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BOZEMAN HEALTH CAMPUS PHASE 1 DESIGN
Project # 17095.13
Bozeman, Montana
JULY 2025
an
DRAINAGE REPORT
FOR
BOZEMAN HEALTH CAMPUS PHASE 1 DESIGN
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.
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Robert Egeberg, P.E. Date
Intelligent Infrastructure Enduring Communities
an
July 2025
Project No. 17095.13
DRAINAGE REPORT
BOZEMAN HEALTH CAMPUS
PHASEI DESIGN
BOZEMAN, MONTANA 59715
SITE NARRATIVE
The purpose of this drainage report is to present a summary of calculations to quantify
the stormwater runoff for the Bozeman Health Campus Phase 1 project (referred to in
this document as "the project"). All design criteria and calculations are in accordance
with the City of Bozeman Design and Construction Standards, dated October 2024.The site
stormwater improvements have been designed with the intent of ineeting the current
drainage regulations forthe City of Bozeman.
LOCATION
The development site is located on the Bozeman Health Campus at 915 Highland
Boulevard in Bozeman, Montana. The project is in Sections 8, 17, and 18, Township 2
South, Range 6 East in Gallatin County. Parking Lot E is west of the Bozeman Health
Complex, Gravel Lot I is south, and Lot A is east.
EXISTING SITE CONDITIONS
The Lot A addition location is currently an undeveloped lot with native grasses. The
native grasses generally slope to the northeast at grades of 10-20% towards an existing
detention pond in the northeast corner of the undeveloped area. Lot A is bordered by
Highland Boulevard to the east, Ellis Street to the north, a one-way access to the west,
and the existing Lot A to the south.
The Lot E addition is currently an undeveloped lot with native grasses. The native
grasses slope towards an existing detention pond directly to the west of the existing
parking Lot E.There is an access road that loops around the existing stormwater pond
and provideswesterlyaccesstothe maintenanceyard.The Maintenanceyard isgravel-
surfaced and slopes to the north at grades of 2-5%.
Lot I is a gravel-surfaced parking lot that slopes to the north at grades of 5-10%. There
are concrete jersey barriers that act as the northern boundary of the parking lot. Old
Intelligent Infrastructure Enduring Communities
Highland Boulevard runs to the west of the parking lot and Highland Boulevard is to
the east.The parking lot is accessed by two approaches from Old Highland Boulevard.
There is no existing storm infrastructure within the parking lot.
PROPOSED PROJECT
The proposed project includes the expansion of parking Lot A and Lot E. Parking Lot A
will have an addition of 192 parking stalls.The expansion will connect the existing Lot
A to the one-way access road that connects to Ellis Street. The addition to Lot A will
require the construction of four retaining walls and an expansion to the existing
stormwater detention pond. A series of inlets and manholes are proposed to transport
stormwater to the expanded detention pond.
The addition of Lot E will add 168 parking stalls.The expansion will connect Lot E to the
maintenanceyard,and the gravel maintenanceyard will be expanded to the east paved
with asphalt. A new stormwater detention pond will be developed to the west to
manage stormwaterfrom the east face of Peets HiII.The existing stormwaterdetention
pond between the maintenance yard and Old Highland Boulevard will be expanded to
manage stormwaterfrom the paved maintenanceyard. An underground ADS chamber
system will be constructed for the purpose of retaining stormwater within the paved
parking lot. Rock mulch swales are to be constructed between the parking aisles to
treat and infiltrate water prior to discharging into the proposed ADS chamber system.
Lot I will be reclaimed as a landscape area within the project and no longer be available
for staff or patient parking. The gravel surfacing will be transported to the westerly
expansion of Parking Lot E and used as base course material.
HYDROLOGY
The rational method was used to determine peak runoff rates and volumes since all
basins within the project are less than 5 acres. The rational formula provided in the
City of Bozeman Design and Construction Standards was used to calculate the peak runoff
rates on-site,time of concentration, rainfall intensities,etc.To be conservative we used
a time of concentration of 5 minutes within the parking lot basins. For asphalt
concrete surfaces, a runoff coefficient of 0.95 was assumed, for landscape surfaces, a
runoff coefficient of 0.15 was assumed, and for gravel surfaces, a runoff coefficient of
0.80 was assumed. The project proposes the redevelopment of two existing detention
ponds, and the construction of an underground chamber system to manage the on-
site drainage. The required detention and retention volumes have been sized for the
10-year, 2-hour storm with an intensity of 0.41 in/hour. To be conservative with sizing
an infiltration rate of 0 was assumed to size the detention and retention ponds.
Drainage Report Page 2 of 12 July 2025
A. Pre-Development Basins
For the following sections, please refer to Appendix A - Exhibit A and Exhibit B of this
report which graphically shows and labels the existing drainage basins forthe project.
Existing basins were only evaluated where grading was actively being changed within
the scope of this project. Changes within the existing basins to the proposed basins
were evaluated to properly resize the two existing detention basins within the project.
Existing Basin A
Existing Basin A has 11,706 ft2 of gravel area,71 ft2 of asphalt/concrete area, and 100,237
ftz of landscape area. Runoff generated in this basin sheet flows from southwest to
northeast towards an existing culvert, located within existing storm pond B. The
culvert flows under the existing gravel access road that connects to the maintenance
yard. This culvert flows off-site to City of Bozeman property directly to the North of
Parking Lot E. Existing Basin A has a peak flow of 2.17 cfs and a water quantity storage
requirement of 1,658 cf for the 10-year storm event.
Existing Basin B
Existing Basin B has 22,942 ftz of gravel area,0 ftz of asphalt/concrete area,and 25,823
ft2 of landscape area. Existing Basin B flows from southwest to northeast to existing
detention storm pond A. Existing detention storm pond A has a storage capacity of
2,700 cf. Existing Basin B has a peak flow of 1.97 ft cfs and a water quality storage
requirement of 102 cf for the 10-year storm event.
Existing Basin C
Existing Basin C has 1,320 ft2 of gravel area, 0 ft2 of asphalt/concrete area, and 77,625
ftz of landscape area. Existing Basin B flows from southwest to northeast to existing
storm pond C. Existing storm pond C has a storage capacity of 39,500 cf. There is an
outlet structure located in the northeast corner of existing storm pond C. Existing
Basin C has a peak flow of 1.13 cfs, a water quantity storage requirement of 0 cf, and a
water quality storage of 164 cf for the 10-year storm event.
The existing storm pond A has a concrete outlet structure that has an orifice limiting
the pond discharge to 2.9 cfs.The existing storm pond C has a concrete outlet structure
that has a slotted weir limiting the pond discharge to 4.90 cfs.
An existing basin was not created for parking lot I. Parking lot I does not currently have
any specific stormwater management facilities and is a gravel parking lot. The
drainage from the gravel parking lot flows from south to north into the existing inlets
in the asphalt parking lot north of the gravel lot and is conveyed west and north around
Drainage Report Page 3 of 12 July 2025
the existing buildings until it ultimately discharges into the existing detention pond
on the southwest corner of Ellis Street and Highland Boulevard (pond C). Within our
design we are going to remove the gravel within the lot and restore the area to its
historical nature with a mixture of native grasses. This will greatly decrease the
amount of runoff that flows north towards Bozeman Health from the gravel parking lot.
However,we assume existingdetention pond C was not increased in capacitywhen the
gravel lot was developed since it was intended to be temporary.Therefore, we have not
accounted for a reduction in detention pond C volume to be conservative
B. Post-Development Basins
For the following sections, please refer to Appendix A - Exhibit C and Exhibit D of this
report, which graphically shows and labels the on-site watersheds. No percolation
rates have been included in the required detention and retention storage volume
calculations to be conservative. Storage volume calculations used the 10-year, 2-hour
design storm frequency for rainfall data. The 100-year storm was also evaluated for
each drainage basin, see Appendix B.
Basin 1
Basin 1 has 2,743 ftz of landscape area and 9,317 ftz of asphalt/concrete area. Runoff
within Basin 1 sheet flows in the proposed parking lot. Runoff then flows through curb
cuts within the parking islands and then flows through a rock mulch swale. Runoff
then flows into a landscape inlet before it is transported through a series of pipes and
manholes to an underground chamber system located within the parking lot. Basin 1
has a peak flow of 0.82 cfs and a water quantity storage of 628 cf for the 10-year storm.
Basin 2
Basin 2 has 17,048 ftz of landscape area and 40,290 ftz of asphalt/concrete area. Runoff
within Basin 2 sheet flows in the proposed parking lot. Runoff then flows though curb
cuts within the parking islands and then flows through a rock mulch swale. Runoff
then flows into a landscape inlet before it is transported through a series of pipes and
manholes to an underground chamber system located within the parking lot. Basin 2
has a peak flow of 3.63 cfs and a water quantity storage of 2,767 cf for the 10-year storm.
Basin 3
Basin 3 has 8,567 ftz of landscape area and 24,766 ft2 of asphalt/concrete area. Runoff
within Basin 3 sheet flows in the proposed parking lot. Runoff then flows through curb
cuts within the parking islands and then flows through a rock mulch swale. Runoff
then flows into a landscape inlet before it is transported through a series of pipes and
Drainage Report Page 4 of 12 July 2025
manholes to an underground chamber system located within the parking lot. Basin 3
has a peak flow of 2.20 cfs and a water quantity storage of 1,682 cf for the 10-year storm.
Basin 4
Basin 4 has 18,253 ftz of landscape area and 41,006 ftz of asphalt/concrete area. Runoff
within Basin 4 sheet flows in the maintenance yard towards a sag inlet. Runoff is then
transported through a storm pipe to the expanded storm pond A. Basin 4 has a peak
flow of 3.70 cfs and a water quantity storage of 391 cf for the 10-year storm.
Basin 5
Basin 5 has 461 ftz of landscape area and 19,461 ftz of asphalt/concrete area. Runoff
within Basin 5 sheet flows from south to north in the parking lot. Runoff then flows in
a gutter alongthe retainingwall where it is then captured by a sag inlet. Runoff then is
transported by a series of pipes and manholes to the expanded storm pond C. Basin 5
has a peak flow of 1.65 cfs for the 10-year storm.
Basin 6
Basin 6 has 1,200 ft2 of landscape area and 2,579 ft2 of asphalt/concrete area. Runoff
within Basin 6 sheet flows out of the parking lot and then flows north along the one-
way service drive that connects to Ellis Street. It then flows through an on-grade inlet
that releases water into a bio-retention swale that leads to the expanded storm pond
C. Basin 6 has a peak flow of 0.14 cfs for the 10-year storm.
Basin 7
Basin 7 has 681 ft2 of landscape area and 16,370 ftz of asphalt/concrete area. Runoff
within Basin 7 sheet flows to the north across the expanded parking lot. Runoff then
flows in a gutterwhere it is then captured by a sag inlet. Runoff then is transported by
a series of pipes and manholes to the expanded storm pond C. Basin 7 has a peak flow
of 1.39 cfs for the 10-year storm.
Basin 8
Basin 8 has 882 ft2 of landscape area and 15,779 ft2 of asphalt/concrete area. Runoff
within Basin 8 sheet flows to the north across the expanded parking lot. Runoff then
flows in a gutterwhere it is then captured by a sag inlet. Runoff then is transported by
a series of pipes and manholes to the expanded storm pond C. Basin 8 has a peak flow
of 1.34 cfs for the 10-year storm.
Drainage Report Page 5 of 12 July 2025
Basin 9
Basin 9 has 823 ft2 of landscape area and 10,974 ftz of asphalt/concrete area. Runoff
within Basin 9 sheet flows to the north across the expanded parking lot. Runoff then
flows in a gutterwhere it is then captured by a sag inlet. Runoff then is transported by
a series of pipes and manholes to the expanded storm pond C. Basin 9 has a peak flow
of 0.94 cfs and for the 10-year storm.
Basin 10
Basin 10 has 1,025 ft2 of landscape area and 5,727 ft2 of asphalt/concrete area. Runoff
within Basin 10 sheet flows to the north across the expanded parking lot. Runoff then
flows in a gutterwhere it is then captured by a sag inlet. Runoff then is transported by
a series of pipes and manholes to the expanded storm pond C. Basin 10 has a peak flow
of 0.50 cfs for the 10-year storm.
Basin 11
Basin 11 has 0 ftz of landscape area and 8,791 ftz of asphalt/concrete area. Runoff within
Basin 11 sheet flows to the north across the expanded parking lot. Runoff then flows in
a gutterwhere it is then captured by a sag inlet. Runoff then is transported by a series
of pipes and manholes to the expanded storm pond C. Basin 11 has a peak flow of 0.74
cfs for the 10-year storm.
REQUIRED STORAGE VOLUME CALCULATIONS
ADS Chamber System
Basins 1, 2 and 3 are completely retained by the proposed ADS Chamber system for the
10-year 2-hour storm event. The three basins have a combined total area of 102,731 ftz
(2.36 acres) and have a runoff coefficient of 0.73, and a required water quantity storage
of 5,076 ft3.The ADS chamber system has a total retention volume of 5,125 ft3, making
the storm system adequate to meet the storage requirements.
V = 7,200XCXIxA
Where:
C=0.73; i=0.41; A=2.36 acres
Required Volume=5,076 ft3
Drainage Report Page 6 of 12 July 2025
Detention Storm Pond A
Basin 4 is in the middle of Existing Basin B. Basin 4 changes part of Existing Basin B
from gravel to hardscape. Storm pond A will keep its original grading. The required
water quantity storage will be increased by removing the existing structure and
replacing it with a new structure that has an increased rim elevation. Water quality
volume will be used in design as it is greater than the water quantity volume. Basin 4
requires a waterquality storage of 1,661 cf. Existing Basin B had a waterquality storage
of 102 cf, the site development has resulted in an increased need of 1,559 cf for pond A.
Pond A will be expanded to have a storage capacity of at least 1,661 cf.
