrock Warehouse =
4677.5
CL
ML
GP
GM
4677.7
DRILLED BY: S. Robertson SCALE: 5/17/23
LOCATION:
B-15 page 1 of 1
L O G O F B O R I N G
23-4278G
GEOTECHNICAL EVALUATION
North Park Simkins - Hallin Development
Bozeman, Montana
qp
(tsf)
Sheetrock Warehouse, See Attached Sketch
BPF
PROJECT:
Symbol
BORING:
Depth
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
WL
MC
Description of Materials
23-4278G
METHOD: Diedrich D120, Automatic
B-15
1" = 4'DATE:
Remarks
0.0
Elev. BORING BPF WL-MC QP ELEV ~ 4278.GPJ LAGNNN06.GDT 7/20/23
4676.6
4674.8
4664.8
4662.3
TOPSOIL
SILTY CLAY, low plasticity, brown, moist, rather
stiff.
POORLY GRADED GRAVEL with SILT, SAND,
and COBBLES, fine- to coarse-grained, grayish
brown, moist to waterbearing, very dense. (Alluvium)
POORLY GRADED GRAVEL with CLAY, SAND
and COBBLES, grayish brown, waterbearing, very
dense. (Alluvium)
END OF BORING
Water observed at a depth of 8.8' with 9' of
hollow-stem auger in the ground.
Water observed at a depth of 13' with 13' of
hollow-stem auger in the ground.
Water not observed to dry cave-in depth of 6'
immediately after withdrawal of auger.
Boring then backfilled.
1.3
3.0
13.0
15.5
5
3/8
41/50-5"
50-3",set
48
39/50-2"
50-1",set
20.1
18.2
2.3
3.0
17.1
7.3
13.1
FG Sheetrock Warehouse
= 4677.5
CL
ML
GP
GM
GP
GC
4677.8
DRILLED BY: S. Robertson SCALE: 5/17/23
LOCATION:
B-16 page 1 of 1
L O G O F B O R I N G
23-4278G
GEOTECHNICAL EVALUATION
North Park Simkins - Hallin Development
Bozeman, Montana
qp
(tsf)
Sheetrock Warehouse, See Attached Sketch
BPF
PROJECT:
Symbol
BORING:
Depth
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
WL
MC
Description of Materials
23-4278G
METHOD: Diedrich D120, Automatic
B-16
1" = 4'DATE:
Remarks
0.0
Elev. BORING BPF WL-MC QP ELEV ~ 4278.GPJ LAGNNN06.GDT 7/20/23
4677.4
4676.7
4670.7
4663.7
TOPSOIL
LEAN CLAY with SILT and SAND, low plasticity,
brown, moist, soft.
POORLY GRADED GRAVEL with SILT, SAND,
and COBBLES, fine- to coarse-grained, non-plastic,
grayish brown, moist, dense to very dense. (Alluvium)
POORLY GRADED GRAVEL with CLAY, SAND,
and COBBLES, fine- to coarse-grained, non-plastic,
sandy, olive brown, waterbearing, dense to very dense.
(Alluvium)
END OF BORING
Water observed at a depth of 8.1' with 9' of
hollow-stem auger in the ground.
Water observed at a depth of 9.75' with 14' of
hollow-stem auger in the ground.
Water not observed to dry cave-in depth of 4'
immediately after withdrawal of auger.
Boring then backfilled.
1.8
2.5
8.5
15.5
5
3/18
50/50-3"
45
36
44
55
15.0
23.0
3.1
5.7
8.7
10.3
12.2
FG Drive-Thru Building =
4678.75
CL
GP
GM
GP
GC
4679.2
DRILLED BY: S. Robertson SCALE: 5/19/23
LOCATION:
B-17 page 1 of 1
L O G O F B O R I N G
23-4278G
GEOTECHNICAL EVALUATION
North Park Simkins - Hallin Development
Bozeman, Montana
qp
(tsf)
Drive-Thru Building, See Attached Sketch
BPF
PROJECT:
Symbol
BORING:
Depth
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
WL
MC
Description of Materials
23-4278G
METHOD: Diedrich D120, Automatic
B-17
1" = 4'DATE:
Remarks
0.0
Elev. BORING BPF WL-MC QP ELEV ~ 4278.GPJ LAGNNN06.GDT 7/20/23
4677.0
4666.8
TOPSOIL
POORLY GRADED GRAVEL with SILT, SAND,
and COBBLES, fine- to coarse-grained, non-plastic,
trace clays, grayish brown, moist to waterbearing,
dense to very dense. (Alluvium)
END OF BORING - Auger refusal
Water observed at a depth of 6.75' with 6.5' of
hollow-stem auger in the ground.
Water observed at a depth of 11.7' with 11.5' of
hollow-stem auger in the ground.
Water not observed to dry cave-in depth of 3.5'
immediately after withdrawal of auger.
Boring then backfilled.
1.5
11.7
3/10
50-5"
50-5"
38
90
50-2"
19.8
3.3
1.5
7.4
7.3
Pavement FG = 4678.5
GP
GM
4678.5
DRILLED BY: S. Robertson SCALE: 5/17/23
LOCATION:
B-18 page 1 of 1
L O G O F B O R I N G
23-4278G
GEOTECHNICAL EVALUATION
North Park Simkins - Hallin Development
Bozeman, Montana
qp
(tsf)
Product Storage, See Attached Sketch
BPF
PROJECT:
Symbol
BORING:
Depth
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
WL
MC
Description of Materials
23-4278G
METHOD: Diedrich D120, Automatic
B-18
1" = 4'DATE:
Remarks
0.0
Elev. BORING BPF WL-MC QP ELEV ~ 4278.GPJ LAGNNN06.GDT 7/20/23
4680.4
4678.4
4671.4
4666.9
TOPSOIL
LEAN CLAY, low plasticity, trace fibers, roots and
sand, brown, moist, medium.
POORLY GRADED GRAVEL with SILT, SAND,
and COBBLES, fine- to coarse-grained, non-plastic,
trace clays and plastic, grayish brown, moist to
waterbearing, medium dense to very dense. (Alluvium)
POORLY GRADED GRAVEL with SILT, SAND,
and COBBLES, fine- to coarse-grained, non-plastic,
sandy, olive brown, waterbearing, dense to very dense.
(Alluvium)
END OF BORING
Water observed at a depth of 9.5' with 9' of
hollow-stem auger in the ground.
Water observed at a depth of 11.8' with 14' of
hollow-stem auger in the ground.
Water not observed to dry cave-in depth of 5'
immediately after withdrawal of auger.
Boring then backfilled.
2.0
4.0
11.0
15.5
5
7
86
43
19
55
40
19.9
21.6
3.7
4.4
9.0
9.9
14.0
Drive-Thru Building FG =
4678.75
CL
GP
GM
GP
GM
4682.4
DRILLED BY: S. Robertson SCALE: 5/18/23
LOCATION:
B-19 page 1 of 1
L O G O F B O R I N G
23-4278G
GEOTECHNICAL EVALUATION
North Park Simkins - Hallin Development
Bozeman, Montana
qp
(tsf)
Drive-Thru Building, See Attached Sketch
BPF
PROJECT:
Symbol
BORING:
Depth
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
WL
MC
Description of Materials
23-4278G
METHOD: Diedrich D120, Automatic
B-19
1" = 4'DATE:
Remarks
0.0
Elev. BORING BPF WL-MC QP ELEV ~ 4278.GPJ LAGNNN06.GDT 7/20/23
1½
4680.7
4678.2
4670.7
4665.2
4656.2
TOPSOIL
LEAN CLAY with SILT, low plasticity, trace roots
and fibers, brown, moist, rather soft.
POORLY GRADED GRAVEL with SILT, SAND,
and COBBLES, fine- to coarse-grained, non-plastic,
some clays, grayish brown, moist to waterbearing,
very dense. (Alluvium)
POORLY GRADED GRAVEL with CLAY and
SAND, fine- to coarse-grained, non-plastic, brown,
waterbearing, dense. (Alluvium)
POORLY GRADED GRAVEL with CLAY, SAND,
and COBBLES, fine- to coarse-grained, non-plastic,
very altered, olive brown, waterbearing, very dense.
(Tertiary Deposits)
END OF BORING
Water observed at a depth of 8.75' with 9' of
hollow-stem auger in the ground.
Water observed at a depth of 9.3' with 24' of
hollow-stem auger in the ground.
Water down 8.75' immediately after withdrawal of
auger.
1.0
3.5
11.0
16.5
25.5
4
5
82
67
87
35
31
96
50-4"
22.4
21.3
3.3
5.5
7.7
9.4
15.3
11.9
13.0
Retail/Office Building FF =
4680.25
Water not observed to wet
cave-in depth of 9'
immediately after
withdrawal of auger.
Boring then backfilled.
CL
GP
GM
GP
GC
GP
GC
4681.7
DRILLED BY: S. Robertson SCALE: 5/18/23
LOCATION:
B-20 page 1 of 1
L O G O F B O R I N G
23-4278G
GEOTECHNICAL EVALUATION
North Park Simkins - Hallin Development
Bozeman, Montana
qp
(tsf)
Retail/Office Building, See Attached Sketch
BPF
PROJECT:
Symbol
BORING:
Depth
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
WL
MC
Description of Materials
23-4278G
METHOD: Diedrich D120, Automatic
B-20
1" = 4'DATE:
Remarks
0.0
Elev. BORING BPF WL-MC QP ELEV ~ 4278.GPJ LAGNNN06.GDT 7/20/23
4680.4
4678.9
4670.4
4664.4
4659.4
4650.9
TOPSOIL
LEAN CLAY with SILT, low plasticity, trace roots
and fibers, brown, moist, rather soft.
POORLY GRADED GRAVEL with SILT, SAND,
and COBBLES, fine- to coarse-grained, non-plastic,
olive brown, moist to waterbearing, very dense.
(Alluvium)
POORLY GRADED GRAVEL with CLAY and
SAND, fine- to coarse-grained, non-plastic, lenses of
clayey sand, brown, waterbearing, medium dense to
dense. (Alluvium)
CLAYEY SAND with GRAVEL, fine- to
coarse-grained, non-plastic, grayish olive brown,
waterbearing, very dense. (Alluvium)
SANDY LEAN CLAY with GRAVEL, low to
medium plasticity, olive brown, wet, very stiff to hard.
(Alluvium)
END OF BORING
1.0
2.5
11.0
17.0
22.0
30.5
6
4/25
50
63
43
26/12
44
20/50-6"
19
41
22.7
22.0
6.3
5.9
12.9
16.0
12.0
11.9
30.9
33.0
24.5
Retail/Office Building FF =
4680.25
LL=43, PL=19, PI=11
P200= 61.9%
Water observed at a depth
of 7.3' with 9' of
hollow-stem auger in the
ground.
Water observed at a depth
of 23.5' with 29' of
hollow-stem auger in the
ground.
Water down 7.7'
immediately after
withdrawal of auger.
Water not observed to wet
cave-in depth of 18'
immediately after
withdrawal of auger.
Boring then backfilled.