The expanded storm pond A will remove the existing structure and have a new
structure placed. The structure will have a limited discharge of 2.4 cfs through an
orifice. The proposed orifice was raised from the existing structure orifice to maintain
the water quality volume below the orifice and maintain a discharge rate that is less
than the pre-development discharge rate.
WQV = ((P)(Rv)(A))/12
Where:
P=0.5; Rv=0.67; A=1.36 acres
Requ i red Volu me=1,661 ft3
Expanded Storm Pond C
Basins 5, 6, 7, 8, 9, 10, and 11 are all detained by the expanded storm pond C for the 10-
year storm event. The existing storm pond C has an existing water quality storage
capacity of 164 cf. Storm Pond C will be expanded by the required storage of the basins
for the 10-year 2-hour storm event. Basins 5, 6, 7, 8, 9, 10, and 11 have a combined area
of 84,314 ftz (1.94 acres) and a runoff coefficient of 0.89 and a water quality storage of
3,112 cf. Existing Basin C had a water quality storage of 164 cf,the site development has
resulted in an increased need of 2,948 cf. Pond C will be expanded by 2,948 cf to have
a total storage capacity of at least 3,112 cf. Water quality storage was used as it was
greater than the water quantity storage volume.
The expanded storm pond C will keep the existing outlet structure and has a limited
discharge of 2.5 cfs through the slotted weir. The slotted weir has its invert raised to
an elevation of 4863.50 to keep the discharge less than the pre-development discharge
and have storage capacity for the new water quality volume.
WQV = ((P)(Rv)(A))/12
Where:
P=0.5; Rv=0.89; A=1.94 acres
Drainage Report Page 7 of 12 July 2025
Required Volume=3,112 ft3
HYDRAULICS
Storm Inlets and Storm Drains
All storm drainage pipes were sized to handle peakflow resultingfrom the minorstorm
event with a minimum slope to maintain a full-flow velocity of at least 2.5 feet per
second while limiting the full flow velocity to a maximum of 12 feet per second. The
Federal Highway Administration (FHWA) Hydraulic Toolbox Software Version 5.3.0 and
Bentley FlowMaster softwares were used to determine pipe sizing for the full flow
capacity of the pipes.
Inlets were sized to handle the peak flow resulting from the minor storm event. Flow
intercepted by drainage inlets were determined using Federal Highway Administration
(FHWA) Hydraulic Toolbox Software Version 5.3.0 and Bentley FlowMaster. All proposed
inlets located in sag conditions were sized assuming a 50% clogging factor, while
inlets on-grade assumed a 25% clogging factor.
Forfurther information on storm drain and inlet capacity calculation, see Appendix C.
Water Quality
The City of Bozeman has a 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
detaining or retaining all runoff on-site in the two above ground detention ponds and
the underground retention facility. In addition to the storage provided in the detention
and retention ponds, sumps will be installed in the storm drain inlets priorto outflow,
providingtreatment beforewater infiltrates into theground. Stormwaterdetention and
retention systems need to be maintained, perthe recommendations in the Operations
and Maintenance Manual, see Appendix D.
A. Calculations
WQV = ((P x Rv x A) / 12) x 43,560
Where:
WQV=Water Quality volume
P=WaterQuality Rainfall Depth, inches (0.5-inches)
Rv=The Unitless Runoff Coefficient, Rv=0.5+0.9(I)
1=the percent impervious cover draining to the facility
A=total site area draining to the structure
Drainage Report Page 8 of 12 July 2025
ADS Chamber System
Water Quality Volume = 0.5in x 0.70 x 2.36ac x (1ft/12in) x 43,560ft/ac = 3,003 cf
Drawdown time = 3,003 cf / 2,255 sf storage area / .28 ft/hr = 4.8 hours
The storage area of the ADS Chamber System is 2,255 sf which will draw down the 3,003
cf of water quality volume in 4.8 hours using the infiltration rate of 0.28 ft/hr.The ADS
Chamber System is located within TP-2 from DOWL Geotechnical Report, see Appendix
E. The chamber system will tie into poorly graded gravel. From USCS the minimum
infiltration rate is 6.8 inches/hourforthis soil type,to be conservative a factorof safety
of 2 was applied.
Pond A
Water Quality Volume = 0.5in x 0.67 x 1.36ac x (1ft/12in) x 43,560ft/ac = 1,661 cf
Drawdown time = 1,661 cf / 1,724 sf storage area / .02 ft/hr = 48.2 hours
Pond A has an area of 1,724 sf which will draw down the 1,661 cf of water quality volume
in 48.2 hours using the infiltration rate of 0.02 ft/hr. The soil under the pond was
assumed to be poorly graded gravel. From USCS the minimum infiltration rate is 0.50
inches/hour for this soil type, to be conservative a factor of safety of 2 was applied.
Expanded Pond C
Water Quality Volume = 0.5in x 0.89 x 1.94ac x (1ft/12in) x 43,560ft/ac = 3,112 cf
Drawdown time = 3,112 cf / 19,858 sf storage area / .02 ft/hr = 7.8 hours
The expanded pond C has an area of 19,858 sf which will draw down the 3,112 cf quality
volume in 7.8 hours usingthe infiltration rate of 0.02 ft/hr.The soil underthe pond was
assumed to be poorly graded gravel. From USCS the minimum infiltration rate is 0.50
inches/hour for this soil type, to be conservative a factor of safety of 2 was applied.
OUTLET STRUCTURES
There is an existing weir outlet structure located in the northeast corner of storm pond
C. The weir controls flow from Bozeman Health into the City of Bozeman storm drain
located within Ellis Street.
The existing slotted weirwas defined with the following equation:
h = Head Water Depth ft
Cw = Discharge Coefficient
Drainage Report Page 9 of 12 July 2025
L = Length of Weir
Q = Flow cfs
Q = CwxLxh1�5
4.9 cfs = 3.33 x 0.33 ft x (2.7 ft)'S
The proposed slotted weirwas defined with the following equation:
H= Head Water Depth ft
Cw = Discharge Coefficient
L = Length of Weir
Q = Flow cfs
Q = CwxLxh1�5
2.5 cfs = 3.33 x .33 ft x (1.7)1�5
The proposed ADS Storm Chamber System will have an overflow pipe that connects to
the existing Bozeman Health storm drain infrastructure. The pipe has been sized to
limit the flow to the 100-year peak flow from Existing Basin A, 4.28 cfs.
The cross-sectional average velocity was defined with the following equation:
Q = (k/n) x Rh2�3 x S'�2 x A
Q = volumetric flow rate cfs
K = unit conversion factor 1.4859
n = Manning roughness coefficient
Rh = hydraulic radius
S = pipe slope
A = cross-sectional flow area ft2
4.26 cfs = (1.4859/.015) x (0.363 ft)2�3 x .005'�2 x 1.194 ft2
There is an existing orifice outlet structure located in the north corner of the storm
pond A. The outlet controls flow from Bozeman Health into its private storm drain
system.
Drainage Report Page 10 of 12 July 2025
The existing orifice was defined with the following equation:
Q = cxax (2xgxh)0.5
Q = flow cfs
C = discharge coefficient
A = open area ft2
g = gravity constant
h = head water depth ft
2.9cfs = 0.6x .35x (2x32.2x3)�5
The proposed orifice was defined with the following equation:
Q = cxax (2xgxh)0.5
Q = flow cfs
C = discharge coefficient
A = open area ftz
g = gravity constant
h = head water depth ft
2.4cfs = 0.6x .35x (2x32.2x2.1)5
CONCLUSION
All runoff from the new hardscape and landscape areas being constructed will be
captured and detained orretained on-site.Therearetwoaboveground detention ponds
that will be expanded from existing conditions to capture the additional stormwater
capacity from the new hardscape areas. There is one underground retention system
designed for the development of the parking lot expansion E.The retention system has
been designed to completely store the minor storm event with no outflow.
There are two planned outlet structures, and one existing structure planned for this
project. During the large storm event, the underground retention system will overflow.
This will then cause runoff to flow into the existing Bozeman Health storm facilities
via a 15" overflow pipe limited to the 100-year pre-development peak flow. In the case
runoff overtops the existing facilities runoff will backflow into the rock mulch swales
located within the parking islands of Lot E. There is a proposed outlet structure for
storm pond A. There is an existing outlet structure located within storm pond C. The
outlet structure will be modified to maintain the water quality volume within the
project. The outlet structure located within pond A will control flow in the case of the
large storm event and releases water into the private Bozeman Health storm drain
Drainage Report Page 11 of 12 July 2025
system. The pond C outlet will control flow in the case of the large storm event and
releases runoff into the City of Bozeman storm system located within Ellis Street. In
the case of the large storm event no runoff will impact the existing Bozeman Health
Structu res.
APPENDICES
Appendix A - Stormwater Basins
Appendix B - Hydrology Calculations
Appendix C - Hydraulic Calculations
Appendix D - O&M Plan
Appendix E - DOWL Geotechnical Report
Appendix F - Groundwater Monitoring Data from 2024
Drainage Report Page 12 of 12 July 2025
BOZEMAN HEALTH CAMPUS PHASE 1 DESIGN
Project # 17095.13
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17095_13_PRO_STORM_BASINS.DWG 17095.13 03/11/2025 DME
EXHIBIT D
POST—DEVELOPMENT BASINS — PROPOSED LOT A
WITHIN
BOZEMAN HEALTH CAMPUS
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PREPARED FOR : CITY OF BOZEMAN MARCH, 2025
50 0 50 100
PREPARED BY : I BOZEMAN, MONTANA
� SCALE:1"=100'
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� BASINS CONTRIBUTING TO EXPANDED STORM POND C
17095_13_PRO_STORM_BASINS.DWG 17095.13 03/11/2025 DME
BOZEMAN HEALTH CAMPUS PHASE 1 DESIGN
Project # 17095.13
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EXISTING BASIN A (10-YR)
RUNOFF CALCULATIONS
Input parameters in light blue
Total Required Storage: 10 year design storm
Runoff Calculation C'x
Surface T e Area z Area Frequency
yp (ft ) (q�res) Coefficient Factor (�f) C x Cf Value(C') =(c A
(C)* x Cf)<or=1 (ACr
Gravel 11,706 0•27 0.80 1.00 0.80 0.80 0.2
Asphalt/Concrete 71 0.00 0.95 1.00 0.95 0.95 0
Landscape 100,237 2.30 0.15 1.00 0.15 0.15 0.3
Add other category as needed
Totals 112,014 2.57 0.56
*Input values for Runoff Coefficients(C)from'Runoff Coefficients'tab
Percolation Discharge Rate:
Infiltration Area Rate Discharge Measured Perc.Rate Allowable*
Length(ft) Width(ft) (in/hr) (cfs) min/inch in/hr in/hr
0 0 0 2.900 0 0 0
*Equals 50%of ineasured
Tota I
Total Quantity Total Quantity Total Quantity Total Quantity
Quantity
Rainfall Rainfall Runoff Volume Discharge Volume Site Detention Peak Flow
Duration,t Intensity,I =Cwd x SA�x i x t =C�X t =Runoff Volume-Discharge Volume =C*I*A
(min) (in/hr) (ft3) (ft3) (ft3) (ft3/sec)
0 0.00 0.00 0.00 0.00 0.00
5 3.87 652.15 870.00 ----- 2.17
10 2.83 953.79 1740.00 ----- 1.59
15 2.29 1157.69 2610.00 ----- 1.29
20 1.84 1240.26 3480.00 ----- 1.03
25 1.56 1314.40 4350.00 ----- 0.88
30 1.38 1395.29 5220.00 ----- 0.78
35 1.22 1439.10 6090.00 ----- 0.69
40 1.09 1469.44 6960.00 ----- 0.61
45 1.00 1516.62 7830.00 ----- 0.56
50 0.91 1533.47 8700.00 ----- 0.51
55 0.84 1557.06 9570.00 ----- 0.47
60 0.79 1597.51 10440.00 ----- 0.44
120 0.41 1658.17 20880.00 ----- 0.23
180 0.29 1759.28 31320.00 ----- 0.16
360 0.17 2062.60 62640.00 ----- 0.10
720 0.10 2426.59 125280.00 ----- 0.06
1440 0.07 3445.76 250560.00 ----- 0.04
Water Quantity Storage: - ft3
Peak Flow: 2.17 ft3/s
1/15
Water Quality Storage: where:
WQV=Water Quality Volume,in acre-feet
P=Water Quality Rainfall Depth,inches(0.5-inches)
(P)(R v)(A) Rv=the unitless runoff coefficient,Rv=0.05+0.9(I)
WQV =
12 I=the percent impervious cover draining to the facility,in decimal
A=total site area draining to the structure,in acres
P= 0.5 inches R�= 0.050570204
I= 0.00 A= 2.57 acres
Water Quality Storage: 236 ft3
These are the volumes that Water Quality Storage 236 ft3
must be mltlgated Total Required Storage - ft3
2/15
EXISTING BASIN A (100-YR)
RUNOFF CALCULATIONS
Input parameters in light blue
Total Required Storage: 100 year design storm
Runoff Calculation ,
Surface T e Area z Area Frequency C x A
yp (ft ) Coefficient C x Cf Value C' =c
(Acres) (��* Factor (Cf) X ct)<or=� � (A�res)
Gravel 11,706 0•27 0.80 1.25 1.00 1.00 0.268743
Asphalt/Concrete 71 0.00 0.95 1.25 1.19 1.00 0.001629
Landscape 100,237 2.30 0.15 1.25 0.19 0.19 0.431461
Add other category as needed
Totals 112,014 2.57 0.70
*Input values for Runoff Coefficients(C)from'Runoff Coefficients'tab
Percolation Discharge Rate:
Infiltration Area Rate Discharge Measured Perc.Rate Allowable*
Length(ft) Width(ft) (in/hr) (cfs) min/inch in/hr in/hr
0 0 0 2.900 0 0 0
*Equals 50%of ineasured
Tota I
Total Quantity Total Quantity Total Quantity Total Quantity
Quantity
Rainfall Rainfall Runoff Volume Discharge Volume Site Detention Peak Flow
Duration,t Intensity,I =Cwd x SA�x i x t =C�X t =Runoff Volume-Discharge Volume =C*I*A
(min) (in/hr) (ft3) (ft3) (ft3) (ft3/sec)
0 0.00 0.00 0.00 0.00 0.00
5 6.09 1282.81 870.00 412.81 4.28
10 4.45 1874.71 1740.00 134.71 3.12
15 3.61 2281.25 2610.00 ----- 2.53
20 2.89 2435.02 3480.00 ----- 2.03
25 2.46 2590.89 4350.00 ----- 1.73
30 2.18 2755.19 5220.00 ----- 1.53
35 1.92 2831.02 6090.00 ----- 1.35
40 1.72 2898.43 6960.00 ----- 1.21
45 1.57 2976.37 7830.00 ----- 1.10
50 1.44 3033.24 8700.00 ----- 1.01
55 1.33 3081.69 9570.00 ----- 0.93
60 1.24 3134.35 10440.00 ----- 0.87
120 0.61 3083.79 20880.00 ----- 0.43
180 0.41 3109.07 31320.00 ----- 0.29
360 0.22 3336.57 62640.00 ----- 0.15
720 0.14 4246.54 125280.00 ----- 0.10
1440 0.10 5945.15 250560.00 ----- 0.07
Water Quantity Storage: ----- ft3
Peak Flow: 4.28 ft3/s
3/15
Water Cl�l�tora�r�)�R�')�A) where:
12 WQV=Water Quality Volume,in acre-feet
P=Water Quality Rainfall Depth,inches(0.5-inches)
Rv=the unitless runoff coefficient,Rv=0.05+0.9(I)
I=the percent impervious cover draining to the facility,in decimal
A=total site area draining to the structure,in acres
P= 0.5 inches R�= 0.050570204
I= 0.00 A= 2.57 acres
Water Quality Storage: 236 ft3
These are the volumes that Water Quality storage 236 ft3
must be mltlgated Total Required Storage ----- ft3
4/15
EXISTING BASIN B (10-YR)
RUNOFF CALCULATIONS
Input parameters in light blue
Total Required Storage: 10 year design storm
Runoff Calculation ,
Surface T e Area z Area Frequency C x A
yp (ft ) Coefficient C x Cf Value C' =c
(Acres) (��* Factor (Cf) X ct)<or=� � (A�res)
Gravel 22,942 0.53 0.80 1.00 0.80 0.80 0.421342
Asphalt/Concrete - - 0.95 1.00 0.95 0.95 0
Landscape 25,823 0.59 0.15 1.00 0.15 0.15 0.088924
Add other category as needed
Totals 48,766 1.12 0.51
*Input values for Runoff Coefficients(C)from'Runoff Coefficients'tab
Percolation Discharge Rate:
Infiltration Area Rate Discharge Measured Perc.Rate Allowable*
Length(ft) Width(ft) (in/hr) (cfs) min/inch in/hr in/hr
0 0 0 2.900 0 0 0
*Equals 50%of ineasured
Tota I
Total Quantity Total Quantity Total Quantity Total Quantity
Quantity
Rainfall Rainfall Runoff Volume Discharge Volume Site Detention Peak Flow
Duration,t Intensity,I =C„d x SA�x i x t =CI X t =Runoff Volume-Discharge Volume =C*I*A
(min) (in/hr) (ft3) (ft3) (ft3) (ft3/sec)
0 0.00 0.00 0.00 0.00 0.00
5 3.87 592.42 870.00 ----- 1.97
10 2.83 866.43 1740.00 ----- 1.44
15 2.29 1051.66 2610.00 ----- 1.17
20 1.84 1126.67 3480.00 ----- 0.94
25 1.56 1194.02 4350.00 ----- 0.80
30 1.38 1267.50 5220.00 ----- 0.70
35 1.22 1307.30 6090.00 ----- 0.62
40 1.09 1334.85 6960.00 ----- 0.56
45 1.00 1377.72 7830.00 ----- 0.51
50 0.91 1393.02 8700.00 ----- 0.46
55 0.84 1414.46 9570.00 ----- 0.43
60 0.79 1451.20 10440.00 ----- 0.40
120 0.41 1506.30 20880.00 ----- 0.21
180 0.29 1598.15 31320.00 ----- 0.15
360 0.17 1873.69 62640.00 ----- 0.09
720 0.10 2204.35 125280.00 ----- 0.05
1440 0.07 3130.17 250560.00 ----- 0.04
Water Quantity Storage: - ft3
Peak Flow: 1.97 ft3/s
3/13
Water Quality Storage: where:
WQV=Water Quality Volume,in acre-feet
P=Water Quality Rainfall Depth,inches(0.5-inches)
(P)(R v)(A) Rv=the unitless runoff coefficient,Rv=0.05+0.9(I)
W QV =
12 I=the percent impervious cover draining to the facility,in decimal
A=total site area draining to the structure,in acres
P= 0.5 inches R�= 0.05
I= 0.00 A= 1.12 acres
Water Quality Storage: 102 ft3
These are the volumes that Water Quality storage 102 ft3
must be mltlgated Total Required Storage - ft3
4/13
EXISTING BASIN B (100-YR)
RUNOFF CALCULATIONS
Input parameters in light blue
Total Required Storage: 100 year design storm
Runoff Calculation ,
Surface T e Area z Area Frequency C x A
yp (ft ) Coefficient C x Cf Value C' =c
(Acres) (��* Factor (Cf) X ct)<or=� � (A�res)
Gravel 22,942 0.53 0.80 1.25 1.00 1.00 0.526677
Asphalt/Concrete - - 0.95 1.25 1.19 1.00 0
Landscape 25,823 0.59 0.15 1.25 0.19 0.19 0.111155
Add other category as needed
Tota I s 48,766 1.12 0.64
*Input values for Runoff Coefficients(C)from'Runoff Coefficients'tab
Percolation Discharge Rate:
Infiltration Area Rate Discharge Measured Perc.Rate Allowable*
Length(ft) Width(ft) (in/hr) (cfs) min/inch in/hr in/hr
0 0 0 2.900 0 0 0
*Equals 50%of ineasured
Tota I
Total Quantity Total Quantity Total Quantity Total Quantity
Quantity
Rainfall Rainfall Runoff Volume Discharge Volume Site Detention Peak Flow
Duration,t Intensity,I =C„d x SA�x i x t =CI X t =Runoff Volume-Discharge Volume =C*I*A
(min) (in/hr) (ft3) (ft3) (ft3) (ft3/sec)
0 0.00 0.00 0.00 0.00 0.00
5 6.09 1165.32 870.00 295.32 3.88
10 4.45 1703.01 1740.00 ----- 2.84
15 3.61 2072.32 2610.00 ----- 2.30
20 2.89 2212.00 3480.00 ----- 1.84
25 2.46 2353.60 4350.00 ----- 1.57
30 2.18 2502.85 5220.00 ----- 1.39
35 1.92 2571.74 6090.00 ----- 1.22
40 1.72 2632.97 6960.00 ----- 1.10
45 1.57 2703.77 7830.00 ----- 1.00
50 1.44 2755.43 8700.00 ----- 0.92
55 1.33 2799.44 9570.00 ----- 0.85
60 1.24 2847.28 10440.00 ----- 0.79
120 0.61 2801.36 20880.00 ----- 0.39
180 0.41 2824.32 31320.00 ----- 0.26
360 0.22 3030.98 62640.00 ----- 0.14
720 0.14 3857.61 125280.00 ----- 0.09
1440 0.10 5400.65 250560.00 ----- 0.06
Water Quantity Storage: ----- ft3
Peak Flow: 3.88 ft3/s
5/13
Water Quality Storage: where:
WQV=Water Quality Volume,in acre-feet
P=Water Quality Rainfall Depth,inches(0.5-inches)
W V = �P���R=���A� Rv=the unitless runoff coefficient,Rv=0.05+0.9(I)
� 12 I=the percent impervious cover draining to the facility,in decimal
A=total site area draining to the structure,in acres
P= 0.5 inches R�= 0.05
I= 0.00 A= 1.12 acres
Water Quality Storage: 102 ft3
These are the volumes that Water Quality storage 102 ft3
must be mltlgated Total Required Storage ----- ft3
6/13
EXISTING BASIN C (10-YR)
RUNOFF CALCULATIONS
Input parameters in light blue
Total Required Storage: 10 year design storm
Runoff Frequency Calculation ,
Area Area C x A
Surface Type 2 Coefficient Factor C x Cf Value(C') =(c
(ft ) (Acres) ���* ��f) x Cf)<or=1 (A�res)
Gravel 1,320 0.03 0.80 1.00 0.80 0.80 0.024241
Asphalt/Concrete - - 0.95 1.00 0.95 0.95 0
Landscape 77,625 1.78 0.15 1.00 0.15 0.15 0.267303
Add other category as needed
Tota I s 78,945 1.81 0.29
*Input values for Runoff Coefficients(C)from'Runoff Coefficients'tab
Percolation Discharge Rate:
Infiltration Area Rate Discharge Measured Perc.Rate Allowable*
Length(ft) Width(ft) (in/hr) (cfs) min/inch in/hr in/hr
0 0 0 4.900 0 0 0
*Equals 50%of ineasured
Total Total Quantity Total Quantity TOta�
Quantity Quantity Total Quantity
Rainfall Rainfall RunoffVolume DischargeVolume Site Detention Peak Flow
Duration,t Intensity,I =C„d x SA�x i x t =CI X t =Runoff Volume-Discharge Volume =C*I*A
(min) (in/hr) (ft3) (ft3) (ft3) (ft3/sec)
0 0.00 0.00 0.00 0.00 0.00
5 3.87 338.48 1470.00 ----- 1.13
10 2.83 495.04 2940.00 ----- 0.83
15 2.29 600.87 4410.00 ----- 0.67
20 1.84 643.73 5880.00 ----- 0.54
25 1.56 682.21 7350.00 ----- 0.45
30 1.38 724.19 8820.00 ----- 0.40
35 1.22 746.94 10290.00 ----- 0.36
40 1.09 762.68 11760.00 ----- 0.32
45 1.00 787.17 13230.00 ----- 0.29
50 0.91 795.91 14700.00 ----- 0.27
55 0.84 808.16 16170.00 ----- 0.24
60 0.79 829.15 17640.00 ----- 0.23
120 0.41 860.64 35280.00 ----- 0.12
180 0.29 913.12 52920.00 ----- 0.08
360 0.17 1070.55 105840.00 ----- 0.05
720 0.10 1259.47 211680.00 ----- 0.03
1440 0.07 1788.45 423360.00 ----- 0.02
Water Quantity Storage: - ft3
Peak Flow: 1.13 ft3/s
7/13
Water Quality Storage: where:
WQV=Water Quality Volume,in acre-feet
P=Water Quality Rainfall Depth,inches(0.5-inches)
(P)(R v)(A) Rv=the unitless runoff coefficient,Rv=0.05+0.9(I)
WQV =
1.2 I=the percent impervious cover draining to the facility,in decimal
A=total site area draining to the structure,in acres