CL
GP
GM
GP
GC
SC
CL
4681.4
DRILLED BY: S. Robertson SCALE: 5/19/23
LOCATION:
B-21 page 1 of 1
L O G O F B O R I N G
23-4278G
GEOTECHNICAL EVALUATION
North Park Simkins - Hallin Development
Bozeman, Montana
qp
(tsf)
Retail/Office Building, See Attached Sketch
BPF
PROJECT:
Symbol
BORING:
Depth
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
WL
MC
Description of Materials
23-4278G
METHOD: Diedrich D120, Automatic
B-21
1" = 4'DATE:
Remarks
0.0
Elev. BORING BPF WL-MC QP ELEV ~ 4278.GPJ LAGNNN06.GDT 7/20/23
4680.3
4678.8
4667.3
4663.3
4657.8
4654.8
4650.3
TOPSOIL
LEAN CLAY, brown, moist, medium.
POORLY GRADED GRAVEL with CLAY, SAND,
and COBBLES, fine- to coarse-grained, non-plastic,
lenses of silty sand, brown, moist to waterbearing,
very dense to medium dense. (Alluvium)
POORLY GRADED SAND with CLAY, GRAVEL
and COBBLES, fine- to coarse-grained, non-plastic,
reddish brown, waterbearing, very dense. (Alluvium)
CLAYEY GRAVEL with SAND and COBBLES,
fine- to coarse-grained, very altered, black and white
speckled brown, waterbearing, very dense. (Tertiary
Sediment)
FAT CLAY with SAND, fine- to medium-grained,
high plasticity, trace gravel, brown, waterbearing,
dense. (Tertiary Sediment)
POORLY GRADED GRAVEL with CLAY, SAND,
and COBBLES, fine- to coarse-grained, non-plastic,
sandy, olive brown to gray, waterbearing, very dense.
(Tertiary Sediment)
END OF BORING
0.5
2.0
13.5
17.5
23.0
26.0
30.5
2/8
50-4"
50-2"
57
23
18/50-5"
66
34
50-5",set
20.0
19.2
4.4
6.9
9.8
16.6
15.4
14.4
21.1
38.9
11.9
Retail/Office Building FF =
4680.25
Water down 3.5'
immediately after
withdrawal of auger.
Water not observed to wet
cave-in depth of 3.1'
immediately after
withdrawal of auger.
Water observed at a depth
of 6.5' with 6.5' of
hollow-stem auger in the
ground.
Water observed at a depth
of 7.75' with 29' of
hollow-stem auger in the
ground.
LL=53, PL=22, PI=31
P200= 70.2%
Boring then backfilled.
CL
GP
GC
SP
SC
GC
CH
GP
GC
4680.8
DRILLED BY: S. Robertson SCALE: 5/18/23
LOCATION:
B-22 page 1 of 1
L O G O F B O R I N G
23-4278G
GEOTECHNICAL EVALUATION
North Park Simkins - Hallin Development
Bozeman, Montana
qp
(tsf)
Retail/Office Building, See Attached Sketch
BPF
PROJECT:
Symbol
BORING:
Depth
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
WL
MC
Description of Materials
23-4278G
METHOD: Diedrich D120, Automatic
B-22
1" = 4'DATE:
Remarks
0.0
Elev. BORING BPF WL-MC QP ELEV ~ 4278.GPJ LAGNNN06.GDT 7/20/23
4681.7
4679.5
4669.5
TOPSOIL
LEAN CLAY, low plasticity, silty, brown, moist,
rather soft. (Alluvium)
POORLY GRADED GRAVEL with CLAY, SAND,
and COBBLES, fine- to coarse-grained, non-plastic,
lenses of sandy clay, some silt, olive brown, moist to
waterbearing, medium dense to dense. (Alluvium)
END OF BORING
Water observed at a depth of 8.8' with 9' of
hollow-stem auger in the ground.
Water not observed to dry cave-in depth of 3.4'
immediately after withdrawal of auger.
Boring then backfilled.
0.8
3.0
13.0
5
5
50
40/50-3"
26
65
22.9
20.5
3.3
2.6
7.8
Retail/Office Building FF =
4680.25
CL
GP
GC
4682.5
DRILLED BY: S. Robertson SCALE: 5/18/23
LOCATION:
B-23 page 1 of 1
L O G O F B O R I N G
23-4278G
GEOTECHNICAL EVALUATION
North Park Simkins - Hallin Development
Bozeman, Montana
qp
(tsf)
Retail/Office Building, See Attached Sketch
BPF
PROJECT:
Symbol
BORING:
Depth
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
WL
MC
Description of Materials
23-4278G
METHOD: Diedrich D120, Automatic
B-23
1" = 4'DATE:
Remarks
0.0
Elev. BORING BPF WL-MC QP ELEV ~ 4278.GPJ LAGNNN06.GDT 7/20/23
4681.5
4680.0
4677.0
4676.0
TOPSOIL
LEAN CLAY, low plasticity, fibers, brown, moist,
loose.
POORLY GRADED GRAVEL with SILT and
SAND, fine- to coarse-grained, non-plastic, with salts,
gray to brown, moist, very dense. (Alluvium)
POORLY GRADED GRAVEL with SILT and
SAND, fine- to coarse-grained, non-plastic, organic,
dark brown to black, moist, very dense. (Alluvium)
END OF BORING - Auger Refusal
Water observed at a depth of 7' with 7' of hollow-stem
auger in the ground.
Water not observed to dry cave-in depth of 3.2'
immediately after withdrawal of auger.
Boring then backfilled.
1.5
3.0
6.0
7.0
5
7
44/50-5"
60
20.4
22.9
2.7
3.8
PAvement FG = 4680.6
CL
GP
GM
GP
GM
4683.0
DRILLED BY: S. Robertson SCALE: 5/10/23
LOCATION:
B-24 page 1 of 1
L O G O F B O R I N G
23-4278G
GEOTECHNICAL EVALUATION
North Park Simkins - Hallin Development
Bozeman, Montana
qp
(tsf)
Parking Area, See Attached Sketch
BPF
PROJECT:
Symbol
BORING:
Depth
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
WL
MC
Description of Materials
23-4278G
METHOD: Diedrich D120, Automatic
B-24
1" = 4'DATE:
Remarks
0.0
Elev. BORING BPF WL-MC QP ELEV ~ 4278.GPJ LAGNNN06.GDT 7/26/23
4682.3
4681.8
4680.3
4679.3
4674.8
4665.8
4659.8
4658.8
TOPSOIL
LEAN CLAY, low to medium plasticity, fibers, dark
brow, moist, medium.
LEAN CLAY, low plasticity, with silts and fibers,
light brown, moist, rather soft. (Alluvium)
GRAVELLY LEAN CLAY with SAND, low
plasticity, grayish brown, moist. (Alluvium)
CLAYEY SAND with GRAVEL, fine- to
coarse-grained, grayish brown, moist, very dense.
(Alluvium)
POORLY GRADED GRAVEL with CLAY and
SAND, fine- to coarse-grained, non-plastic, trace
FeOx, plastic and fibers, dark brown, waterbearing,
very dense. (Alluvium)
CLAYEY GRAVEL, fine- to coarse-grained, low
plasticity, with sand and cobbles, brown,
waterbearing, very dense. (Alluvium)
POORLY GRADED GRAVEL with SILT and
SAND, fine- to coarse-grained, non-plastic, yellow
brown, waterbearing, very dense. (Alluvium)
END OF BORING
Water observed at a depth of 8.1' with 9' of
hollow-stem auger in the ground.
Water observed at a depth of 7.7' with 24' of
hollow-stem auger in the ground.
Water not observed to wet cave-in depth of 6.5'
immediately after withdrawal of auger.
1.0
1.5
3.0
4.0
8.5
17.5
23.5
24.5
7
5
44/50-5"
35/50-4"
62
51
30
50-4"
50-5½",set
20.5
18.0
16.1
3.4
6.2
8.1
12.5
11.5
13.5
12.7
Retail/Office Building FF =
4680.25
LL=30, PL=17, PI=13
P200= 55.1%
Boring then backfilled.
CL
CL
CL
SC
GP
GC
GC
GP
GM
4683.3
DRILLED BY: S. Robertson SCALE: 5/10/23
LOCATION:
B-25 page 1 of 1
L O G O F B O R I N G
23-4278G
GEOTECHNICAL EVALUATION
North Park Simkins - Hallin Development
Bozeman, Montana
qp
(tsf)
Retail/Office Building, See Attached Sketch
BPF
PROJECT:
Symbol
BORING:
Depth
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
WL
MC
Description of Materials
23-4278G
METHOD: Diedrich D120, Automatic
B-25
1" = 4'DATE:
Remarks
0.0
Elev. BORING BPF WL-MC QP ELEV ~ 4278.GPJ LAGNNN06.GDT 7/20/23
4683.5
4681.0
4676.0
4672.0
4669.0
TOPSOIL
LEAN CLAY, low plasticity, trace roots, fiber and
gravel, dark to light brown, moist, medium.
POORLY GRADED GRAVEL with SILT and
SAND, fine- to coarse-grained, non-plastic, gray to
brown, moist, dense to very dense. (Alluvium)
CLAYEY GRAVEL with SAND and COBBLES,
fine- to coarse-grained, non-plastic, dark brown to
black with yellow, waterbearing, dense. (Alluvium)
CLAYEY GRAVEL with SAND and COBBLES,
fine- to coarse-grained, non-plastic, seams of lean
clay, yellow brown, waterbearing, very dense.
(Alluvium)
END OF BORING
Water observed at a depth of 7.7' with 9' of
hollow-stem auger in the ground.
Water observed at a depth of 8.1' with 14' of
hollow-stem auger in the ground.
Water not observed to dry cave-in depth of 6.5'
immediately after withdrawal of auger.
Boring then backfilled.
1.0
3.5
8.5
12.5
15.5
7
7
34/50-4"
50-6"
46
26/12
56
15.5
20.0
3.4
4.1
12.3
19.0
17.8
Retail/Office Building FF =
4680.25
CL
GP
GM
GC
GC
4684.5
DRILLED BY: S. Robertson SCALE: 5/10/23
LOCATION:
B-26 page 1 of 1
L O G O F B O R I N G
23-4278G
GEOTECHNICAL EVALUATION
North Park Simkins - Hallin Development
Bozeman, Montana
qp
(tsf)
Retail/Office Building Storage Rack, See
Attached Sketch
BPF
PROJECT:
Symbol
BORING:
Depth
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
WL
MC
Description of Materials
23-4278G
METHOD: Diedrich D120, Automatic
B-26
1" = 4'DATE:
Remarks
0.0
Elev. BORING BPF WL-MC QP ELEV ~ 4278.GPJ LAGNNN06.GDT 7/20/23
4683.9
4681.4
4677.4
4674.9
TOPSOIL
LEAN CLAY, low plasticity, trace roots, brown,
moist, soft to rather soft. (Alluvium)
POORLY GRADED GRAVEL with SILT and
SAND, fine- to coarse-grained, non-plastic, gray
brown, moist, very dense. (Alluvium)
SILTY GRAVEL, fine- to coarse-grained, non-plastic,
yellow brown, waterbearing, dense. (Alluvium)
END OF BORING
Water observed at a depth of 9' with 9' of hollow-stem
auger in the ground.
Water not observed to dry cave-in depth of 5.3'
immediately after withdrawal of auger.
Boring then backfilled.
1.5
4.0
8.0
10.5
7
2/4
68
50
44
22.0
22.5
3.8
5.3
11.0
Pavement FG = 4686.0
CL
GP
GM
GM
4685.4
DRILLED BY: S. Robertson SCALE: 5/10/23
LOCATION:
B-27 page 1 of 1
L O G O F B O R I N G
23-4278G
GEOTECHNICAL EVALUATION
North Park Simkins - Hallin Development
Bozeman, Montana
qp
(tsf)
Parking Area, See Attached Sketch
BPF
PROJECT:
Symbol
BORING:
Depth
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
WL
MC
Description of Materials
23-4278G
METHOD: Diedrich D120, Automatic
B-27
1" = 4'DATE:
Remarks
0.0
Elev. BORING BPF WL-MC QP ELEV ~ 4278.GPJ LAGNNN06.GDT 7/20/23
1¼
4684.4
4683.4
4681.4
4675.4
TOPSOIL
LEAN CLAY with SAND, fine- to coarse-grained,
low plasticity, light brown, moist, rather soft to
medium dense. (Alluvium)
CLAYEY SAND with GRAVEL, fine- to
coarse-grained, non-plastic, brown, moist, very loose
to medium dense. (Alluvium)
POORLY GRADED GRAVEL with SILT, SAND,
and COBBLES, fine- to coarse-grained, non-plastic,
clay filled voids, coarse grained gravel, grayish brown,
rather dry to waterbearing, very dense. (Teritary
Sediment)
END OF BORING
Water observed at a depth of 8.5' with 9' of
hollow-stem auger in the ground.
Water not observed to dry cave-in depth of 2.75'
immediately after withdrawal of auger.
Boring then backfilled.
1.5
2.5
4.5
10.5
4
4/15
50-3"
50-5",set
79
21.2
20.3
2.0
1.5
4.9
Driveway FG = 4686.0
CL
SC
GP
GM
4685.9
DRILLED BY: E. Hollibaugh SCALE: 5/15/23
LOCATION:
B-28 page 1 of 1
L O G O F B O R I N G
23-4278G
GEOTECHNICAL EVALUATION
North Park Simkins - Hallin Development
Bozeman, Montana
qp
(tsf)
Driveway, See Attached Sketch
BPF
PROJECT:
Symbol
BORING:
Depth
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
WL
MC
Description of Materials
23-4278G
METHOD: CME 75HT
B-28
1" = 4'DATE:
Remarks
0.0
Elev. BORING BPF WL-MC QP ELEV ~ 4278.GPJ LAGNNN06.GDT 7/20/23
4684.8
4683.8
4668.8
4660.3
TOPSOIL
LEAN CLAY, low plasticity, trace gravel, lenses of
silty clay, brown, moist, medium.
POORLY GRADED GRAVEL with CLAY, SAND,
and COBBLES, fine- to coarse-grained, non-plastic,
lenses of poorly graded gravel with sand, grayish
brown, moist to waterbearing, very dense. (Alluvium)
POORLY GRADED GRAVEL with CLAY, SAND,
and COBBLES, fine- to coarse-grained, non-plastic,
lenses of sandy clay, olive brown, waterbearing, very
dense. (Alluvium)
END OF BORING
Water observed at a depth of 8.1' with 9' of
hollow-stem auger in the ground.
Water observed at a depth of 16' with 24' of
hollow-stem auger in the ground.
Water down 8' immediately after withdrawal of auger.
1.0
2.0
17.0
25.5
5
46
50-5"
60
50-2",set
52
61
50-5"
50-5"
16.0
2.9
4.9
7.2
14.4
16.7
6.7
8.5
16.7
Millwork Building FF =
4690.25
Water not observed to wet
cave-in depth of 12.5'
immediately after
withdrawal of auger.
Boring then backfilled.
CL
GP
GC
GP
GC
4685.8
DRILLED BY: S. Robertson SCALE: 5/18/23
LOCATION:
B-29 page 1 of 1
L O G O F B O R I N G
23-4278G
GEOTECHNICAL EVALUATION
North Park Simkins - Hallin Development
Bozeman, Montana
qp
(tsf)
Millwork Building, See Attached Sketch
BPF
PROJECT:
Symbol
BORING:
Depth
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
WL
MC
Description of Materials
23-4278G
METHOD: Diedrich D120, Automatic
B-29
1" = 4'DATE:
Remarks
0.0
Elev. BORING BPF WL-MC QP ELEV ~ 4278.GPJ LAGNNN06.GDT 7/20/23
4686.7
4683.2
4678.2
4674.7
4672.7
TOPSOIL
SILT with SAND and GRAVEL, fine- to
coarse-grained, non-plastic, trace roots and salts,
brown, moist, very loose. (Alluvium)
POORLY GRADED SAND with SILT, SAND, and
COBBLES, fine- to coarse-grained, non-plastic,
grayish brown, moist, dense to very dense. (Alluvium)
POORLY GRADED GRAVEL with CLAY, SAND,
and COBBLES, fine- to coarse-grained, non-plastic,
olive brown, waterbearing, very dense. (Alluvium)
POORLY GRADED SAND with CLAY, GRAVEL,
and COBBLES, fine- to coarse-grained, non-plastic,
olive brown, waterbearing, very dense. (Alluvium)
END OF BORING
Water observed at a depth of 8.4' with 9' of
hollow-stem auger in the ground.
Water observed at a depth of 8.5' with 14' of
hollow-stem auger in the ground.
Water not observed to dry cave-in depth of 6.4'
immediately after withdrawal of auger.
Boring then backfilled.
1.5
5.0
10.0
13.5
15.5
2/4
2/1
14/37
34/50-4"
94
67
49
23.0
22.1
10.1
4.1
9.3
14.9
10.5
Millwork Building FF =
4690.25
ML
SP
SM
GP
GC
SP
SM
4688.2
DRILLED BY: S. Robertson SCALE: 5/15/23
LOCATION:
B-30 page 1 of 1
L O G O F B O R I N G
23-4278G
GEOTECHNICAL EVALUATION
North Park Simkins - Hallin Development
Bozeman, Montana
qp
(tsf)
Millwork Building, See Attached Sketch
BPF
PROJECT:
Symbol
BORING:
Depth
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
WL
MC
Description of Materials
23-4278G
METHOD: Diedrich D120, Automatic
B-30
1" = 4'DATE:
Remarks
0.0
Elev. BORING BPF WL-MC QP ELEV ~ 4278.GPJ LAGNNN06.GDT 7/20/23
4688.6
4684.6
4680.1
TOPSOIL
SILT, non-plastic, trace gravel and sand, brown,
moist, loose. (Alluvium)
POORLY GRADED SAND with SILT, GRAVEL,
and COBBLES, fine- to coarse-grained, non-plastic,
grayish brown, dry, very dense. (Alluvium)
END OF BORING
Water not observed to dry cave-in depth of 4'
immediately after withdrawal of auger.
Boring then backfilled.
2.0
6.0
10.5
7
6
8
80
50-5",set
22.3
19.8
24.8
3.0
3.9
Pavement FG = 4691.0
ML
SP
SM
4690.6
DRILLED BY: S. Robertson SCALE: 5/15/23
LOCATION:
B-31 page 1 of 1
L O G O F B O R I N G
23-4278G
GEOTECHNICAL EVALUATION
North Park Simkins - Hallin Development
Bozeman, Montana
qp
(tsf)
Pavement Area, See Attached Sketch
BPF
PROJECT:
Symbol
BORING:
Depth
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
WL
MC
Description of Materials
23-4278G
METHOD: Diedrich D120, Automatic
B-31
1" = 4'DATE:
Remarks
0.0
Elev. BORING BPF WL-MC QP ELEV ~ 4278.GPJ LAGNNN06.GDT 7/20/23
4683.2
4681.5
4676.0
4674.0
TOPSOIL
SILT, non-plastic, lenses of lean clay and roots, light
brown, moist, very loose. (Alluvium)
POORLY GRADED GRAVEL with SILT, SAND,
and COBBLES, non-plastic, trace lean clay, grayish
brown, moist to waterbearing, medium dense to very
dense. (Alluvium)
POORLY GRADED GRAVEL with CLAY and
SAND, fine- to coarse-grained, non-plastic, brown,
waterbearing, dense. (Alluvium)
END OF BORING
Water observed at a depth of 6' with 6.5' of
hollow-stem auger in the ground.
Water observed at a depth of 6.5' with 9' of
hollow-stem auger in the ground.
Water not observed to wet cave-in depth of 4.2' with
10' immediately after withdrawal of auger.
Water not observed to wet cave-in depth of 4.5'
immediately after withdrawal of auger.
Boring then backfilled.
1.3
3.0
8.5
10.5
5
4
51
28
36
23.1
23.8
6.4
8.8
10.2
Pavement FG = 4691.0
ML
GP
GM
GP
GC
4684.5
DRILLED BY: S. Robertson SCALE: 5/15/23
LOCATION:
B-32 page 1 of 1
L O G O F B O R I N G
23-4278G
GEOTECHNICAL EVALUATION
North Park Simkins - Hallin Development
Bozeman, Montana
qp
(tsf)
Pavement Area, See Attached Sketch
BPF
PROJECT:
Symbol
BORING:
Depth
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
WL
MC
Description of Materials
23-4278G
METHOD: Diedrich D120, Automatic
B-32
1" = 4'DATE:
Remarks
0.0
Elev. BORING BPF WL-MC QP ELEV ~ 4278.GPJ LAGNNN06.GDT 7/20/23
4686.1
4684.5
4678.8
4671.8
TOPSOIL
SILT, non-plastic, trace clay, brown, moist, very
loose. (Alluvium)
POORLY GRADED SAND with SILT, GRAVEL,
and COBBLES, fine- to coarse-grained, non-plastic,
trace clay, reddish gray brown, moist to waterbearing,
medium dense to very dense. (Alluvium)
POORLY GRADED GRAVEL with SILT, and
SAND, fine- to coarse-grained, non-plastic, trace clay,
brown, waterbearing, dense to very dense. (Alluvium)
END OF BORING
Water observed at a depth of 6.6' with 6.5' of
hollow-stem auger in the ground.
Water observed at a depth of 6.5' with 14' of
hollow-stem auger in the ground.
Water not observed to dry cave-in depth of 4.5'
immediately after withdrawal of auger.
Boring then backfilled.