P= 0.5 inches R�= 0.05
I= 0.00 A= 1.81 acres
Water Quality Storage: 164 ft3
These are the Water Quality Storage 164 ft3
volumes that must be
mltl ated Total Required Storage - ft3
8/13
EXISTING BASIN C (100-YR)
RUNOFF CALCULATIONS
Input parameters in light blue
Total Required Storage: 100 year design storm
Runoff Frequency Calculation ,
Area Area C x A
Surface Type 2 Coefficient Factor C x Cf Value(C') =(c
(ft ) (Acres) ���* ��f) x Cf)<or=1 (A�res)
Gravel 1,320 0.03 0.80 1.25 1.00 1.00 0.030301
Asphalt/Concrete - - 0.95 1.25 1.19 1.00 0
Landscape 77,625 1.78 0.15 1.25 0.19 0.19 0.334129
Add other category as needed
Tota I s 78,945 1.81 0.36
*Input values for Runoff Coefficients(C)from'Runoff Coefficients'tab
Percolation Discharge Rate:
Infiltration Area Rate Discharge Measured Perc.Rate Allowable*
Length(ft) Width(ft) (in/hr) (cfs) min/inch in/hr in/hr
0 0 0 4.900 0 0 0
*Equals 50%of ineasured
Total Total Quantity Total Quantity TOta�
Quantity Quantity Total Quantity
Rainfall Rainfall RunoffVolume DischargeVolume Site Detention Peak Flow
Duration,t Intensity,I =C„d x SA�x i x t =CI X t =Runoff Volume-Discharge Volume =C*I*A
(min) (in/hr) (ft3) (ft3) (ft3) (ft3/sec)
0 0.00 0.00 0.00 0.00 0.00
5 6.09 665.81 1470.00 ----- 2.22
10 4.45 973.03 2940.00 ----- 1.62
15 3.61 1184.03 4410.00 ----- 1.32
20 2.89 1263.84 5880.00 ----- 1.05
25 2.46 1344.75 7350.00 ----- 0.90
30 2.18 1430.02 8820.00 ----- 0.79
35 1.92 1469.38 10290.00 ----- 0.70
40 1.72 1504.37 11760.00 ----- 0.63
45 1.57 1544.82 13230.00 ----- 0.57
50 1.44 1574.34 14700.00 ----- 0.52
55 1.33 1599.48 16170.00 ----- 0.48
60 1.24 1626.81 17640.00 ----- 0.45
120 0.61 1600.58 35280.00 ----- 0.22
180 0.41 1613.69 52920.00 ----- 0.15
36Q �_�'_T��_�,i1�7'�1�77 105840.00 ----- 0.08
7�iiV = .07 211680.00 ----- 0.05
1440 0.10 3085.70 423360.00 ----- 0.04
Water Quantity Storage: - ft3
Peak Flow: 2.22 ft3/s
9/13
Water Quality Storage: where:
WQV=Water Quality Volume,in acre-feet
P=Water Quality Rainfall Depth,inches(0.5-inches)
Rv=the unitless runoff coefficient,Rv=0.05+0.9(I)
I=the percent impervious cover draining to the facility,in decimal
A=total site area draining to the structure,in acres
P= 0.5 inches R�= 0.05
I= 0.00 A= 1.81 acres
Water Quality Storage: 164 ft3
These are the Water Quality Storage 164 ft3
volumes that must be
mltl ated Total Required Storage - ft3
10/13
Basin 1 (10-YR)
RUNOFF CALCULATIONS
Input parameters in light blue
Total Required Storage: 10 year design storm
Runoff Frequency Calculation ,
Area Area C x A
Surface Type 2 Coefficient Factor C x Cf Value(C') =(c
(ft ) (Acres) ���* ��f) x Cf)<or=1 (A�res)
Gravel - - 0.80 1.00 0.80 0.80 0
Asphalt/Concrete 9,317 0.21 0.95 1.00 0.95 0.95 0.203194
Landscape 2,743 0.06 0.15 1.00 0.15 0.15 0.009446
Add other category as needed
Totals 12,060 0.28 0.21
*Input values for Runoff Coefficients(C)from'Runoff Coefficients'tab
Percolation Discharge Rate:
Infiltration Area Rate Discharge Measured Perc.Rate Allowable*
Length(ft) Width(ft) (in/hr) (cfs) min/inch in/hr in/hr
0 0 0 0.000 0 0 0
*Equals 50%of ineasured
Water Quantity Storage: 628 ft3
Peak Flow: 0.82 ft3/s
Water Quality Storage: where:
WQV=Water Quality Volume,in acre-feet
P=Water Quality Rainfall Depth,inches(0.5-inches)
(P}(Ri�)(A)
W QV — Rv=the unitless runoff coefficient,Rv=0.05+0.9(I)
12 I=the percent impervious cover draining to the facility,in decimal
A=total site area draining to the structure,in acres
P= 0.5 inches R�= 0.74529851
I= 0.77 A= 0.28 acres
Water Quality Storage: 375 ft3
These are the Water Quality Storage 375 ft3
volumes that must be
miti ated Total Required Storage 628 ft3
1/39
Basin 1 (100-YR)
RUNOFF CALCULATIONS
Input parameters in light blue
Total Required Storage: 100 year design storm
Runoff Frequency Calculation ,
Area Area C x A
Surface Type 2 Coefficient Factor C x Cf Value(C') =(c
(ft ) (Acres) ���* ��f) x Cf)<or=1 (A�res)
Gravel - - 0.80 1.25 1.00 1.00 0
Asphalt/Concrete 9,317 0.21 0.95 1.25 1.19 1.00 0.213889
Landscape 2,743 0.06 0.15 1.25 0.19 0.19 0.011807
Add other category as needed
Totals 12,060 0.28 0.23
*Input values for Runoff Coefficients(C)from'Runoff Coefficients'tab
Percolation Discharge Rate:
Infiltration Area Rate Discharge Measured Perc.Rate Allowable*
Length(ft) Width(ft) (in/hr) (cfs) min/inch in/hr in/hr
0 0 0 0.000 0 0 0
*Equals 50%of ineasured
Water Quantity Storage: 1,167 ft3
Peak Flow: 1.62 ft3/s
Water Quality Storage: where:
WQV=Water Quality Volume,in acre-feet
P=Water Quality Rainfall Depth,inches(0.5-inches)
(P)(.Ri�)(A)
j,t//�v — Rv=the unitless runoff coefficient,Rv=0.05+0.9(I)
�C —
1 Z I=the percent impervious cover draining to the facility,in decimal
A=total site area draining to the structure,in acres
P= 0.5 inches R�= 0.74529851
I= 0.77 A= 0.28 acres
Water Quality Storage: 375 ft3
These are the Water Quality Storage 375 ft3
volumes that must be
miti ated Total Required Storage 1,167 ft3
2/39
Basin 2 (10-YR)
RUNOFF CALCULATIONS
Input parameters in light blue
Total Required Storage: 10 year design storm
Runoff Frequency Calculation ,
Area Area C x A
Surface Type 2 Coefficient Factor C x Cf Value(C') =(c
(ft ) (Acres) ���* ��f) x Cf)<or=1 (A�res)
Gravel - - 0.80 1.00 0.80 0.80 0
Asphalt/Concrete 40,290 0.92 0.95 1.00 0.95 0.95 0.878685
Landscape 17,048 0.39 0.15 1.00 0.15 0.15 0.058705
Add other category as needed
Totals 57,338 1.32 0.94
*Input values for Runoff Coefficients(C)from'Runoff Coefficients'tab
Percolation Discharge Rate:
Infiltration Area Rate Discharge Measured Perc.Rate Allowable*
Length(ft) Width(ft) (in/hr) (cfs) min/inch in/hr in/hr
0 0 0 0.000 0 0 0
*Equals 50%of ineasured
Water Quantity Storage: 2,767 ft3
Peak Flow: 3.63 ft3/s
Water Quality Storage: where:
WQV=Water Quality Volume,in acre-feet
P=Water Quality Rainfall Depth,inches(0.5-inches)
(P}(Ri�)(A)
W QV — Rv=the unitless runoff coefficient,Rv=0.05+0.9(I)
12 I=the percent impervious cover draining to the facility,in decimal
A=total site area draining to the structure,in acres
P= 0.5 inches R�= 0.68240783
I= 0.70 A= 1.32 acres
Water Quality Storage: 1,630 ft3
These are the Water Quality Storage 1,630 ft3
volumes that must be
miti ated Total Required Storage 2,767 ft3
3/39
Basin 2 (100-YR)
RUNOFF CALCULATIONS
Input parameters in light blue
Total Required Storage: 100 year design storm
Runoff Frequency Calculation ,
Area Area C x A
Surface Type 2 Coefficient Factor C x Cf Value(C') =(c
(ft ) (Acres) ���* ��f) x Cf)<or=1 (A�res)
Gravel - - 0.80 1.25 1.00 1.00 0
Asphalt/Concrete 40,290 0.92 0.95 1.25 1.19 1.00 0.924931
Landscape 17,048 0.39 0.15 1.25 0.19 0.19 0.073382
Add other category as needed
Totals 57,338 1.32 1.00
*Input values for Runoff Coefficients(C)from'Runoff Coefficients'tab
Percolation Discharge Rate:
Infiltration Area Rate Discharge Measured Perc.Rate Allowable*
Length(ft) Width(ft) (in/hr) (cfs) min/inch in/hr in/hr
0 0 0 0.000 0 0 0
*Equals 50%of ineasured
Water Quantity Storage: 5,146 ft3
Peak Flow: 7.14 ft3/s
Water Quality Storage: where:
WQV=Water Quality Volume,in acre-feet
P=Water Quality Rainfall Depth,inches(0.5-inches)
(P)(.Ri�)(A)
j,t//�v — Rv=the unitless runoff coefficient,Rv=0.05+0.9(I)
�C —
1 Z I=the percent impervious cover draining to the facility,in decimal
A=total site area draining to the structure,in acres
P= 0.5 inches R�= 0.68240783
I= 0.70 A= 1.32 acres
Water Quality Storage: 1,630 ft3
These are the Water Quality Storage 1,630 ft3
volumes that must be
miti ated Total Required Storage 5,146 ft3
4/39
Basin 3 (10-YR)
RUNOFF CALCULATIONS
Input parameters in light blue
Total Required Storage: 10 year design storm
Runoff Frequency Calculation ,
Area Area C x A
Surface Type 2 Coefficient Factor C x Cf Value(C') =(c
(ft ) (Acres) ���* ��f) x Cf)<or=1 (A�res)
Gravel - - 0.80 1.00 0.80 0.80 0
Asphalt/Concrete 24,766 0.57 0.95 1.00 0.95 0.95 0.540122
Landscape 8,567 0.20 0.15 1.00 0.15 0.15 0.029501
Add other category as needed
Totals 33,333 0.77 0.57
*Input values for Runoff Coefficients(C)from'Runoff Coefficients'tab
Percolation Discharge Rate:
Infiltration Area Rate Discharge Measured Perc.Rate Allowable*
Length(ft) Width(ft) (in/hr) (cfs) min/inch in/hr in/hr
0 0 0 0.000 0 0 0
*Equals 50%of ineasured
Water Quantity Storage: 1,682 ft3
Peak Flow: 2.20 ft3/s
Water Quality Storage: where:
WQV=Water Quality Volume,in acre-feet
P=Water Quality Rainfall Depth,inches(0.5-inches)
(P)(.Ri�)(A)
j,t//�v — Rv=the unitless runoff coefficient,Rv=0.05+0.9(I)
�C —
1 Z I=the percent impervious cover draining to the facility,in decimal
A=total site area draining to the structure,in acres
P= 0.5 inches R�= 0.71868869
I= 0.74 A= 0.77 acres
Water Quality Storage: 998 ft3
These are the Water Quality Storage 998 ft3
volumes that must be
miti ated Total Required Storage 1,682 ft3
5/39
Basin 3 (100-YR)
RUNOFF CALCULATIONS
Input parameters in light blue
Total Required Storage: 100 year design storm
Runoff Frequency Calculation ,
Area Area C x A
Surface Type 2 Coefficient Factor C x Cf Value(C') =(c
(ft ) (Acres) ���* ��f) x Cf)<or=1 (A�res)
Gravel - - 0.80 1.25 1.00 1.00 0
Asphalt/Concrete 24,766 0.57 0.95 1.25 1.19 1.00 0.568549
Landscape 8,567 0.20 0.15 1.25 0.19 0.19 0.036876
Add other category as needed
Totals 33,333 0.77 0.61
*Input values for Runoff Coefficients(C)from'Runoff Coefficients'tab
Percolation Discharge Rate:
Infiltration Area Rate Discharge Measured Perc.Rate Allowable*
Length(ft) Width(ft) (in/hr) (cfs) min/inch in/hr in/hr
0 0 0 0.000 0 0 0
*Equals 50%of ineasured
Water Quantity Storage: 3,127 ft3
Peak Flow: 4.34 ft3/s
Water Quality Storage: where:
WQV=Water Quality Volume,in acre-feet
P=Water Quality Rainfall Depth,inches(0.5-inches)
(P)(.Ri�)(A)
j,t//�v — Rv=the unitless runoff coefficient,Rv=0.05+0.9(I)
�C —
1 Z I=the percent impervious cover draining to the facility,in decimal
A=total site area draining to the structure,in acres
P= 0.5 inches R�= 0.71868869
I= 0.74 A= 0.77 acres
Water Quality Storage: 998 ft3
These are the Water Quality Storage 998 ft3
volumes that must be
miti ated Total Required Storage 3,127 ft3
6/39
Basin 4 (10-YR)
RUNOFF CALCULATIONS
Input parameters in light blue
Total Required Storage: 10 year design storm
Runoff Calculation ,
Surface T e Area z Area Frequency C x A
yp (ft ) Coefficient C x Cf Value C' =c
(Acres) (��* Factor (Cf) X ct)<or=� � (A�res)
Gravel - - 0.80 1.00 0.80 0.80 0
Asphalt/Concrete 41,006 0.94 0.95 1.00 0.95 0.95 0.8943
Landscape 18,253 0.42 0.15 1.00 0.15 0.15 0.062855
Add other category as needed
Totals 59,259 1.36 0.96
*Input values for Runoff Coefficients(C)from'Runoff Coefficients'tab
Percolation Discharge Rate:
Infiltration Area Rate Discharge Measured Perc.Rate Allowable*
Length(ft) Width(ft) (in/hr) (cfs) min/inch in/hr in/hr
0 0 0 2.400 0 0 0
*Equals 50%of ineasured
Tota I
Total Quantity Total Quantity Total Quantity Total Quantity
Quantity
Rainfall Rainfall Runoff Volume Discharge Volume Site Detention Peak Flow
Duration,t Intensity,I =Cwd x SA�x i x t =C�X t =Runoff Volume-Discharge Volume =C*I*A
(min) (in/hr) (ft3) (ft3) (ft3) (ft3/sec)
0 0.00 0.00 0.00 0.00 0.00
5 3.87 1111.26 720.00 391.26 3.70
10 2.83 1625.25 1440.00 185.25 2.71
15 2.29 1972.70 2160.00 ----- 2.19
20 1.84 2113.40 2880.00 ----- 1.76
25 1.56 2239.74 3600.00 ----- 1.49
30 1.38 2377.57 4320.00 ----- 1.32
35 1.22 2452.23 5040.00 ----- 1.17
40 1.09 2503.92 5760.00 ----- 1.04
45 1.00 2584.32 6480.00 ----- 0.96
50 0.91 2613.03 7200.00 ----- 0.87
55 0.84 2653.23 7920.00 ----- 0.80
60 0.79 2722.15 8640.00 ----- 0.76
120 0.41 2825.52 17280.00 ----- 0.39
180 0.29 2997.81 25920.00 ----- 0.28
360 0.17 3514.67 51840.00 ----- 0.16
720 0.10 4134.91 103680.00 ----- 0.10
1440 0.07 5871.57 207360.00 ----- 0.07
Water Quantity Storage: ----- ft3
Peak Flow: 3.70 ft3/s
7/41
Water Quality St�r �,e,: �� � Where:
���Rv A
j�1QjJ = WQV=Water Quality Volume,in acre-feet
12 P=Water Quality Rainfall Depth,inches(0.5-inches)
Rv=the unitless runoff coefficient,Rv=0.05+0.9(I)
I=the percent impervious cover draining to the facility,in decimal
A=total site area draining to the structure,in acres
P= 0.5 inches R�= 0.67278135
I= 0.69 A= 1.36 acres
Water Quality Storage: 1,661 ft3
These are the volumes that Water Quality storage 1,661 ft3
must be mltlgated Total Required Storage ----- ft3
8/41
Basin 4 (100-YR)
RUNOFF CALCULATIONS
Input parameters in light blue
Total Required Storage: 100 year design storm
Runoff Calculation ,
Surface T e Area z Area Frequency C x A
yp (ft ) Coefficient C x Cf Value C' =c
(Acres) (��* Factor (Cf) X ct)<or=� � (A�res)
Gravel - - 0.80 1.25 1.00 1.00 0
Asphalt/Concrete 41,006 0.94 0.95 1.25 1.19 1.00 0.941368
Landscape 18,253 0.42 0.15 1.25 0.19 0.19 0.078568
Add other category as needed
Totals 59,259 1.36 1.02
*Input values for Runoff Coefficients(C)from'Runoff Coefficients'tab
Percolation Discharge Rate:
Infiltration Area Rate Discharge Measured Perc.Rate Allowable*
Length(ft) Width(ft) (in/hr) (cfs) min/inch in/hr in/hr
0 0 0 2.400 0 0 0
*Equals 50%of ineasured
Tota I
Total Quantity Total Quantity Total Quantity Total Quantity
Quantity
Rainfall Rainfall Runoff Volume Discharge Volume Site Detention Peak Flow
Duration,t Intensity,I =Cwd x SA�x i x t =C�X t =Runoff Volume-Discharge Volume =C*I*A
(min) (in/hr) (ft3) (ft3) (ft3) (ft3/sec)
0 0.00 0.00 0.00 0.00 0.00
5 6.09 2185.90 720.00 1465.90 7.29
10 4.45 3194.50 1440.00 1754.50 5.32
15 3.61 3887.24 2160.00 1727.24 4.32
20 2.89 4149.26 2880.00 1269.26 3.46
25 2.46 4414.88 3600.00 814.88 2.94
30 2.18 4694.84 4320.00 374.84 2.61
35 1.92 4824.06 5040.00 ----- 2.30
40 1.72 4938.92 5760.00 ----- 2.06
45 1.57 5071.72 6480.00 ----- 1.88
50 1.44 5168.63 7200.00 ----- 1.72
55 1.33 5251.19 7920.00 ----- 1.59
60 1.24 5340.92 8640.00 ----- 1.48
120 0.61 5254.78 17280.00 ----- 0.73
180 0.41 5297.85 25920.00 ----- 0.49
360 0.22 5685.50 51840.00 ----- 0.26
720 0.14 7236.09 103680.00 ----- 0.17
1440 0.10 10130.52 207360.00 ----- 0.12
Water Quantity Storage: ----- ft3
Peak Flow: 7.29 ft3/s
9/41
Water Quality Storage: where:
WQV=Water Quality Volume,in acre-feet
P=Water Quality Rainfall Depth,inches(0.5-inches)
(P)(R v)(A)
W/�v = Rv=the unitless runoff coefficient,Rv=0.05+0.9(I)
a�
12 I=the percent impervious cover draining to the facility,in decimal
A=total site area draining to the structure,in acres
P= 0.5 inches R�= 0.67278135
I= 0.69 A= 1.36 acres
Water Quality Storage: 1,661 ft3
These are the volumes that Water Quality storage 1,661 ft3
must be mltlgated Total Required Storage ----- ft3
10/41
Basin 5 (10-YR)
RUNOFF CALCULATIONS
Input parameters in light blue
Total Required Storage: 10 year design storm
Runoff Frequency Calculation ,
Area Area C x A
Surface Type 2 Coefficient Factor C x Cf Value(C') =(c
(ft ) (Acres) ���* ��f) x Cf)<or=1 (A�res)
Gravel - - 0.80 1.00 0.80 0.80 0
Asphalt/Concrete 19,461 0.45 0.95 1.00 0.95 0.95 0.424425
Landscape 461 0.01 0.15 1.00 0.15 0.15 0.001587
Add other category as needed
Totals 19,922 0.46 0.43
*Input values for Runoff Coefficients(C)from'Runoff Coefficients'tab
Percolation Discharge Rate:
Infiltration Area Rate Discharge Measured Perc.Rate Allowable*
Length(ft) Width(ft) (in/hr) (cfs) min/inch in/hr in/hr
0 0 0 4.900 0 0 0
*Equals 50%of ineasured
Total Total Quantity Total Quantit Total
Quantity Y Quantity Total Quantity
Rainfall Rainfall RunoffVolum DischargeVolume Site Detention Peak Flow
Duration,t Intensity,I =C„d x SA�x i x t =CI X t =Runoff Volume-Discharge Volume =C*I*A
(min) (in/hr) (ft3) (ft3) (ft3) (ft3/sec)
0 0.00 0.00 0.00 0.00 0.00
5 3.87 494.60 1470.00 ----- 1.65
10 2.83 723.37 2940.00 ----- 1.21
15 2.29 878.01 4410.00 ----- 0.98
20 1.84 940.64 5880.00 ----- 0.78
25 1.56 996.87 7350.00 ----- 0.66
30 1.38 1058.21 8820.00 ----- 0.59
35 1.22 1091.44 10290.00 ----- 0.52
40 1.09 1114.45 11760.00 ----- 0.46
45 1.00 1150.23 13230.00 ----- 0.43
50 0.91 1163.01 14700.00 ----- 0.39
55 0.84 1180.91 16170.00 ----- 0.36
60 0.79 1211.58 17640.00 ----- 0.34
120 0.41 1257.59 35280.00 ----- 0.17
180 0.29 1334.27 52920.00 ----- 0.12
360 0.17 1564.32 105840.00 ----- 0.07
720 0.10 1840.37 211680.00 ----- 0.04
1440 0.07 2613.33 423360.00 ----- 0.03
Water Quantity Storage: - ft3
Peak Flow: 1.65 ft3/s
9/39
Water Quality Storage: where:
WQV=Water Quality Volume,in acre-feet
P=Water Quality Rainfall Depth,inches(0.5-inches)
(P)(Rv)(A)
W Qv = Rv=the unitless runoff coefficient,Rv=0.05+0.9(I)
12 I=the percent impervious cover draining to the facility,in decimal
A=total site area draining to the structure,in acres
P= 0.5 inches R�= 0.92917378
I= 0.98 A= 0.46 acres
Water Quality Storage: 771 ft3
These are the Water Quality Storage 771 ft3
volumes that must be
mltl ated Total Required Storage - ft3
10/39
Basin 5 (100-YR)
RUNOFF CALCULATIONS
Input parameters in light blue
Total Required Storage: 100 year design storm
Runoff Frequency Calculation ,
Area Area C x A
Surface Type 2 Coefficient Factor C x Cf Value(C') =(c
(ft ) (Acres) ���* ��f) x Cf)<or=1 (A�res)
Gravel - - 0.80 1.25 1.00 1.00 0
Asphalt/Concrete 19,461 0.45 0.95 1.25 1.19 1.00 0.446763
Landscape 461 0.01 0.15 1.25 0.19 0.19 0.001984
Add other category as needed
Totals 19,922 0.46 0.45
*Input values for Runoff Coefficients(C)from'Runoff Coefficients'tab
Percolation Discharge Rate:
Infiltration Area Rate Discharge Measured Perc.Rate Allowable*
Length(ft) Width(ft) (in/hr) (cfs) min/inch in/hr in/hr
0 0 0 4.900 0 0 0
*Equals 50%of ineasured
Total rotal c2uantity Total Quantit Total
Quantity Y Quantity Total Quantity
Rainfall Rainfall RunoffVolume DischargeVolume Site Detention Peak Flow
Duration,t Intensity,I =C„d x SA�x i x t =CI X t =Runoff Volume-Discharge Volume =C*I*A
(min) (in/hr) (ft3) (ft3) (ft3) (ft3/sec)
0 0.00 0.00 0.00 0.00 0.00
5 6.09 835.57 1470.00 ----- 2.79
10 4.45 1221.11 2940.00 ----- 2.04
15 3.61 1485.92 4410.00 ----- 1.65
20 2.89 1586.08 5880.00 ----- 1.32
25 2.46 1687.61 7350.00 ----- 1.13
30 2.18 1794.63 8820.00 ----- 1.00
35 1.92 1844.02 10290.00 ----- 0.88
40 1.72 1887.93 11760.00 ----- 0.79
45 1.57 1938.69 13230.00 ----- 0.72
50 1.44 1975.74 14700.00 ----- 0.66
55 1.33 2007.29 16170.00 ----- 0.61
60 1.24 2041.59 17640.00 ----- 0.57
120 0.61 2008.66 35280.00 ----- 0.28
180 0.41 2025.13 52920.00 ----- 0.19
360 0.22 2173.31 105840.00 ----- 0.10
720 0.14 2766.03 211680.00 ----- 0.06
1440 0.10 3872.44 423360.00 ----- 0.04
Water Quantity Storage: - ft3
Peak Flow: 2.79 ft3/s
11/39
Water Quality Storage: where:
WQV=Water Quality Volume,in acre-feet
P=Water Quality Rainfall Depth,inches(0.5-inches)
(P)(Rv)(A)
W Qv = Rv=the unitless runoff coefficient,Rv=0.05+0.9(I)
12 I=the percent impervious cover draining to the facility,in decimal
A=total site area draining to the structure,in acres
P= 0.5 inches R�= 0.92917378
I= 0.98 A= 0.46 acres
Water Quality Storage: 771 ft3
These are the Water Quality Storage 771 ft3
volumes that must be
mltl ated Total Required Storage - ft3
12/39
Basin 6 (10-YR)
RUNOFF CALCULATIONS
Input parameters in light blue
Total Required Storage: 10 year design storm
Runoff Frequency Calculation ,
Area Area C x A
Surface Type 2 Coefficient Factor C x Cf Value(C') =(c
(ft ) (Acres) ���* ��f) x Cf)<or=1 (A�res)
Gravel - - 0.80 1.00 0.80 0.80 0
Asphalt/Concrete 1,200 0.03 0.95 1.00 0.95 0.95 0.026171
Landscape 2,579 0.06 0.15 1.00 0.15 0.15 0.008881
Add other category as needed
Totals 3,779 0.09 0.04
*Input values for Runoff Coefficients(C)from'Runoff Coefficients'tab
Percolation Discharge Rate:
Infiltration Area Rate Discharge Measured Perc.Rate Allowable*
Length(ft) Width(ft) (in/hr) (cfs) min/inch in/hr in/hr
0 0 0 4.900 0 0 0
*Equals 50%of ineasured
Tota I
Total Quantity Total Quantity Total Quantity Total Quantity
Quantity
Rainfall Rainfall RunoffVolume DischargeVolume Site Detention Peak Flow
Duration,t Intensity,I =C„d x SA�x i x t =CI X t =Runoff Volume-Discharge Volume =C*I*A
(min) (in/hr) (ft3) (ft3) (ft3) (ft3/sec)
0 0.00 0.00 0.00 0.00 0.00
5 3.87 40.69 1470.00 ----- 0.14
10 2.83 59.52 2940.00 ----- 0.10
15 2.29 72.24 4410.00 ----- 0.08
20 1.84 77.39 5880.00 ----- 0.06
25 1.56 82.02 7350.00 ----- 0.05
30 1.38 87.07 8820.00 ----- 0.05
35 1.22 89.80 10290.00 ----- 0.04
40 1.09 91.70 11760.00 ----- 0.04
45 1.00 94.64 13230.00 ----- 0.04
50 0.91 95.69 14700.00 ----- 0.03
55 0.84 97.16 16170.00 ----- 0.03
60 0.79 99.69 17640.00 ----- 0.03
120 0.41 103.47 35280.00 ----- 0.01
180 0.29 109.78 52920.00 ----- 0.01
360 0.17 128.71 105840.00 ----- 0.01
720 0.10 151.42 211680.00 ----- 0.00
1440 0.07 215.02 423360.00 ----- 0.00