1.2
2.8
8.5
15.5
3
2/16
64
26
49
66
90
21.7
21.3
5.0
7.1
6.1
10.1
11.3
Millwork Building FF =
4690.25
ML
SP
SM
GP
GM
4687.3
DRILLED BY: S. Robertson SCALE: 5/15/23
LOCATION:
B-33 page 1 of 1
L O G O F B O R I N G
23-4278G
GEOTECHNICAL EVALUATION
North Park Simkins - Hallin Development
Bozeman, Montana
qp
(tsf)
Millwork Building, See Attached Sketch
BPF
PROJECT:
Symbol
BORING:
Depth
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
WL
MC
Description of Materials
23-4278G
METHOD: Diedrich D120, Automatic
B-33
1" = 4'DATE:
Remarks
0.0
Elev. BORING BPF WL-MC QP ELEV ~ 4278.GPJ LAGNNN06.GDT 7/20/23
1¼
4686.7
4685.4
4672.4
TOPSOIL
LEAN CLAY with GRAVEL, low plasticity, with silt
and roots, brown, moist, loose.
POORLY GRADED SAND with SILT, GRAVEL,
and COBBLES, fine- to coarse-grained, non-plastic,
seams of lean clay and clayey sand, brown, moist to
waterbearing, medium dense to very dense. (Alluvium)
END OF BORING
Water observed at a depth of 6.9' with 6.5' of
hollow-stem auger in the ground.
Water observed at a depth of 7.5' with 14' of
hollow-stem auger in the ground.
Water not observed to dry cave-in depth of 3'
immediately after withdrawal of auger.
Boring then backfilled.
1.3
2.5
15.5
6
5/26
50-5"
27
52
44
37
23.6
21.4
4.0
11.2
10.1
14.5
12.0
Millwork Building FF =
4690.25
CL
SP
SM
4687.9
DRILLED BY: S. Robertson SCALE: 5/15/23
LOCATION:
B-34 page 1 of 1
L O G O F B O R I N G
23-4278G
GEOTECHNICAL EVALUATION
North Park Simkins - Hallin Development
Bozeman, Montana
qp
(tsf)
Millwork Building, See Attached Sketch
BPF
PROJECT:
Symbol
BORING:
Depth
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
WL
MC
Description of Materials
23-4278G
METHOD: Diedrich D120, Automatic
B-34
1" = 4'DATE:
Remarks
0.0
Elev. BORING BPF WL-MC QP ELEV ~ 4278.GPJ LAGNNN06.GDT 7/20/23
4688.4
4687.1
4678.9
4676.4
4673.4
4664.4
TOPSOIL
SILT, non-plastic, trace roots and clay, grayish brown,
moist, loose.
POORLY GRADED SAND with SILT, GRAVEL,
and COBBLES, fine- to coarse-grained, non-plastic,
grayish brown, moist to waterbearing, dense to very
dense. (Alluvium)
POORLY GRADED GRAVEL with SILT, SAND,
and COBBLES, fine- to coarse-grained, non-plastic,
trace clays, olive brown, waterbearing, very dense.
(Alluvium)
POORLY GRADED GRAVEL with CLAY, SAND,
and COBBLES, fine- to coarse-grained, non-plastic,
olive brown, waterbearing, very dense. (Alluvium)
CLAYEY SAND with GRAVEL and COBBLES,
fine- to coarse-grained, non-plastic, brown,
waterbearing, very dense. (Alluvium)
END OF BORING
Water observed at a depth of 5.75' with 6.5' of
hollow-stem auger in the ground.
Water observed at a depth of 20.5' with 24' of
hollow-stem auger in the ground.
Water not observed to wet cave-in depth of 4.25'
immediately after withdrawal of auger.
1.5
2.8
11.0
13.5
16.5
25.5
5
6
65
43
39
14/50-5"
60
34/50-4"
42/50-4"
24.6
24.1
3.3
8.1
10.5
12.6
12.5
18.0
10.5
18.8
Millwork Building FF =
4690.25
Boring then backfilled.
ML
SP
SM
GP
GM
GP
GC
SC
4689.9
DRILLED BY: E. Hollibaugh SCALE: 5/15/23
LOCATION:
B-35 page 1 of 1
L O G O F B O R I N G
23-4278G
GEOTECHNICAL EVALUATION
North Park Simkins - Hallin Development
Bozeman, Montana
qp
(tsf)
Millwork Building, See Attached Sketch
BPF
PROJECT:
Symbol
BORING:
Depth
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
WL
MC
Description of Materials
23-4278G
METHOD: CME 75HT
B-35
1" = 4'DATE:
Remarks
0.0
Elev. BORING BPF WL-MC QP ELEV ~ 4278.GPJ LAGNNN06.GDT 7/20/23
1¼
4688.4
4685.4
4675.9
4673.9
TOPSOIL
LEAN CLAY, medium plasticity, trace roots, brown,
moist, soft. (Alluvium)
CLAYEY SAND with GRAVEL and COBBLES,
fine- to coarse-grained, non-plastic, trace silt, grayish
brown, moist to waterbearing, medium dense to very
dense. (Alluvium)
POORLY GRADED GRAVEL with SILT, SAND,
and COBBLES, fine- to coarse-grained, non-plastic,
olive brown, waterbearing, very dense. (Alluvium)
END OF BORING
Water observed at a depth of 5.75' with 6.5' of
hollow-stem auger in the ground.
Water observed at a depth of 9' with 14' of
hollow-stem auger in the ground.
Water not observed to dry cave-in depth of 5.2'
immediately after withdrawal of auger.
Boring then backfilled.
1.0
4.0
13.5
15.5
5
2
65
38
50-4",set
29
62
24.1
26.0
7.6
9.0
11.4
8.3
Mechanic Shop FF =
4692.0
CL
SC
GP
GM
4689.4
DRILLED BY: E. Hollibaugh SCALE: 5/15/23
LOCATION:
B-36 page 1 of 1
L O G O F B O R I N G
23-4278G
GEOTECHNICAL EVALUATION
North Park Simkins - Hallin Development
Bozeman, Montana
qp
(tsf)
Mechanic Shop, See Attached Sketch
BPF
PROJECT:
Symbol
BORING:
Depth
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
WL
MC
Description of Materials
23-4278G
METHOD: CME 75HT
B-36
1" = 4'DATE:
Remarks
0.0
Elev. BORING BPF WL-MC QP ELEV ~ 4278.GPJ LAGNNN06.GDT 7/20/23
0
20
40
60
80
100
0 20 40 60 80 100 120
Depth
B-1
B-21
B-22
B-24
B-24
B-25
B-4
B-5
B-5
B-5
Legend Sample No.
2'-3'
23'-24'
25½'-26½'
0'-3'
3'-5'
3'-4'
18½'-19½'
0'-3'
3'-5'
16'-17'
Boring
TW
TW
TW
Bulk
Bulk
TW
TW
Bulk
Bulk
TW
Liquid Limit (LL)
7/26/23
30
43
53
35
NP
30
30
26
NP
35
19
23
22
18
NP
17
20
19
NP
21
20.1%
30.9%
38.9%
21.8%
7.9%
16.1%
15.5%
19.3%
5.7%
30.2%
ML-CL
Project Number: 23-4278G
LL MC Classification
CL
ML or OL
PL PI
MH or OH
CH
11
20
31
17
NP
13
10
7
NP
14Plasticity Index (PI)North Park Simkins - Hallin Development
P 200, %
90.2
61.9
70.2
86.2
10.4
55.1
38.1
83.1
5.9
74.0
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
CL
CL
CH
CL
GP-GM
CL
SC
CL-ML
GP-GM
CL
Atterberg Limits Tests
Bozeman, Montana
0
10
20
30
40
50
60
70
80
90
100
0.1110
#200
fine
#80
Liquid Limit:
Plastic Limit:
Classification:
Moisture Content:
Project Number: 23-4278G
3"1.5" 3/4" 3/8" #4 #40 #100 #20 #10
Bozeman, Montana
Sample No.:
1 1/2"3/8" #100
Sand
3/4"
Percent Gravel:
Percent Silt + Clay:
99
Gravel
ASTM Group Name:
Percent Sand:
CL
#20
99
#40
7/26/23
coarse
99 Percent PassingParticle Size in Millimeters
3"
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
96
LEAN CLAY
Sieve Size
11Plasticity Index:
19
Percent Passing U.S. Standard Sieve Size
Depth:2'-3'
TW
90.2
fine
20.1%
#200
coarse
Sample:
97
North Park Simkins - Hallin Development
30
Sieve Analysis
B-1
#4
100
#10
medium
90.2
9.8
0.0
Date Received: 5/30/23
0
10
20
30
40
50
60
70
80
90
100
0.1110
#200
fine
#80
Liquid Limit:
Plastic Limit:
Classification:
Moisture Content:
Project Number: 23-4278G
3"1.5" 3/4" 3/8" #4 #40 #100 #20 #10
Bozeman, Montana
Sample No.:
1 1/2"
100 85
3/8"
77
#100
Sand
3/4"
Percent Gravel:
Percent Silt + Clay:
64
Gravel
ASTM Group Name:
Percent Sand:
SC
#20
57
#40
7/26/23
coarse
50 Percent PassingParticle Size in Millimeters
3"
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
43
CLAYEY SAND with GRAVEL
Sieve Size
10Plasticity Index:
20
Percent Passing U.S. Standard Sieve Size
Depth:18½'-19½'
TW
38.1
fine
15.5%
#200
coarse
Sample:
45
North Park Simkins - Hallin Development
30
Sieve Analysis
B-4
#4
72
#10
medium
38.1
33.9
28.0
Date Received: 5/30/23
0
10
20
30
40
50
60
70
80
90
100
0.1110
#200
fine
#80
Liquid Limit:
Plastic Limit:
Classification:
Moisture Content:
Project Number: 23-4278G
3"1.5" 3/4" 3/8" #4 #40 #100 #20 #10
Bozeman, Montana
Sample No.:
1 1/2"
100 99
3/8"
99
#100
Sand
3/4"
Percent Gravel:
Percent Silt + Clay:
98
Gravel
ASTM Group Name:
Percent Sand:
CL-ML
#20
98
#40
7/26/23
coarse
96 Percent PassingParticle Size in Millimeters
3"
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
91
SILTY CLAY with SAND
Sieve Size
7Plasticity Index:
19
Percent Passing U.S. Standard Sieve Size
Depth:0'-3'
Bulk
83.1
fine
19.3%
#200
coarse
Sample:
92
North Park Simkins - Hallin Development
26
Sieve Analysis
B-5
#4
99
#10
medium
83.1
15.8
1.1
Date Received: 6/7/2023
0
10
20
30
40
50
60
70
80
90
100
0.1110
#200
fine
#80
Liquid Limit:
Plastic Limit:
Classification:
Moisture Content:
Project Number: 23-4278G
3"1.5" 3/4" 3/8" #4 #40 #100 #20 #10
Bozeman, Montana
Sample No.:
1 1/2"
84 68
3/8"
59
#100
Sand
3/4"
Percent Gravel:
Percent Silt + Clay:
38
Gravel
ASTM Group Name:
Percent Sand:
GP-GM
#20
28
#40
7/26/23
coarse
18 Percent Passing96
Particle Size in Millimeters
3"
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
9
POORLY GRADED GRAVEL with SILT and SAND
Sieve Size
NPPlasticity Index:
NP
Percent Passing U.S. Standard Sieve Size
Depth:3'-5'
Bulk
5.9
fine
5.7%
#200
coarse
Sample:
10
North Park Simkins - Hallin Development
NP
Sieve Analysis
B-5
#4
47
#10
medium
5.9
41.2
48.6
Date Received: 6/7/2023
0
10
20
30
40
50
60
70
80
90
100
0.1110
#200
fine
#80
Liquid Limit:
Plastic Limit:
Classification:
Moisture Content:
Project Number: 23-4278G
3"1.5" 3/4" 3/8" #4 #40 #100 #20 #10
Bozeman, Montana
Sample No.:
1 1/2"3/8"
100
#100
Sand
3/4"
Percent Gravel:
Percent Silt + Clay:
94
Gravel
ASTM Group Name:
Percent Sand:
CL
#20
92
#40
7/26/23
coarse
89 Percent PassingParticle Size in Millimeters
3"
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
82
LEAN CLAY with SAND
Sieve Size
14Plasticity Index:
21
Percent Passing U.S. Standard Sieve Size
Depth:16'-17'
TW
74.0
fine
30.2%
#200
coarse
Sample:
83
North Park Simkins - Hallin Development
35
Sieve Analysis
B-5
#4
95
#10
medium
74.0
21.0
5.0
Date Received: 5/30/23
0
10
20
30
40
50
60
70
80
90
100
0.1110
#200
fine
#80
Liquid Limit:
Plastic Limit:
Classification:
Moisture Content:
Project Number: 23-4278G
3"1.5" 3/4" 3/8" #4 #40 #100 #20 #10
Bozeman, Montana
Sample No.:
1 1/2"
100
3/8"
94
#100
Sand
3/4"
Percent Gravel:
Percent Silt + Clay:
93
Gravel
ASTM Group Name:
Percent Sand:
CL
#20
92
#40
7/26/23
coarse
90 Percent PassingParticle Size in Millimeters
3"
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
77
SANDY LEAN CLAY
Sieve Size
20Plasticity Index:
23
Percent Passing U.S. Standard Sieve Size
Depth:23'-24'
TW
61.9
fine
30.9%
#200
coarse
Sample:
80
North Park Simkins - Hallin Development
43
Sieve Analysis
B-21
#4
94
#10
medium
61.9
32.1
6.0
Date Received: 5/30/23
0
10
20
30
40
50
60
70
80
90
100
0.1110
#200
fine
#80
Liquid Limit:
Plastic Limit:
Classification:
Moisture Content:
Project Number: 23-4278G
3"1.5" 3/4" 3/8" #4 #40 #100 #20 #10
Bozeman, Montana
Sample No.:
1 1/2"3/8"
98
#100
Sand
3/4"
Percent Gravel:
Percent Silt + Clay:
95
Gravel
ASTM Group Name:
Percent Sand:
CH
#20
94
#40
7/26/23
coarse
92 Percent PassingParticle Size in Millimeters
3"
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
81
FAT CLAY with SAND
Sieve Size
31Plasticity Index:
22
Percent Passing U.S. Standard Sieve Size
Depth:25½'-26½'
TW
70.2
fine
38.9%
#200
coarse
Sample:
84
North Park Simkins - Hallin Development
53
Sieve Analysis
B-22
#4
96
#10
medium
70.2
25.8
4.0
Date Received: 5/30/23
0
10
20
30
40
50
60
70
80
90
100
0.1110
#200
fine
#80
Liquid Limit:
Plastic Limit:
Classification:
Moisture Content:
Project Number: 23-4278G
3"1.5" 3/4" 3/8" #4 #40 #100 #20 #10
Bozeman, Montana
Sample No.:
1 1/2"
100
3/8"
96
#100
Sand
3/4"
Percent Gravel:
Percent Silt + Clay:
96
Gravel
ASTM Group Name:
Percent Sand:
CL
#20
96
#40
7/26/23
coarse
94 Percent PassingParticle Size in Millimeters
3"
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
91
LEAN CLAY
Sieve Size
17Plasticity Index:
18
Percent Passing U.S. Standard Sieve Size
Depth:0'-3'
Bulk
86.2
fine
21.8%
#200
coarse
Sample:
92
North Park Simkins - Hallin Development
35
Sieve Analysis
B-24
#4
96
#10
medium
86.2
10.1
3.7
Date Received: 6/7/2023
0
10
20
30
40
50
60
70
80
90
100
0.1110
#200
fine
#80
Liquid Limit:
Plastic Limit:
Classification:
Moisture Content:
Project Number: 23-4278G
3"1.5" 3/4" 3/8" #4 #40 #100 #20 #10
Bozeman, Montana
Sample No.:
1 1/2"
80 60
3/8"
45
#100
Sand
3/4"
Percent Gravel:
Percent Silt + Clay:
29
Gravel
ASTM Group Name:
Percent Sand:
GP-GM
#20
23
#40
7/26/23
coarse
21 Percent Passing100
Particle Size in Millimeters
3"
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
15
POORLY GRADED GRAVEL with SILT and SAND
Sieve Size
NPPlasticity Index:
NP
Percent Passing U.S. Standard Sieve Size
Depth:3'-5'
Bulk
10.4
fine
7.9%
#200
coarse
Sample:
16
North Park Simkins - Hallin Development
NP
Sieve Analysis
B-24
#4
37
#10
medium
10.4
26.1
63.5
Date Received: 6/7/2023
0
10
20
30
40
50
60
70
80
90
100
0.1110
#200
fine
#80
Liquid Limit:
Plastic Limit:
Classification:
Moisture Content:
Project Number: 23-4278G
3"1.5" 3/4" 3/8" #4 #40 #100 #20 #10
Bozeman, Montana
Sample No.:
1 1/2"
100 76
3/8"
73
#100
Sand
3/4"
Percent Gravel:
Percent Silt + Clay:
68
Gravel
ASTM Group Name:
Percent Sand:
CL
#20
67
#40
7/26/23
coarse
66 Percent PassingParticle Size in Millimeters
3"
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
61
GRAVELLY LEAN CLAY
Sieve Size
13Plasticity Index:
17
Percent Passing U.S. Standard Sieve Size
Depth:3'-4'
TW
55.1
fine
16.1%
#200
coarse
Sample:
62
North Park Simkins - Hallin Development
30
Sieve Analysis
B-25
#4
70
#10
medium
55.1
14.9
30.0
Date Received: 5/30/23
90
92
94
96
98
100
102
104
106
108
110
112
114
116
118
120
10 15 20 25
Density, pcf Content %
108.9
3/8"
#4
1
0
of Soil (Proctor)
PROCTOR
6/16/23
6/7/2023
Zero Air Voids Curves
Curves of 100% Saturation
for Specific Gravity Equal to:
2.80
2.70
2.60
Simkins - Hallin North Park Development
Project No.: 23-4278G
% Retained
3/4"
Laboratory Compaction Characteristics
Bozeman, Montana
P-1
Moisture Content %
Sample No:
Drill Crew
Date Sampled:
Date Received:
Performed by:
Sampled By:
Maximum Dry
B-5Dry Density, pcfOptimum Moisture
Sieve Size
Soil Description (Visual-Manual)
Preparation Method: Moist
Lab Sample No:
Date Performed:
0'-3'
6/6/2023
Sampled From:
SKG Lab
Depth:
6/12/2023
ASTM D 698 Method A
18.9
Rammer Type: Mechanical
P-1
B-5 Bulk
1
1
1 1/2"
Silty Clay With Sand [CL-ML]
Comments
2611 Gabel Road
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
120
122
124
126
128
130
132
134
136
138
140
142
144
146
148
150
0 4 8 12 16 20
16
% Retained
B-5 Bulk
6/12/2023Date Performed:
Comments
Additional Remarks
SKG Lab
P-2
Optimum MoistureMaximum Dry
6.6
ASTM C 127
Density, pcf Content %
Lab Sample No:
3/8"
#4 53
3'-5'
6/6/2023
Sampled From:
Maximum Dry
Absorption = 0.61%
131.6 9.1
Depth:
Fine Portion
ASTM D 698 Method C with Correction
1 1/2"
Coarse Specific Gravity = 2.64
Dry Density, pcf32
41
Rammer Type: Mechanical
Laboratory Compaction Characteristics
Bozeman, Montana
P-2
Moisture Content %
Sample No:
Date Sampled:
Date Received:
Optimum Moisture
Sieve Size
140.0
Soil Description (Visual-Manual)
Preparation Method: Moist
of Soil (Proctor)
PROCTOR
6/16/23
6/7/2023
Zero Air Voids Curves
Curves of 100% Saturation
for Specific Gravity Equal to:
2.80
2.70
2.60
Simkins - Hallin North Park Development
Content %
Project No.: 23-4278G
B-5
ASTM D 4718 Oversize Correction
Density, pcf
Performed by:
Drill CrewSampled By:
3/4"
Poorly Graded Gravel With Silt And Sand
[GP-GM]
2511 Holman Avenue
P.O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
86
90
94
98
102
106
110
114
118
15 20 25 30
Density, pcf Content %
102.3
3/8"
#4
0
0
of Soil (Proctor)
PROCTOR
6/16/23
6/7/2023
Zero Air Voids Curves
Curves of 100% Saturation
for Specific Gravity Equal to:
2.80
2.70
2.60
Simkins - Hallin North Park Development
Project No.: 23-4278G
% Retained
3/4"
Laboratory Compaction Characteristics
Bozeman, Montana
P-3
Moisture Content %
Sample No:
Drill Crew
Date Sampled:
Date Received:
Performed by:
Sampled By:
Maximum Dry
B-24Dry Density, pcfOptimum Moisture
Sieve Size
Soil Description (Visual-Manual)
Preparation Method: Moist
Lab Sample No:
Date Performed:
0'-3'
6/6/2023
Sampled From:
SKG Lab
Depth:
6/12/2023
ASTM D 698 Method A
22.0
Rammer Type: Mechanical
P-3
B-24 Bulk
4
4
1 1/2"
Lean Clay [CL]
Comments
2611 Gabel Road
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
120
122
124
126
128
130
132
134
136
138
140
142
144
146
148
150
0 4 8 12 16 20
20
% Retained
B-24 Bulk
6/12/2023Date Performed:
Comments
Additional Remarks
SKG Lab
P-4
Optimum MoistureMaximum Dry
6.0
ASTM C 127
Density, pcf Content %
Lab Sample No:
3/8"
#4 63
3'-5'
6/6/2023
Sampled From:
Maximum Dry
Absorption = 0.59%
131.8 8.3
Depth:
Fine Portion
ASTM D 698 Method C with Correction
1 1/2"
Coarse Specific Gravity = 2.63
Dry Density, pcf40
54
Rammer Type: Mechanical
Laboratory Compaction Characteristics
Bozeman, Montana
P-4
Moisture Content %
Sample No:
Date Sampled:
Date Received:
Optimum Moisture
Sieve Size
140.1
Soil Description (Visual-Manual)
Preparation Method: Moist
of Soil (Proctor)
PROCTOR
6/16/23
6/7/2023
Zero Air Voids Curves
Curves of 100% Saturation
for Specific Gravity Equal to:
2.80
2.70
2.60
Simkins - Hallin North Park Development
Content %
Project No.: 23-4278G
B-24
ASTM D 4718 Oversize Correction
Density, pcf
Performed by:
Drill CrewSampled By:
3/4"
Poorly Graded Gravel With Silt And Sand
[GP-GM]
2511 Holman Avenue
P.O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
California Bearing Ratio
ASTM D1883 /AASHTO T 193
Project: Date: 07/26/23
Simkins-Hallin North Park Development, Bozeman, Montana
Boring: Sample: Depth:
Sample Description:
MDD: 108.9 pcf OMC: 18.9 % Procedure:
Compaction
Moisture
Point grams MC% Dry pcf Comp% grams MC% Dry pcf Comp%
Optimum 4187.0 18.9% 103.6 95.1% 4340.1 23.2% 103.3 94.9%
Swell CBR
Moisture Initial Final Swell Surcharge CBR @ CBR @ Equiv.