Water Quantity Storage: - ft3
Peak Flow: 0.14 ft3/s
13/39
Water Quality Storage: where:
WQV=Water Quality Volume,in acre-feet
P=Water Quality Rainfall Depth,inches(0.5-inches)
(P)(Rv)(A)
W Qv = Rv=the unitless runoff coefficient,Rv=0.05+0.9(I)
12 I=the percent impervious cover draining to the facility,in decimal
A=total site area draining to the structure,in acres
P= 0.5 inches R�= 0.33578989
I= 0.32 A= 0.09 acres
Water Quality Storage: 53 ft3
These are the Water Quality Storage 53 ft3
volumes that must be
mltl ated Total Required Storage - ft3
14/39
Basin 6 (100-YR)
RUNOFF CALCULATIONS
Input parameters in light blue
Total Required Storage: 100 year design storm
Runoff Frequency Calculation ,
Area Area C x A
Surface Type 2 Coefficient Factor C x Cf Value(C') =(c
(ft ) (Acres) ���* ��f) x Cf)<or=1 (A�res)
Gravel - - 0.80 1.25 1.00 1.00 0
Asphalt/Concrete 1,200 0.03 0.95 1.25 1.19 1.00 0.027548
Landscape 2,579 0.06 0.15 1.25 0.19 0.19 0.011101
Add other category as needed
Totals 3,779 0.09 0.04
*Input values for Runoff Coefficients(C)from'Runoff Coefficients'tab
Percolation Discharge Rate:
Infiltration Area Rate Discharge Measured Perc.Rate Allowable*
Length(ft) Width(ft) (in/hr) (cfs) min/inch in/hr in/hr
0 0 0 4.900 0 0 0
*Equals 50%of ineasured
Tota I
Total Quantity Total Quantity Total Quantity Total Quantity
Quantity
Rainfall Rainfall RunoffVolume DischargeVolume Site Detention Peak Flow
Duration,t Intensity,I =C„d x SA�x i x t =CI X t =Runoff Volume-Discharge Volume =C*I*A
(min) (in/hr) (ft3) (ft3) (ft3) (ft3/sec)
0 0.00 0.00 0.00 0.00 0.00
5 6.09 80.05 1470.00 ----- 0.27
10 4.45 116.98 2940.00 ----- 0.19
15 3.61 142.35 4410.00 ----- 0.16
20 2.89 151.95 5880.00 ----- 0.13
25 2.46 161.68 7350.00 ----- 0.11
30 2.18 171.93 8820.00 ----- 0.10
35 1.92 176.66 10290.00 ----- 0.08
40 1.72 180.87 11760.00 ----- 0.08
45 1.57 185.73 13230.00 ----- 0.07
50 1.44 189.28 14700.00 ----- 0.06
55 1.33 192.30 16170.00 ----- 0.06
60 1.24 195.59 17640.00 ----- 0.05
120 0.61 192.43 35280.00 ----- 0.03
180 0.41 194.01 52920.00 ----- 0.02
360 0.22 208.21 105840.00 ----- 0.01
720 0.14 264.99 211680.00 ----- 0.01
1440 0.10 370.99 423360.00 ----- 0.00
Water Quantity Storage: - ft3
Peak Flow: 0.27 ft3/s
15/39
Water Quality Storage: where:
WQV=Water Quality Volume,in acre-feet
P=Water Quality Rainfall Depth,inches(0.5-inches)
(P)(Rv)(A)
W Qv = Rv=the unitless runoff coefficient,Rv=0.05+0.9(I)
12 I=the percent impervious cover draining to the facility,in decimal
A=total site area draining to the structure,in acres
P= 0.5 inches R�= 0.33578989
I= 0.32 A= 0.09 acres
Water Quality Storage: 53 ft3
These are the Water Quality Storage 53 ft3
volumes that must be
mltl ated Total Required Storage - ft3
16/39
Basin 7 (10-YR)
RUNOFF CALCULATIONS
Input parameters in light blue
Total Required Storage: 10 year design storm
Runoff Frequency Calculation ,
Area Area C x A
Surface Type 2 Coefficient Factor C x Cf Value(C') =(c
(ft ) (Acres) ���* ��f) x Cf)<or=1 (A�res)
Gravel - - 0.80 1.00 0.80 0.80 0
Asphalt/Concrete 16,370 0.38 0.95 1.00 0.95 0.95 0.357013
Landscape 681 0.02 0.15 1.00 0.15 0.15 0.002345
Add other category as needed
Totals 17,051 0.39 0.36
*Input values for Runoff Coefficients(C)from'Runoff Coefficients'tab
Percolation Discharge Rate:
Infiltration Area Rate Discharge Measured Perc.Rate Allowable*
Length(ft) Width(ft) (in/hr) (cfs) min/inch in/hr in/hr
0 0 0 4.900 0 0 0
*Equals 50%of ineasured
Total Total Quantity Total Quantity TOta�
Quantity Quantity Total Quantity
Rainfall Rainfall RunoffVolume DischargeVolume Site Detention Peak Flow
Duration,t Intensity,I =C„d x SA�x i x t =CI X t =Runoff Volume-Discharge Volume =C*I*A
(min) (in/hr) (ft3) (ft3) (ft3) (ft3/sec)
0 0.00 0.00 0.00 0.00 0.00
5 3.87 417.22 1470.00 ----- 1.39
10 2.83 610.19 2940.00 ----- 1.02
15 2.29 740.64 4410.00 ----- 0.82
20 1.84 793.46 5880.00 ----- 0.66
25 1.56 840.90 7350.00 ----- 0.56
30 1.38 892.65 8820.00 ----- 0.50
35 1.22 920.68 10290.00 ----- 0.44
40 1.09 940.08 11760.00 ----- 0.39
45 1.00 970.27 13230.00 ----- 0.36
50 0.91 981.05 14700.00 ----- 0.33
55 0.84 996.14 16170.00 ----- 0.30
60 0.79 1022.02 17640.00 ----- 0.28
120 0.41 1060.83 35280.00 ----- 0.15
180 0.29 1125.51 52920.00 ----- 0.10
360 0.17 1319.56 105840.00 ----- 0.06
720 0.10 1552.43 211680.00 ----- 0.04
1440 0.07 2204.45 423360.00 ----- 0.03
Water Quantity Storage: - ft3
Peak Flow: 1.39 ft3/s
17/39
Water Quality Storage: where:
WQV=Water Quality Volume,in acre-feet
P=Water Quality Rainfall Depth,inches(0.5-inches)
(P)(Rv)(A)
W Qv = Rv=the unitless runoff coefficient,Rv=0.05+0.9(I)
12 I=the percent impervious cover draining to the facility,in decimal
A=total site area draining to the structure,in acres
P= 0.5 inches R�= 0.91405489
I= 0.96 A= 0.39 acres
Water Quality Storage: 649 ft3
These are the Water Quality Storage 649 ft3
volumes that must be
mltl ated Total Required Storage - ft3
18/39
Basin 7 (100-YR)
RUNOFF CALCULATIONS
Input parameters in light blue
Total Required Storage: 100 year design storm
Runoff Frequency Calculation ,
Area Area C x A
Surface Type 2 Coefficient Factor C x Cf Value(C') =(c
(ft ) (Acres) ���* ��f) x Cf)<or=1 (A�res)
Gravel - - 0.80 1.25 1.00 1.00 0
Asphalt/Concrete 16,370 0.38 0.95 1.25 1.19 1.00 0.375803
Landscape 681 0.02 0.15 1.25 0.19 0.19 0.002931
Add other category as needed
Totals 17,051 0.39 0.38
*Input values for Runoff Coefficients(C)from'Runoff Coefficients'tab
Percolation Discharge Rate:
Infiltration Area Rate Discharge Measured Perc.Rate Allowable*
Length(ft) Width(ft) (in/hr) (cfs) min/inch in/hr in/hr
0 0 0 4.900 0 0 0
*Equals 50%of ineasured
Total Total Quantity Total Quantity TOta�
Quantity Quantity Total Quantity
Rainfall Rainfall RunoffVolume DischargeVolume Site Detention Peak Flow
Duration,t Intensity,I =C„d x SA�x i x t =CI X t =Runoff Volume-Discharge Volume =C*I*A
(min) (in/hr) (ft3) (ft3) (ft3) (ft3/sec)
0 0.00 0.00 0.00 0.00 0.00
5 6.09 715.16 1470.00 ----- 2.38
10 4.45 1045.14 2940.00 ----- 1.74
15 3.61 1271.78 4410.00 ----- 1.41
20 2.89 1357.50 5880.00 ----- 1.13
25 2.46 1444.40 7350.00 ----- 0.96
30 2.18 1536.00 8820.00 ----- 0.85
35 1.92 1578.27 10290.00 ----- 0.75
40 1.72 1615.85 11760.00 ----- 0.67
45 1.57 1659.30 13230.00 ----- 0.61
50 1.44 1691.01 14700.00 ----- 0.56
55 1.33 1718.02 16170.00 ----- 0.52
60 1.24 1747.38 17640.00 ----- 0.49
120 0.61 1719.19 35280.00 ----- 0.24
180 0.41 1733.28 52920.00 ----- 0.16
360 0.22 1860.11 105840.00 ----- 0.09
720 0.14 2367.41 211680.00 ----- 0.05
1440 0.10 3314.38 423360.00 ----- 0.04
Water Quantity Storage: - ft3
Peak Flow: 2.38 ft3/s
19/39
Water Quality Storage: where:
WQV=Water Quality Volume,in acre-feet
P=Water Quality Rainfall Depth,inches(0.5-inches)
(P)(Rv)(A)
W Qv = Rv=the unitless runoff coefficient,Rv=0.05+0.9(I)
12 I=the percent impervious cover draining to the facility,in decimal
A=total site area draining to the structure,in acres
P= 0.5 inches R�= 0.91405489
I= 0.96 A= 0.39 acres
Water Quality Storage: 649 ft3
These are the Water Quality Storage 649 ft3
volumes that must be
mltl ated Total Required Storage - ft3
20/39
Basin 8 (10-YR)
RUNOFF CALCULATIONS
Input parameters in light blue
Total Required Storage: 10 year design storm
Runoff Frequency Calculation ,
Area Area C x A
Surface Type 2 Coefficient Factor C x Cf Value(C') =(c
(ft ) (Acres) ���* ��f) x Cf)<or=1 (A�res)
Gravel - - 0.80 1.00 0.80 0.80 0
Asphalt/Concrete 15,779 0.36 0.95 1.00 0.95 0.95 0.344124
Landscape 882 0.02 0.15 1.00 0.15 0.15 0.003037
Add other category as needed
Totals 16,661 0.38 0.35
*Input values for Runoff Coefficients(C)from'Runoff Coefficients'tab
Percolation Discharge Rate:
Infiltration Area Rate Discharge Measured Perc.Rate Allowable*
Length(ft) Width(ft) (in/hr) (cfs) min/inch in/hr in/hr
0 0 0 4.900 0 0 0
*Equals 50%of ineasured
Total Total Quantity Total Quantity TOta�
Quantity Quantity Total Quantity
Rainfall Rainfall RunoffVolume DischargeVolume Site Detention Peak Flow
Duration,t Intensity,I =C„d x SA�x i x t =CI X t =Runoff Volume-Discharge Volume =C*I*A
(min) (in/hr) (ft3) (ft3) (ft3) (ft3/sec)
0 0.00 0.00 0.00 0.00 0.00
5 3.87 403.05 1470.00 ----- 1.34
10 2.83 589.48 2940.00 ----- 0.98
15 2.29 715.50 4410.00 ----- 0.79
20 1.84 766.53 5880.00 ----- 0.64
25 1.56 812.36 7350.00 ----- 0.54
30 1.38 862.35 8820.00 ----- 0.48
35 1.22 889.43 10290.00 ----- 0.42
40 1.09 908.17 11760.00 ----- 0.38
45 1.00 937.34 13230.00 ----- 0.35
50 0.91 947.75 14700.00 ----- 0.32
55 0.84 962.33 16170.00 ----- 0.29
60 0.79 987.33 17640.00 ----- 0.27
120 0.41 1024.82 35280.00 ----- 0.14
180 0.29 1087.31 52920.00 ----- 0.10
360 0.17 1274.78 105840.00 ----- 0.06
720 0.10 1499.74 211680.00 ----- 0.03
1440 0.07 2129.63 423360.00 ----- 0.02
Water Quantity Storage: - ft3
Peak Flow: 1.34 ft3/s
21/39
Water Quality Storage: where:
WQV=Water Quality Volume,in acre-feet
P=Water Quality Rainfall Depth,inches(0.5-inches)
(P)(Rv)(A)
W Qv = Rv=the unitless runoff coefficient,Rv=0.05+0.9(I)
12 I=the percent impervious cover draining to the facility,in decimal
A=total site area draining to the structure,in acres
P= 0.5 inches R�= 0.9023558
I= 0.95 A= 0.38 acres
Water Quality Storage: 626 ft3
These are the Water Quality Storage 626 ft3
volumes that must be
mltl ated Total Required Storage - ft3
22/39
Basin 8 (100-YR)
RUNOFF CALCULATIONS
Input parameters in light blue
Total Required Storage: 100 year design storm
Runoff Frequency Calculation ,
Area Area C x A
Surface Type 2 Coefficient Factor C x Cf Value(C') =(c
(ft ) (Acres) ���* ��f) x Cf)<or=1 (A�res)
Gravel - - 0.80 1.25 1.00 1.00 0
Asphalt/Concrete 15,779 0.36 0.95 1.25 1.19 1.00 0.362236
Landscape 882 0.02 0.15 1.25 0.19 0.19 0.003796
Add other category as needed
Totals 16,661 0.38 0.37
*Input values for Runoff Coefficients(C)from'Runoff Coefficients'tab
Percolation Discharge Rate:
Infiltration Area Rate Discharge Measured Perc.Rate Allowable*
Length(ft) Width(ft) (in/hr) (cfs) min/inch in/hr in/hr
0 0 0 4.900 0 0 0
*Equals 50%of ineasured
Total Total Quantity Total Quantity TOta�
Quantity Quantity Total Quantity
Rainfall Rainfall RunoffVolume DischargeVolume Site Detention Peak Flow
Duration,t Intensity,I =C„d x SA�x i x t =CI X t =Runoff Volume-Discharge Volume =C*I*A