Point lbs psf Dial " Dial " % psf 0.1 in. 0.2 in. R-value
Optimum 24.2 127.4 0.4842 0.4965 0.3% 128.7 4.6 4.0 8.9
Design CBR @ 0.1 in. 4.6
Design CBR @ 0.2 in. 4.0
2511 Holman Avenue, P. O. Box 80190, Billings, Montana 59108-0190
ASTM D698
Initial Final
Surcharge
Phone (406) 652-3930; Fax (406) 652-3944
23-4278G Geotechnical Evaluation
B-5 Bulk 0 - 3 '
Silty clay with sand (CL-ML)
0
10
20
30
40
50
60
70
80
90
100
110
120
0.000 0.100 0.200 0.300 0.400 0.500 0.600Stress, psiPenetration, inch
0.0
2.0
4.0
6.0
8.0
10.0
12.0
14.0
16.0
18.0
20.0
0% 5% 10% 15% 20%CBR @ 0.2 in.Moisture Content, %
California Bearing Ratio
ASTM D1883 /AASHTO T 193
Project: Date: 07/26/23
Simkins-Hallin North Park Development, Bozeman, Montana
Boring: Sample: Depth:
Sample Description:
MDD: 131.6 pcf OMC: 9.1 % Procedure:
Compaction
Moisture
Point grams MC% Dry pcf Comp% grams MC% Dry pcf Comp%
Optimum 4634.0 9.1% 124.9 94.9% 4665.4 9.9% 125.0 95.0%
Swell CBR
Moisture Initial Final Swell Surcharge CBR @ CBR @ Equiv.
Point lbs psf Dial " Dial " % psf 0.1 in. 0.2 in. R-value
Optimum 22.3 117.5 0.4680 0.4635 -0.1% 117.5 9.1 15.1 39.0
Design CBR @ 0.1 in. 9.1
Design CBR @ 0.2 in. 15.1
2511 Holman Avenue, P. O. Box 80190, Billings, Montana 59108-0190
23-4278G Geotechnical Evaluation
B-5 Bulk 3 - 5 '
Poorly graded gravel with silt and sand (GP-GM)
ASTM D698
Initial Final
Surcharge
Phone (406) 652-3930; Fax (406) 652-3944
0
50
100
150
200
250
300
350
400
450
500
550
600
650
700
750
800
0.000 0.100 0.200 0.300 0.400 0.500 0.600Stress, psiPenetration, inch
0.0
2.0
4.0
6.0
8.0
10.0
12.0
14.0
16.0
18.0
20.0
0% 5% 10% 15% 20%CBR @ 0.2 in.Moisture Content, %
California Bearing Ratio
ASTM D1883 /AASHTO T 193
Project: Date: 07/26/23
Simkins-Hallin North Park Development, Bozeman, Montana
Boring: Sample: Depth:
Sample Description:
MDD: 102.3 pcf OMC: 22.0 % Procedure:
Compaction
Moisture
Point grams MC% Dry pcf Comp% grams MC% Dry pcf Comp%
Optimum 4034.0 22.0% 97.3 95.1% 4153.9 25.6% 96.9 94.7%
Swell CBR
Moisture Initial Final Swell Surcharge CBR @ CBR @ Equiv.
Point lbs psf Dial " Dial " % psf 0.1 in. 0.2 in. R-value
Optimum 22.7 119.7 0.5285 0.5461 0.4% 120.0 3.7 3.5 7.7
Design CBR @ 0.1 in. 3.7
Design CBR @ 0.2 in. 3.5
2511 Holman Avenue, P. O. Box 80190, Billings, Montana 59108-0190
23-4278G Geotechnical Evaluation
B-24 Bulk 0 - 3 '
Lean clay (CL)
ASTM D698
Initial Final
Surcharge
Phone (406) 652-3930; Fax (406) 652-3944
0
10
20
30
40
50
60
70
80
90
100
0.000 0.100 0.200 0.300 0.400 0.500 0.600Stress, psiPenetration, inch
0.0
2.0
4.0
6.0
8.0
10.0
12.0
14.0
16.0
18.0
20.0
0% 5% 10% 15% 20% 25%CBR @ 0.2 in.Moisture Content, %
California Bearing Ratio
ASTM D1883 /AASHTO T 193
Project: Date: 07/26/23
Simkins-Hallin North Park Development, Bozeman, Montana
Boring: Sample: Depth:
Sample Description:
MDD: 131.8 pcf OMC: 8.3 % Procedure:
Compaction
Moisture
Point grams MC% Dry pcf Comp% grams MC% Dry pcf Comp%
Optimum 4613.0 8.2% 125.4 95.1% 4622.1 8.4% 125.4 95.2%
Swell CBR
Moisture Initial Final Swell Surcharge CBR @ CBR @ Equiv.
Point lbs psf Dial " Dial " % psf 0.1 in. 0.2 in. R-value
Optimum 22.3 117.5 0.3000 0.2992 0.0% 117.5 15.2 15.5 40.1
Design CBR @ 0.1 in. 15.2
Design CBR @ 0.2 in. 15.5
2511 Holman Avenue, P. O. Box 80190, Billings, Montana 59108-0190
ASTM D698
Initial Final
Surcharge
Phone (406) 652-3930; Fax (406) 652-3944
23-4278G Geotechnical Evaluation
B-24 Bulk 3 - 5 '
Poorly graded gravel with silt and sand (GP-GM), trace clay, trace plasticity
0
50
100
150
200
250
300
350
400
450
500
550
600
0.000 0.100 0.200 0.300 0.400 0.500 0.600Stress, psiPenetration, inch
0.0
2.0
4.0
6.0
8.0
10.0
12.0
14.0
16.0
18.0
20.0
0% 5% 10% 15% 20%CBR @ 0.2 in.Moisture Content, %
Initial Dry Initial Moisture
Density (pcf) Content (%)
Boring No. B-1 Depth: 2 - 3 '100.1 20.1
Sampled By: Drill Crew Date Received: 5/30/23
Soil Description:
7/26/23
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
Lean clay (CL), low plasticity, trace sand, mottled light to dark brown, moist, medium.
Bozeman, Montana
Consolidation/Swell Test
Project Number: 23-4278G
Simkins-Hallin North Park Development
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
10 100 1000 10000Strain, %Stress, psf
Inundated @ 1000 psf
collapse = 1.88%
Initial Dry Initial Moisture
Density (pcf) Content (%)
Boring No. B-4 Depth: 18½ - 19½ '110.0 15.5
Sampled By: Drill Crew Date Received: 5/30/23
Soil Description:
7/26/23
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
Clayey sand (SC) with gravel, low plasticity, brown, moist, medium
Bozeman, Montana
Consolidation/Swell Test
Project Number: 23-4278G
Simkins-Hallin North Park Development
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10 100 1000 10000Strain, %Stress, psf
Inundated @ 1000 psf
collapse = 0.24%
Initial Dry Initial Moisture
Density (pcf) Content (%)
Boring No. B-21 Depth: 23 -24 '89.5 30.9
Sampled By: Drill Crew Date Received: 5/30/23
Soil Description:
7/26/23
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
Sandy lean clay (CL), medium plasticity, trace gravel, brown, wet, medium
Bozeman, Montana
Consolidation/Swell Test
Project Number: 23-4278G
Simkins-Hallin North Park Development
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
10 100 1000 10000Strain, %Stress, psf
Inundated @ 1000 psf
swell = 0.15%
Initial Dry Initial Moisture
Density (pcf) Content (%)
Boring No. B-25 Depth: 3 - 4 '106.9 16.1
Sampled By: Drill Crew Date Received: 5/30/23
Soil Description:
7/26/23
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
Gravelly lean clay (CL), low plasticity, light brown, moist, medium
Bozeman, Montana
Consolidation/Swell Test
Project Number: 23-4278G
Simkins-Hallin North Park Development
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
10 100 1000 10000Strain, %Stress, psf
Inundated @ 1000 psf
collapse = 0.12%
2511 Holman Avenue
P. O. Box 80190
Billings, Montana 59108-0190
p: 406.652.3930; f: 406.652.3944
www.skgeotechnical.com
Corrosivity of Soil
ASTM G162/G187, AASHTO T 88
Date: Project: 23-4278G Geotechnical Evaluation
Simkins-Hallin North Park Development
Bozeman, Montana
Mr. Sean Potkay
Client: Simkins-Hallin
326 N. Broadway
Bozeman, Montana 59715
spotkay@simkins-hallin.com
Date sampled: 5/9-5/16/23 Date tested: 6/1/23
Sampled by: Drill Crew Tested by: MW
B-2 6½-8 1018 0.982 8.63 8.65 0.0065 NT NT
B-24 4-5½ 4000 0.250 8.95 8.91 0.0009 NT NT
B-5 6½-8 8990 0.111 8.62 8.57 0.0035 NT NT
Remarks: ND = non-detect
NT = not tested
Sulfate result is E300.0 water soluble method from Energy Labs.
Sulfide
(mg/kg)
Oxid-
Reduc
(mV)
July 26, 2023
Boring Depth
(feet)
Resistivity
(Ω•cm)
Soil Box
Conductivity
(m.mhos/cm)
Calculated
pH Marble
pH
Sulfate
(wt %)
2022 Log of Borings and Lab Tests
Boring offset 10' and
redrilled. See Boring
ST-1A for soil information
below 6½'.
1.0
2.5
6.4
6
18
50-2"
50-5", Set
CL
CL
GP
LEAN CLAY with SAND, low plasticity, trace roots,
brown to dark brown, moist, medium stiff. (Tilled
Soil)
LEAN CLAY with SAND, low plasticity, brown,
moist, medium stiff. (Alluvium)
POORLY GRADED GRAVEL with SAND and
COBBLES, fine- to coarse-grained, gray, moist,
medium dense to very dense. (Alluvium)
END OF BORING - AUGER REFUSAL
Water not observed with 6' of hollow-stem auger in
the ground.
Boring then backfilled.
21.3
14.3
4.9
4670.0
4668.5
4664.6
SCALE: 6/9/22 1" = 4'
LOCATION:
ST-1 page 1 of 1
L O G O F B O R I N G
Description of Materials
4671.0
DRILLED BY: S. Robertson
22-4187G
METHOD: Diedrich D-120, Automatic
ST-1
Symbol
BORING:
Depth
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
DATE:
Remarks
0.0
Elev.
See Attached Sketch
BPF
PROJECT: 22-4187G
GEOTECHNICAL EVALUATION
North Park Industrial Development
Bozeman, Montana
qp
(tsf)
WL
MC BORING BPF WL-MC QP ELEV ~ 4187.GPJ LAGNNN06.GDT 7/25/22
See Boring ST-1 for Soil
Data above 6½'.
6.5
7.5
11.0
15.9
32
55
54
50-3"
50-5", set
SC
GP
GC
See Boring ST-1 for soil information above 6½'.
CLAYEY SAND with GRAVEL, low plasticity, fine-
to coarse-grained, brown, waterbearing, dense.
(Tertiary Deposit)
POORLY GRADED GRAVEL with SAND and
COBBLES, fine- to coarse-grained, brown,
waterbearing, very dense. (Tertiary Deposit)
CLAYEY GRAVEL with SILT, SAND and
COBBLES, fine- to coarse-grained, brown,
waterbearing, very dense. (Tertiary Deposit)
END OF BORING
Water down 6½' with 6½' of hollow-stem auger in the
ground.
Water not observed to dry cave-in depth of 3'
immediately after withdrawal of auger.
Boring then backfilled.
19.6
10.1
17.0
19.5
4664.5
4663.5
4660.0
4655.1
SCALE: 6/9/22 1" = 4'
LOCATION:
ST-1A page 1 of 1
L O G O F B O R I N G
Description of Materials
4671.0
DRILLED BY: S. Robertson
22-4187G
METHOD: Diedrich D-120, Automatic
ST-1A
Symbol
BORING:
Depth
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
DATE:
Remarks
0.0
Elev.
See Attached Sketch
BPF
PROJECT: 22-4187G
GEOTECHNICAL EVALUATION
North Park Industrial Development
Bozeman, Montana
qp
(tsf)
WL
MC
BORING BPF WL-MC QP ELEV ~ 4187.GPJ LAGNNN06.GDT 7/25/22
2½
2½
1¼
½
LL=25, PL=20, PI=5
P200= 52.8%
LL=34, PL=22, PI=12
P200= 52.9%
0.5
4.0
6.0
10.0
11.0
12.5
15.0
20.3
5
4
67
56
54
25
17/41
47/50-3"
CL
CL
ML
GP
GC
GC
CL
SC
GC
LEAN CLAY with SAND, low plasticity, trace roots,
dark brown to brown, moist, rather soft. (Tilled Soil)
SANDY SILTY CLAY, low plasticity, trace roots,
brown, moist to wet, rather soft. (Alluvium)
POORLY GRADED GRAVEL with SAND and
COBBLES, fine- to coarse-grained, gray, rather dry to
moist, very dense. (Alluvium)
CLAYEY GRAVEL with SAND and COBBLES,
low plasticity, fine- to coarse-grained, brown, wet to
waterbearing, very dense. (Alluvium)
CLAYEY GRAVEL with SAND and COBBLES,
low plasticity, fine- to coarse-grained, brown,
waterbearing, very dense. (Tertiary Deposit)
SANDY LEAN CLAY, low plasticity, trace gravel,
light brown to brown, very wet, very stiff. (Tertiary
Deposit)
CLAYEY SAND with GRAVEL, low plasticity,
brown, waterbearing, medium dense to dense.
(Tertiary Deposit)
CLAYEY GRAVEL with SAND and COBBLES,
low plasticity, fine- to coarse-grained, brown,
waterbearing, very dense. (Tertiary Deposit)
END OF BORING
Water down 7' with 9' of hollow-stem auger in the
ground.
Boring then backfilled.
20.0
22.2
18.2
2.5
8.5
10.1
27.7
11.0
15.8
4681.0
4677.5
4675.5
4671.5
4670.5
4669.0
4666.5
4661.2
SCALE: 6/9/22 1" = 4'
LOCATION:
ST-2 page 1 of 1
L O G O F B O R I N G
Description of Materials
4681.5
DRILLED BY: S. Robertson
22-4187G
METHOD: Diedrich D-120, Automatic
ST-2
Symbol
BORING:
Depth
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
DATE:
Remarks
0.0
Elev.
See Attached Sketch
BPF
PROJECT: 22-4187G
GEOTECHNICAL EVALUATION
North Park Industrial Development
Bozeman, Montana
qp
(tsf)
WL
MC
BORING BPF WL-MC QP ELEV ~ 4187.GPJ LAGNNN06.GDT 7/25/22
2½
2
0.5
3.0
8.5
11.2
6
6
43
68
50-2"
50-2"
CL
GP
GC
Topsoil: (6")
LEAN CLAY with SAND, low plasticity, trace roots
and salts, light brown to brown, moist, medium stiff.
(Alluvium)
POORLY GRADED GRAVEL with SAND and
COBBLES, fine- to coarse-grained, gray, rather dry to
moist, dense to very dense. (Alluvium)
CLAYEY GRAVEL with SAND and COBBLES,
low plasticity, fine- to coarse-grained, brown,
waterbearing, very dense. (Alluvium)
END OF BORING - AUGER REFUSAL
Water down 9' with 9' of hollow-stem auger in the
ground.
Water not observed to dry cave-in depth of 4'
immediately after withdrawal of auger.
Boring then backfilled.
21.9
19.5
4.1
4.3
15.1
4678.7
4676.2
4670.7
4668.0
SCALE: 6/9/22 1" = 4'
LOCATION:
ST-3 page 1 of 1
L O G O F B O R I N G
Description of Materials
4679.2
DRILLED BY: S. Robertson
22-4187G
METHOD: Diedrich D-120, Automatic
ST-3
Symbol
BORING:
Depth
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
DATE:
Remarks
0.0
Elev.
See Attached Sketch
BPF
PROJECT: 22-4187G
GEOTECHNICAL EVALUATION
North Park Industrial Development
Bozeman, Montana
qp
(tsf)
WL
MC
BORING BPF WL-MC QP ELEV ~ 4187.GPJ LAGNNN06.GDT 7/25/22
2¾
LL=29, PL=18, PI=11
P200= 74.7%
1.0
3.0
8.5
11.0
13.5
17.5
20.5
6
8
40
43
64
23-50-4"
9
62
CL
CL
GP
GP
GM
GC
CL
GM
LEAN CLAY with SAND, some organics, dark
brown, moist to wet, medium stiff. (Tilled Soil)
LEAN CLAY with SAND, low plasticity, trace roots,
brown, moist, medium stiff. (Alluvium)
POORLY GRADED GRAVEL with SAND and
COBBLES, fine- to coarse-grained, brown to gray,
rather dry to moist, dense. (Alluvium)
POORLY GRADED GRAVEL with SAND, SILT
and COBBLES, fine- to coarse-grained, brown,
waterbearing, very dense. (Alluvium)
CLAYEY GRAVEL with SAND and COBBLES,
low plasticity, fine- to coarse-grained, brown,
waterbearing, very dense. (Tertiary Deposit)
LEAN CLAY with SAND, low plasticity, brown, very
wet, rather stiff. (Tertiary Deposit)
SILTY GRAVEL with SAND and COBBLES, fine-
to coarse-grained, brown, waterbearing, very dense.
(Tertiary Deposit)
END OF BORING
Water down 8' with 9' of hollow-stem auger in the
ground.
Water not observed to dry cave-in depth of 2½'
immediately after withdrawal of auger.
Boring then backfilled.
22.6
19.8
2.9
3.8
7.7
10.3
33.5
9.5
4682.9
4680.9
4675.4
4672.9
4670.4
4666.4
4663.4
SCALE: 6/8/22 1" = 4'
LOCATION:
ST-4 page 1 of 1
L O G O F B O R I N G
Description of Materials
4683.9
DRILLED BY: S. Robertson
22-4187G
METHOD: Diedrich D-120, Automatic
ST-4
Symbol
BORING:
Depth
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
DATE:
Remarks
0.0
Elev.
See Attached Sketch
BPF
PROJECT: 22-4187G
GEOTECHNICAL EVALUATION
North Park Industrial Development
Bozeman, Montana
qp
(tsf)
WL
MC
BORING BPF WL-MC QP ELEV ~ 4187.GPJ LAGNNN06.GDT 7/25/22
3
1¾
LL=30, PL=21, PI=9
P200= 71.7%
Proposed Grade
/ / / / / / / / / / / / / / / / / / / /
1.0
4.5
13.5
17.0
17.9
5
3
42
50-5½"
50-5"
50
13
50-5", set
CL
CL
GP
SC
GP
LEAN CLAY with SAND, low plasticity, trace roots,
dark brown, moist, rather soft. (Tilled Soil)
LEAN CLAY with SAND, low plasticity, trace roots,
brown, moist, rather soft to soft. (Alluvium)
POORLY GRADED GRAVEL with SAND and
COBBLES, fine- to coarse-grained, brownish gray,
moist, dense. (Alluvium)
- Trace clays at 7½'.
CLAYEY SAND with GRAVEL, low plasticity, fine-
to coarse-grained, moist, medium dense. (Tertiary
Deposit)
POORLY GRADED GRAVEL with SAND and
COBBLES, fine- to coarse-grained, gray, wet to
waterbearing, very dense. (Tertiary Deposit)
END OF BORING - AUGER REFUSAL
Water down 17½' with 17½' of hollow-stem auger in
the ground.
Water not observed to dry cave-in depth of 10'
immediately after withdrawal of auger.
Boring then backfilled.
22.5
22.5
24.1
5.4
8.8
4.1
2.9
8.1
4691.0
4687.5
4678.5
4675.0
4674.1
SCALE: 6/8/22 1" = 4'
LOCATION:
ST-5 page 1 of 1
L O G O F B O R I N G
Description of Materials
4692.0
DRILLED BY: S. Robertson
22-4187G
METHOD: Diedrich D-120, Automatic
ST-5
Symbol
BORING:
Depth
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
DATE:
Remarks
0.0
Elev.
See Attached Sketch
BPF
PROJECT: 22-4187G
GEOTECHNICAL EVALUATION
North Park Industrial Development
Bozeman, Montana
qp
(tsf)
WL
MC BORING BPF WL-MC QP ELEV ~ 4187.GPJ LAGNNN06.GDT 7/25/22
1
Proposed Grade
/ / / / / / / / / / / / / / / / / / / /
LL=21, PL=19, PI=2
P200= 12.7%
1.0
2.5
6.5
13.5
20.5
7
8/18
44/50-5"
50/50-4"
58
35/50-4½"
47
44/50-5½"
CL
CL
GP
GM
GM
GC
LEAN CLAY with SAND, low plasticity, trace roots,
dark brown, moist, medium stiff. (Tilled Soil)
LEAN CLAY with SAND, low plasticity, dark brown
to brown, moist, medium stiff. (Alluvium)
POORLY GRADED GRAVEL with SILT, SAND
and COBBLES, fine- to coarse-grained, brown, moist,
dense to very dense. (Alluvium)
SILTY GRAVEL with SAND and COBBLES, low
plasticity, fine- to coarse-grained, brown, moist to
waterbearing, very dense. (Alluvium)
CLAYEY GRAVEL with SAND and COBBLES,
low plasticity, slightly cemented, olive brown,
waterbearing, dense to very dense. (Tertiary Deposit)
END OF BORING
Water down 7' with 9' of hollow-stem auger in the
ground.