(min) (in/hr) (ft3) (ft3) (ft3) (ft3/sec)
0 0.00 0.00 0.00 0.00 0.00
5 6.09 698.80 1470.00 ----- 2.33
10 4.45 1021.23 2940.00 ----- 1.70
15 3.61 1242.69 4410.00 ----- 1.38
20 2.89 1326.45 5880.00 ----- 1.11
25 2.46 1411.37 7350.00 ----- 0.94
30 2.18 1500.87 8820.00 ----- 0.83
35 1.92 1542.18 10290.00 ----- 0.73
40 1.72 1578.89 11760.00 ----- 0.66
45 1.57 1621.35 13230.00 ----- 0.60
50 1.44 1652.33 14700.00 ----- 0.55
55 1.33 1678.72 16170.00 ----- 0.51
60 1.24 1707.41 17640.00 ----- 0.47
120 0.61 1679.87 35280.00 ----- 0.23
180 0.41 1693.64 52920.00 ----- 0.16
360 0.22 1817.56 105840.00 ----- 0.08
720 0.14 2313.26 211680.00 ----- 0.05
1440 0.10 3238.57 423360.00 ----- 0.04
Water Quantity Storage: - ft3
Peak Flow: 2.33 ft3/s
23/39
Water Quality Storage: where:
WQV=Water Quality Volume,in acre-feet
P=Water Quality Rainfall Depth,inches(0.5-inches)
(P)(Rv)(A)
W Qv = Rv=the unitless runoff coefficient,Rv=0.05+0.9(I)
12 I=the percent impervious cover draining to the facility,in decimal
A=total site area draining to the structure,in acres
P= 0.5 inches R�= 0.9023558
I= 0.95 A= 0.38 acres
Water Quality Storage: 626 ft3
These are the Water Quality Storage 626 ft3
volumes that must be
mltl ated Total Required Storage - ft3
24/39
Basin 9 (10-YR)
RUNOFF CALCULATIONS
Input parameters in light blue
Total Required Storage: 10 year design storm
Runoff Frequency Calculation ,
Area Area C x A
Surface Type 2 Coefficient Factor C x Cf Value(C') =(c
(ft ) (Acres) ���* ��f) x Cf)<or=1 (A�res)
Gravel - - 0.80 1.00 0.80 0.80 0
Asphalt/Concrete 10,974 0.25 0.95 1.00 0.95 0.95 0.239332
Landscape 823 0.02 0.15 1.00 0.15 0.15 0.002834
Add other category as needed
Totals 11,797 0.27 0.24
*Input values for Runoff Coefficients(C)from'Runoff Coefficients'tab
Percolation Discharge Rate:
Infiltration Area Rate Discharge Measured Perc.Rate Allowable*
Length(ft) Width(ft) (in/hr) (cfs) min/inch in/hr in/hr
0 0 0 4.900 0 0 0
*Equals 50%of ineasured
Total Total Quantity Total Quantity TOta�
Quantity Quantity Total Quantity
Rainfall Rainfall RunoffVolume DischargeVolume Site Detention Peak Flow
Duration,t Intensity,I =C„d x SA�x i x t =CI X t =Runoff Volume-Discharge Volume =C*I*A
(min) (in/hr) (ft3) (ft3) (ft3) (ft3/sec)
0 0.00 0.00 0.00 0.00 0.00
5 3.87 281.15 1470.00 ----- 0.94
10 2.83 411.20 2940.00 ----- 0.69
15 2.29 499.10 4410.00 ----- 0.55
20 1.84 534.70 5880.00 ----- 0.45
25 1.56 566.67 7350.00 ----- 0.38
30 1.38 601.54 8820.00 ----- 0.33
35 1.22 620.43 10290.00 ----- 0.30
40 1.09 633.51 11760.00 ----- 0.26
45 1.00 653.85 13230.00 ----- 0.24
50 0.91 661.11 14700.00 ----- 0.22
55 0.84 671.28 16170.00 ----- 0.20
60 0.79 688.72 17640.00 ----- 0.19
120 0.41 714.87 35280.00 ----- 0.10
180 0.29 758.46 52920.00 ----- 0.07
360 0.17 889.23 105840.00 ----- 0.04
720 0.10 1046.16 211680.00 ----- 0.02
1440 0.07 1485.54 423360.00 ----- 0.02
Water Quantity Storage: - ft3
Peak Flow: 0.94 ft3/s
25/39
Water Quality Storage: where:
WQV=Water Quality Volume,in acre-feet
P=Water Quality Rainfall Depth,inches(0.5-inches)
(P)(Rv)(A)
W Qv = Rv=the unitless runoff coefficient,Rv=0.05+0.9(I)
12 I=the percent impervious cover draining to the facility,in decimal
A=total site area draining to the structure,in acres
P= 0.5 inches R�= 0.88721285
I= 0.93 A= 0.27 acres
Water Quality Storage: 436 ft3
These are the Water Quality Storage 436 ft3
volumes that must be
mltl ated Total Required Storage - ft3
26/39
Basin 9 (100-YR)
RUNOFF CALCULATIONS
Input parameters in light blue
Total Required Storage: 100 year design storm
Runoff Frequency Calculation ,
Area Area C x A
Surface Type 2 Coefficient Factor C x Cf Value(C') =(c
(ft ) (Acres) ���* ��f) x Cf)<or=1 (A�res)
Gravel - - 0.80 1.25 1.00 1.00 0
Asphalt/Concrete 10,974 0.25 0.95 1.25 1.19 1.00 0.251928
Landscape 823 0.02 0.15 1.25 0.19 0.19 0.003543
Add other category as needed
Totals 11,797 0.27 0.26
*Input values for Runoff Coefficients(C)from'Runoff Coefficients'tab
Percolation Discharge Rate:
Infiltration Area Rate Discharge Measured Perc.Rate Allowable*
Length(ft) Width(ft) (in/hr) (cfs) min/inch in/hr in/hr
0 0 0 4.900 0 0 0
*Equals 50%of ineasured
Total Total Quantity Total Quantity TOta�
Quantity Quantity Total Quantity
Rainfall Rainfall RunoffVolume DischargeVolume Site Detention Peak Flow
Duration,t Intensity,I =C„d x SA�x i x t =CI X t =Runoff Volume-Discharge Volume =C*I*A
(min) (in/hr) (ft3) (ft3) (ft3) (ft3/sec)
0 0.00 0.00 0.00 0.00 0.00
5 6.09 494.79 1470.00 ----- 1.65
10 4.45 723.09 2940.00 ----- 1.21
15 3.61 879.90 4410.00 ----- 0.98
20 2.89 939.21 5880.00 ----- 0.78
25 2.46 999.33 7350.00 ----- 0.67
30 2.18 1062.70 8820.00 ----- 0.59
35 1.92 1091.95 10290.00 ----- 0.52
40 1.72 1117.95 11760.00 ----- 0.47
45 1.57 1148.01 13230.00 ----- 0.43
50 1.44 1169.95 14700.00 ----- 0.39
55 1.33 1188.64 16170.00 ----- 0.36
60 1.24 1208.95 17640.00 ----- 0.34
120 0.61 1189.45 35280.00 ----- 0.17
180 0.41 1199.20 52920.00 ----- 0.11
360 0.22 1286.95 105840.00 ----- 0.06
720 0.14 1637.93 211680.00 ----- 0.04
1440 0.10 2293.10 423360.00 ----- 0.03
Water Quantity Storage: - ft3
Peak Flow: 1.65 ft3/s
27/39
Water Quality Storage: where:
WQV=Water Quality Volume,in acre-feet
P=Water Quality Rainfall Depth,inches(0.5-inches)
(P)(Rv)(A)
W Qv = Rv=the unitless runoff coefficient,Rv=0.05+0.9(I)
12 I=the percent impervious cover draining to the facility,in decimal
A=total site area draining to the structure,in acres
P= 0.5 inches R�= 0.88721285
I= 0.93 A= 0.27 acres
Water Quality Storage: 436 ft3
These are the Water Quality Storage 436 ft3
volumes that must be
mltl ated Total Required Storage - ft3
28/39
Basin 10 (10-YR)
RUNOFF CALCULATIONS
Input parameters in light blue
Total Required Storage: 10 year design storm
Runoff Frequency Calculation ,
Area Area C x A
Surface Type 2 Coefficient Factor C x Cf Value(C') =(c
(ft ) (Acres) ���* ��f) x Cf)<or=1 (A�res)
Gravel - - 0.80 1.00 0.80 0.80 0
Asphalt/Concrete 5,727 0.13 0.95 1.00 0.95 0.95 0.1249
Landscape 1,025 0.02 0.15 1.00 0.15 0.15 0.00353
Add other category as needed
Totals 6,752 0.16 0.13
*Input values for Runoff Coefficients(C)from'Runoff Coefficients'tab
Percolation Discharge Rate:
Infiltration Area Rate Discharge Measured Perc.Rate Allowable*
Length(ft) Width(ft) (in/hr) (cfs) min/inch in/hr in/hr
0 0 0 4.900 0 0 0
*Equals 50%of ineasured
Total Total Quantity Total Quantity TOta�
Quantity Quantity Total Quantity
Rainfall Rainfall RunoffVolume DischargeVolume Site Detention Peak Flow
Duration,t Intensity,I =C„d x SA�x i x t =CI X t =Runoff Volume-Discharge Volume =C*I*A
(min) (in/hr) (ft3) (ft3) (ft3) (ft3/sec)
0 0.00 0.00 0.00 0.00 0.00
5 3.87 149.11 1470.00 ----- 0.50
10 2.83 218.07 2940.00 ----- 0.36
15 2.29 264.69 4410.00 ----- 0.29
20 1.84 283.57 5880.00 ----- 0.24
25 1.56 300.53 7350.00 ----- 0.20
30 1.38 319.02 8820.00 ----- 0.18
35 1.22 329.04 10290.00 ----- 0.16
40 1.09 335.97 11760.00 ----- 0.14
45 1.00 346.76 13230.00 ----- 0.13
50 0.91 350.61 14700.00 ----- 0.12
55 0.84 356.01 16170.00 ----- 0.11
60 0.79 365.25 17640.00 ----- 0.10
120 0.41 379.12 35280.00 ----- 0.05
180 0.29 402.24 52920.00 ----- 0.04
360 0.17 471.59 105840.00 ----- 0.02
720 0.10 554.82 211680.00 ----- 0.01
1440 0.07 787.84 423360.00 ----- 0.01
Water Quantity Storage: - ft3
Peak Flow: 0.50 ft3/s
29/39
Water Quality Storage: where:
WQV=Water Quality Volume,in acre-feet
P=Water Quality Rainfall Depth,inches(0.5-inches)
(P)(Rv)(A)
W Qv = Rv=the unitless runoff coefficient,Rv=0.05+0.9(I)
12 I=the percent impervious cover draining to the facility,in decimal
A=total site area draining to the structure,in acres
P= 0.5 inches R�= 0.81337382
I= 0.85 A= 0.16 acres
Water Quality Storage: 229 ft3
These are the Water Quality Storage 229 ft3
volumes that must be
mltl ated Total Required Storage - ft3
30/39
Basin 10 (100-YR)
RUNOFF CALCULATIONS
Input parameters in light blue
Total Required Storage: 100 year design storm
Runoff Frequency Calculation ,
Area Area C x A
Surface Type 2 Coefficient Factor C x Cf Value(C') =(c
(ft ) (Acres) ���* ��f) x Cf)<or=1 (A�res)
Gravel - - 0.80 1.25 1.00 1.00 0
Asphalt/Concrete 5,727 0.13 0.95 1.25 1.19 1.00 0.131474
Landscape 1,025 0.02 0.15 1.25 0.19 0.19 0.004412
Add other category as needed
Totals 6,752 0.16 0.14
*Input values for Runoff Coefficients(C)from'Runoff Coefficients'tab
Percolation Discharge Rate:
Infiltration Area Rate Discharge Measured Perc.Rate Allowable*
Length(ft) Width(ft) (in/hr) (cfs) min/inch in/hr in/hr
0 0 0 4.900 0 0 0
*Equals 50%of ineasured
Total Total Quantity Total Quantity TOta�
Quantity Quantity Total Quantity
Rainfall Rainfall RunoffVolume DischargeVolume Site Detention Peak Flow
Duration,t Intensity,I =C„d x SA�x i x t =CI X t =Runoff Volume-Discharge Volume =C*I*A
(min) (in/hr) (ft3) (ft3) (ft3) (ft3/sec)
0 0.00 0.00 0.00 0.00 0.00
5 6.09 283.19 1470.00 ----- 0.94
10 4.45 413.86 2940.00 ----- 0.69
15 3.61 503.61 4410.00 ----- 0.56
20 2.89 537.56 5880.00 ----- 0.45
25 2.46 571.97 7350.00 ----- 0.38
30 2.18 608.24 8820.00 ----- 0.34
35 1.92 624.98 10290.00 ----- 0.30
40 1.72 639.86 11760.00 ----- 0.27
45 1.57 657.06 13230.00 ----- 0.24
50 1.44 669.62 14700.00 ----- 0.22
55 1.33 680.32 16170.00 ----- 0.21
60 1.24 691.94 17640.00 ----- 0.19
120 0.61 680.78 35280.00 ----- 0.09
180 0.41 686.36 52920.00 ----- 0.06
360 0.22 736.58 105840.00 ----- 0.03
720 0.14 937.47 211680.00 ----- 0.02
1440 0.10 1312.45 423360.00 ----- 0.02
Water Quantity Storage: - ft3
Peak Flow: 0.94 ft3/s
31/39
Water Quality Storage: where:
WQV=Water Quality Volume,in acre-feet
P=Water Quality Rainfall Depth,inches(0.5-inches)
(P)(Rv)(A)
W Qv = Rv=the unitless runoff coefficient,Rv=0.05+0.9(I)
12 I=the percent impervious cover draining to the facility,in decimal
A=total site area draining to the structure,in acres
P= 0.5 inches R�= 0.81337382
I= 0.85 A= 0.16 acres
Water Quality Storage: 229 ft3
These are the Water Quality Storage 229 ft3
volumes that must be
mltl ated Total Required Storage - ft3
32/39
Basin 11 (10-YR)
RUNOFF CALCULATIONS
Input parameters in light blue
Total Required Storage: 10 year design storm
Runoff Frequency Calculation ,
Area Area C x A
Surface Type 2 Coefficient Factor C x Cf Value(C') =(c
(ft ) (Acres) ���* ��f) x Cf)<or=1 (A�res)