Water not observed to dry cave-in depth of 3½'
immediately after withdrawal of auger.
Boring then backfilled.
25.4
18.9
4.8
6.8
11.1
16.5
15.2
14.7
4688.5
4687.0
4683.0
4676.0
4669.0
SCALE: 6/8/22 1" = 4'
LOCATION:
ST-6 page 1 of 1
L O G O F B O R I N G
Description of Materials
4689.5
DRILLED BY: S. Robertson
22-4187G
METHOD: Diedrich D-120, Automatic
ST-6
Symbol
BORING:
Depth
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
DATE:
Remarks
0.0
Elev.
See Attached Sketch
BPF
PROJECT: 22-4187G
GEOTECHNICAL EVALUATION
North Park Industrial Development
Bozeman, Montana
qp
(tsf)
WL
MC
BORING BPF WL-MC QP ELEV ~ 4187.GPJ LAGNNN06.GDT 7/25/22
2¼
4+
4+
4+
4+
4+
4+
2½
Proposed Grade
/ / / / / / / / / / / / / / / / / / / /
2.0
13.5
21.0
25.2
6
8
5
5
4
4
8
9
30/50-2"
CL
CL
GP
FILL: Lean Clay with Sand, low plasticity, brown to
dark brown, moist, medium stiff.
LEAN CLAY with SAND, low plasticity, light brown
to brown, moist, medium stiff to rather soft.
(Alluvium)
SANDY LEAN CLAY, low plasticity, trace salts,
moist, medium stiff to rather stiff. (Alluvium)
POORLY GRADED GRAVEL with SAND and
COBBLES, fine- to coarse-grained, brown to gray,
moist, very dense. (Alluvium)
END OF BORING
Water not observed with 24' of hollow-stem auger in
the ground.
Water not observed to dry cave-in depth of 13'
immediately after withdrawal of auger.
Boring then backfilled.
22.3
15.4
19.2
20.9
20.3
21.0
19.9
24.6
2.9
4707.5
4696.0
4688.5
4684.3
SCALE: 6/8/22 1" = 4'
LOCATION:
ST-7 page 1 of 1
L O G O F B O R I N G
Description of Materials
4709.5
DRILLED BY: S. Robertson
22-4187G
METHOD: Diedrich D-120, Automatic
ST-7
Symbol
BORING:
Depth
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
DATE:
Remarks
0.0
Elev.
See Attached Sketch
BPF
PROJECT: 22-4187G
GEOTECHNICAL EVALUATION
North Park Industrial Development
Bozeman, Montana
qp
(tsf)
WL
MC
BORING BPF WL-MC QP ELEV ~ 4187.GPJ LAGNNN06.GDT 7/25/22
0
20
40
60
80
100
0 20 40 60 80 100 120
Liquid Limit (LL)
7/13/22
25
34
29
30
21
20
22
18
21
19
18.2%
27.7%
33.5%
24.1%
6.8%
ML-CL
Project Number: 22-4187G
LL MC Classification
CL
ML or OL
PL PI
MH or OH
CH
5
12
11
9
2Plasticity Index (PI)North Park Industrial Development
P 200, %
52.8
52.9
74.7
71.7
12.7
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
CL-ML
CL
CL
CL
SM
Atterberg Limits Tests
Bozeman, Montana
Depth
ST-2
ST-2
ST-4
ST-5
ST-6
Legend Sample No.
3'-4'
11½'-13'
14'-15½'
3'-4'
6½'-8'
Boring
TW
Jar #45
Jar #32
TW
Jar #13
0
10
20
30
40
50
60
70
80
90
100
0.1110
Bozeman, Montana
Sample No.:
1 1/2"3/8" #100
Sand
3/4"
Percent Gravel:
Percent Silt + Clay:
Gravel
ASTM Group Name:
Percent Sand:
CL-ML
#20 #40
7/13/22
coarse Percent PassingParticle Size in Millimeters
3"
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
SANDY SILTY CLAY
#200
fine
#80
Liquid Limit:
Plastic Limit:
Classification:
Moisture Content:
Project Number: 22-4187G
3"1.5" 3/4" 3/8" #4 #40 #100 #20 #10
18.2%
#200
coarse
Sample:
North Park Industrial Development
25
Sieve Analysis
ST-2
#4 #10
medium
52.8
0.0
0.0
6/23/2022 Date Received:
Sieve Size
5Plasticity Index:
20
Percent Passing U.S. Standard Sieve Size
Depth:3'-4'
TW
52.8
fine
0
10
20
30
40
50
60
70
80
90
100
0.1110
Bozeman, Montana
Sample No.:
1 1/2"3/8" #100
Sand
3/4"
Percent Gravel:
Percent Silt + Clay:
Gravel
ASTM Group Name:
Percent Sand:
CL
#20 #40
7/13/22
coarse Percent PassingParticle Size in Millimeters
3"
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
SANDY LEAN CLAY
#200
fine
#80
Liquid Limit:
Plastic Limit:
Classification:
Moisture Content:
Project Number: 22-4187G
3"1.5" 3/4" 3/8" #4 #40 #100 #20 #10
27.7%
#200
coarse
Sample:
North Park Industrial Development
34
Sieve Analysis
ST-2
#4 #10
medium
52.9
0.0
0.0
6/23/2022 Date Received:
Sieve Size
12Plasticity Index:
22
Percent Passing U.S. Standard Sieve Size
Depth:11½'-13'
Jar #45
52.9
fine
0
10
20
30
40
50
60
70
80
90
100
0.1110
Bozeman, Montana
Sample No.:
1 1/2"3/8" #100
Sand
3/4"
Percent Gravel:
Percent Silt + Clay:
Gravel
ASTM Group Name:
Percent Sand:
CL
#20 #40
7/13/22
coarse Percent PassingParticle Size in Millimeters
3"
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
LEAN CLAY with SAND
#200
fine
#80
Liquid Limit:
Plastic Limit:
Classification:
Moisture Content:
Project Number: 22-4187G
3"1.5" 3/4" 3/8" #4 #40 #100 #20 #10
33.5%
#200
coarse
Sample:
North Park Industrial Development
29
Sieve Analysis
ST-4
#4 #10
medium
74.7
0.0
0.0
6/23/2022 Date Received:
Sieve Size
11Plasticity Index:
18
Percent Passing U.S. Standard Sieve Size
Depth:14'-15½'
Jar #32
74.7
fine
0
10
20
30
40
50
60
70
80
90
100
0.1110
Bozeman, Montana
Sample No.:
1 1/2"3/8" #100
Sand
3/4"
Percent Gravel:
Percent Silt + Clay:
Gravel
ASTM Group Name:
Percent Sand:
CL
#20 #40
7/13/22
coarse Percent PassingParticle Size in Millimeters
3"
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
LEAN CLAY with SAND
#200
fine
#80
Liquid Limit:
Plastic Limit:
Classification:
Moisture Content:
Project Number: 22-4187G
3"1.5" 3/4" 3/8" #4 #40 #100 #20 #10
24.1%
#200
coarse
Sample:
North Park Industrial Development
30
Sieve Analysis
ST-5
#4 #10
medium
71.7
0.0
0.0
6/23/2022 Date Received:
Sieve Size
9Plasticity Index:
21
Percent Passing U.S. Standard Sieve Size
Depth:3'-4'
TW
71.7
fine
0
10
20
30
40
50
60
70
80
90
100
0.1110
Bozeman, Montana
Sample No.:
1 1/2"3/8" #100
Sand
3/4"
Percent Gravel:
Percent Silt + Clay:
Gravel
ASTM Group Name:
Percent Sand:
SM
#20 #40
7/13/22
coarse Percent PassingParticle Size in Millimeters
3"
2511 Holman Avenue
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
SILTY SAND
#200
fine
#80
Liquid Limit:
Plastic Limit:
Classification:
Moisture Content:
Project Number: 22-4187G
3"1.5" 3/4" 3/8" #4 #40 #100 #20 #10
6.8%
#200
coarse
Sample:
North Park Industrial Development
21
Sieve Analysis
ST-6
#4 #10
medium
12.7
0.0
0.0
6/23/2022 Date Received:
Sieve Size
2Plasticity Index:
19
Percent Passing U.S. Standard Sieve Size
Depth:6½'-8'
Jar #13
12.7
fine
Initial Dry Initial Moisture
Density (pcf) Content (%)
Boring No. ST-2 Depth: 3 - 4 '90.0 18.2
Sampled By: Drill Crew Date Received: 6/23/22
Soil Description:
7/26/23
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
Sandy silty clay (CL-ML), slightly plastic, tracel gravel and roots, brown, moist, rather soft
Bozeman, Montana
Consolidation/Swell Test
Project Number: 22-4187G
North Park Industrial Development
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
16.0
17.0
18.0
19.0
20.0
21.0
22.0
10 100 1000 10000Strain, %Stress, psf
Inundated @ 500 psf
collapse = 3.12%
Initial Dry Initial Moisture
Density (pcf) Content (%)
Boring No. ST-5 Depth: 3 - 4 '83.6 24.1
Sampled By: Drill Crew Date Received: 6/23/22
Soil Description:
7/26/23
P. O. Box 80190
Billings, MT 59108-0190
Phone: 406.652.3930
Fax: 406.652.3944
Lean clay (CL) with sand, low plasticity, trace gravel and roots, brown, moist, raher soft
Bozeman, Montana
Consolidation/Swell Test
Project Number: 22-4187G
North Park Industrial Development
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
16.0
17.0
18.0
10 100 1000 10000Strain, %Stress, psf
Inundated @ 500 psf
collapse =3.17%
2511 Holman Avenue
P. O. Box 80190
Billings, Montana 59108-0190
p: 406.652.3930; f: 406.652.3944
www.skgeotechnical.com
Corrosivity of Soil
ASTM G162/G187, AASHTO T 88
Date: Project: 22-4187G Geotechnical Evaluation
North Park Industrial Development
Bozeman, Montana
Client: Mr. Bobby Eggeberg, PE
Sanderson Stewart
beggeber@sandersonstewart.com
Date sampled: 6/8-6/9/22 Date tested: 7/11/22
Sampled by: Drill Crew Tested by: AB
ST-2 3-4 1000 1.000 8.28 8.36 0.0023 NT NT
ST-5 3-4 1000 1.000 8.28 8.37 0.0024 NT NT
Remarks: ND = non-detect
NT = not tested
Sulfate result is E300.0 water soluble method from Energy Labs.
Sulfide
(mg/kg)
Oxid-
Reduc
(mV)
July 26, 2023
Boring Depth
(feet)
Resistivity
(Ω•cm)
Soil Box
Conductivity
(m.mhos/cm)
Calculated
pH Marble
pH
Sulfate
(wt %)