Gravel - - 0.80 1.00 0.80 0.80 0
Asphalt/Concrete 8,791 0.20 0.95 1.00 0.95 0.95 0.191723
Landscape - - 0.15 1.00 0.15 0.15 0
Add other category as needed
Tota I s 8,791 0.20 0.19
*Input values for Runoff Coefficients(C)from'Runoff Coefficients'tab
Percolation Discharge Rate:
Infiltration Area Rate Discharge Measured Perc.Rate Allowable*
Length(ft) Width(ft) (in/hr) (cfs) min/inch in/hr in/hr
0 0 0 4.900 0 0 0
*Equals 50%of ineasured
Total Total Quantity Total Quantity TOta�
Quantity Quantity Total Quantity
Rainfall Rainfall RunoffVolume DischargeVolume Site Detention Peak Flow
Duration,t Intensity,I =C„d x SA�x i x t =CI X t =Runoff Volume-Discharge Volume =C*I*A
(min) (in/hr) (ft3) (ft3) (ft3) (ft3/sec)
0 0.00 0.00 0.00 0.00 0.00
5 3.87 222.59 1470.00 ----- 0.74
10 2.83 325.55 2940.00 ----- 0.54
15 2.29 395.14 4410.00 ----- 0.44
20 1.84 423.32 5880.00 ----- 0.35
25 1.56 448.63 7350.00 ----- 0.30
30 1.38 476.24 8820.00 ----- 0.26
35 1.22 491.19 10290.00 ----- 0.23
40 1.09 501.55 11760.00 ----- 0.21
45 1.00 517.65 13230.00 ----- 0.19
50 0.91 523.40 14700.00 ----- 0.17
55 0.84 531.46 16170.00 ----- 0.16
60 0.79 545.26 17640.00 ----- 0.15
120 0.41 565.97 35280.00 ----- 0.08
180 0.29 600.48 52920.00 ----- 0.06
360 0.17 704.01 105840.00 ----- 0.03
720 0.10 828.24 211680.00 ----- 0.02
1440 0.07 1176.11 423360.00 ----- 0.01
Water Quantity Storage: - ft3
Peak Flow: 0.74 ft3/s
33/39
Water Quality Storage: where:
WQV=Water Quality Volume,in acre-feet
P=Water Quality Rainfall Depth,inches(0.5-inches)
(P)(Rv)(A)
W Qv = Rv=the unitless runoff coefficient,Rv=0.05+0.9(I)
12 I=the percent impervious cover draining to the facility,in decimal
A=total site area draining to the structure,in acres
P= 0.5 inches R�= 0.95
I= 1.00 A= 0.20 acres
Water Quality Storage: 348 ft3
These are the Water Quality Storage 348 ft3
volumes that must be
mltl ated Total Required Storage - ft3
34/39
Basin 11 (100-YR)
RUNOFF CALCULATIONS
Input parameters in light blue
Total Required Storage: 100 year design storm
Runoff Frequency Calculation ,
Area Area C x A
Surface Type 2 Coefficient Factor C x Cf Value(C') =(c
(ft ) (Acres) ���* ��f) x Cf)<or=1 (A�res)
Gravel - - 0.80 1.25 1.00 1.00 0
Asphalt/Concrete 8,791 0.20 0.95 1.25 1.19 1.00 0.201814
Landscape - - 0.15 1.25 0.19 0.19 0
Add other category as needed
Tota I s 8,791 0.20 0.20
*Input values for Runoff Coefficients(C)from'Runoff Coefficients'tab
Percolation Discharge Rate:
Infiltration Area Rate Discharge Measured Perc.Rate Allowable*
Length(ft) Width(ft) (in/hr) (cfs) min/inch in/hr in/hr
0 0 0 4.900 0 0 0
*Equals 50%of ineasured
Total Total Quantity Total Quantity TOta�
Quantity Quantity Total Quantity
Rainfall Rainfall RunoffVolume DischargeVolume Site Detention PeakFlow
Duration,t Intensity,I =C„d x SA�x i x t =CI X t =Runoff Volume-Discharge Volume =C*I*A
(min) (in/hr) (ft3) (ft3) (ft3) (ft3/sec)
0 0.00 0.00 0.00 0.00 0.00
5 6.09 368.71 1470.00 ----- 1.23
10 4.45 538.84 2940.00 ----- 0.90
15 3.61 655.69 4410.00 ----- 0.73
20 2.89 699.89 5880.00 ----- 0.58
25 2.46 744.69 7350.00 ----- 0.50
30 2.18 791.92 8820.00 ----- 0.44
35 1.92 813.71 10290.00 ----- 0.39
40 1.72 833.09 11760.00 ----- 0.35
45 1.57 855.49 13230.00 ----- 0.32
50 1.44 871.83 14700.00 ----- 0.29
55 1.33 885.76 16170.00 ----- 0.27
60 1.24 900.90 17640.00 ----- 0.25
120 0.61 886.37 35280.00 ----- 0.12
180 0.41 893.63 52920.00 ----- 0.08
360 0.22 959.02 105840.00 ----- 0.04
720 0.14 1220.57 211680.00 ----- 0.03
1440 0.10 1708.80 423360.00 ----- 0.02
(P1lRv)l�.)
WateW(;?�kti�S 12 _ ft3
Peak Flow: 1.23 ft3/s
35/39
Water Quality Storage: where:
WQV=Water Quality Volume,in acre-feet
P=Water Quality Rainfall Depth,inches(0.5-inches)
Rv=the unitless runoff coefficient,Rv=0.05+0.9(I)
I=the percent impervious cover draining to the facility,in decimal
A=total site area draining to the structure,in acres
P= 0.5 inches R�= 0.95
I= 1.00 A= 0.20 acres
Water Quality Storage: 348 ft3
These are the Water Quality Storage 348 ft3
volumes that must be
mltl ated Total Required Storage - ft3
36/39
ADS Chamber System (10-YR)
Basins 1-3
RUNOFF CALCULATIONS
Input parameters in light blue
Total Required Storage: 10 year design storm
Runoff Frequency Calculation ,
Area Area C x A
Surface Type 2 Coefficient Factor C x Cf Value(C') =(c
(ft ) (Acres) ���* ��f) x Cf)<or=1 (A�res)
Building/Roof - - 0.95 1.00 0.95 0.95 0
Asphalt/Concrete 74,373 1.71 0.95 1.00 0.95 0.95 1.622001
Landscape 28,358 0.65 0.15 1.00 0.15 0.15 0.097652
Add other category as needed
Totals 102,731 2.36 1.72
*Input values for Runoff Coefficients(C)from'Runoff Coefficients'tab
Percolation Discharge Rate:
Infiltration Area Rate Discharge Measured Perc.Rate Allowable*
Length(ft) Width(ft) (in/hr) (cfs) min/inch in/hr in/hr
0 0 0 0.000 0 0 0
*Equals 50%of ineasured
Water Quantity Storage: 5,076 ft3
Peak Flow: 6.66 ft3/s
Water Quality Storage: where:
WQV=Water Quality Volume,in acre-feet
P` R i1 A P=Water Quality Rainfall Depth,inches(0.5-inches)
j.1/Qj! _ ( J( )( ) Rv=the unitless runoff coefficient,Rv=0.05+0.9(I)
12 I=the percent impervious cover draining to the facility,in decimal
A=total site area draining to the structure,in acres
P= 0.5 inches R�= 0.70156282
I= 0.72 A= 2.36 acres
Water Quality Storage: 3,003 ft3
These are the Water Quality Storage 3,003 ft3
volumes that must be
miti ated Total Required Storage 5,076 ft3
1/11
ADS Chamber System (100-YR)
Basins 1-3
RUNOFF CALCULATIONS
Input parameters in light blue
Total Required Storage: 100 year design storm
Runoff Frequency Calculation ,
Area Area C x A
Surface Type 2 Coefficient Factor C x Cf Value(C') =(c
(ft ) (Acres) ���* ��f) x Cf)<or=1 (A�res)
Building/Roof - - 0.95 1.25 1.19 1.00 0
Asphalt/Concrete 74,373 1.71 0.95 1.25 1.19 1.00 1.707369
Landscape 28,358 0.65 0.15 1.25 0.19 0.19 0.122064
Add other category as needed
Totals 102,731 2.36 1.83
*Input values for Runoff Coefficients(C)from'Runoff Coefficients'tab
Percolation Discharge Rate:
Infiltration Area Rate Discharge Measured Perc.Rate Allowable*
Length(ft) Width(ft) (in/hr) (cfs) min/inch in/hr in/hr
0 0 0 0.000 0 0 0
*Equals 50%of ineasured
Water Quantity Storage: 9,441 ft3
Peak Flow: 13.09 ft3/s
Water Quality Storage: where:
WQV=Water Quality Volume,in acre-feet
P` R i1 A P=Water Quality Rainfall Depth,inches(0.5-inches)
j.1/Qj! _ ( J( )( ) Rv=the unitless runoff coefficient,Rv=0.05+0.9(I)
12 I=the percent impervious cover draining to the facility,in decimal
A=total site area draining to the structure,in acres
P= 0.5 inches R�= 0.70156282
I= 0.72 A= 2.36 acres
Water Quality Storage: 3,003 ft3
These are the Water Quality Storage 3,003 ft3
volumes that must be
miti ated Total Required Storage 9,441 ft3
2/11
Expanded Pond A (10-YR)
Basin 4
RUNOFF CALCULATIONS
Input parameters in light blue
Total Required Storage: 10 year design storm
Runoff Calculation ,
Surface T e Area z Area Frequency C x A
yp (ft ) Coefficient C x Cf Value C' =c
(Acres) (��* Factor (Cf) X ct)<or=� � (A�res)
Building/Roof - - 0.95 1.00 0.95 0.95 0
Asphalt/Concrete 41,006 0.94 0.95 1.00 0.95 0.95 0.8943
Landscape 18,253 0.42 0.15 1.00 0.15 0.15 0.062855
Add other category as needed
Totals 59,259 1.36 0.96
*Input values for Runoff Coefficients(C)from'Runoff Coefficients'tab
Percolation Discharge Rate:
Infiltration Area Rate Discharge Measured Perc.Rate Allowable*
Length(ft) Width(ft) (in/hr) (cfs) min/inch in/hr in/hr
0 0 0 2.100 0 0 0
*Equals 50%of ineasured
Tota I
Total Quantity Total Quantity Total Quantity Total Quantity
Quantity
Rainfall Rainfall Runoff Volume ischarge Volum Site Detention Peak Flow
Duration,t Intensity,I =Cwd x SA�x i x t =C�X t =Runoff Volume-Discharge Volume =C*I*A
(min) (in/hr) (ft3) (ft3) (ft3) (ft3/sec)
0 0.00 0.00 0.00 0.00 0.00
5 3.87 1111.26 630.00 481.26 3.70
10 2.83 1625.25 1260.00 365.25 2.71
15 2.29 1972.70 1890.00 82.70 2.19
20 1.84 2113.40 2520.00 ----- 1.76
25 1.56 2239.74 3150.00 ----- 1.49
30 1.38 2377.57 3780.00 ----- 1.32
35 1.22 2452.23 4410.00 ----- 1.17
40 1.09 2503.92 5040.00 ----- 1.04
45 1.00 2584.32 5670.00 ----- 0.96
50 0.91 2613.03 6300.00 ----- 0.87
55 0.84 2653.23 6930.00 ----- 0.80
60 0.79 2722.15 7560.00 ----- 0.76
120 0.41 2825.52 15120.00 ----- 0.39
180 0.29 2997.81 22680.00 ----- 0.28
360 0.17 3514.67 45360.00 ----- 0.16
720 0.10 4134.91 90720.00 ----- 0.10
1440 0.07 5871.57 181440.00 ----- 0.07
Water Quantity Storage: - ft3
Peak Flow: 3.70 ft3/s
3/13
Water Quality Storage: where:
WQV=Water Quality Volume,in acre-feet
P=Water Quality Rainfall Depth,inches(0.5-inches)
W V = �P)(Rz�)(A)
Q Rv=the unitless runoff coefficient,Rv=0.05+0.9(I)
12 I=the percent impervious cover draining to the facility,in decimal
A=total site area draining to the structure,in acres
P= 0.5 inches R�= 0.67278135
I= 0.69 A= 1.36 acres
Water Quality Storage: 1,661 ft3
These are the volumes that Water Quality storage 1,661 ft3
must be mltlgated Total Required Storage - ft3
4/13
Expanded Pond A (100-YR)
Basin 4
RUNOFF CALCULATIONS
Input parameters in light blue
Total Required Storage: 100 year design storm
Runoff Calculation
Area Area Frequency C'x A
Surface Type 2 Coefficient C x Cf Value(C') =(c
(ft ) (Acres) (��* Factor (Cf) X ct)<or=� (A�res)
Building/Roof - - 0.95 1.25 1.19 1.00 0
Asphalt/Concrete 41,006 0.94 0.95 1.25 1.19 1.00 0.941368
Landscape 18,253 0.42 0.15 1.25 0.19 0.19 0.078568
Add other category as needed
Totals 59,259 1.36 1.02
*Input values for Runoff Coefficients(C)from'Runoff Coefficients'tab
Percolation Discharge Rate:
Infiltration Area Rate Discharge Measured Perc.Rate Allowable*
Length(ft) Width(ft) (in/hr) (cfs) min/inch in/hr in/hr
0 0 0 2.100 0 0 0
*Equals 50%of ineasured
Tota I
Total Quantity Total Quantity Total Quantity Total Quantity
Quantity
Rainfall Rainfall Runoff Volume ischarge Volum Site Detention Peak Flow
Duration,t Intensity,I =C„d x SA�x i x t =CI X t =Runoff Volume-Discharge Volume =C*I*A
(min) (in/hr) (ft3) (ft3) (ft3) (ft3/sec)
0 0.00 0.00 0.00 0.00 0.00
5 6.09 2185.90 630.00 1555.90 7.29
10 4.45 3194.50 1260.00 1934.50 5.32
15 3.61 3887.24 1890.00 1997.24 4.32
20 2.89 4149.26 2520.00 1629.26 3.46
25 2.46 4414.88 3150.00 1264.88 2.94
30 2.18 4694.84 3780.00 914.84 2.61
35 1.92 4824.06 4410.00 414.06 2.30
40 1.72 4938.92 5040.00 ----- 2.06
45 1.57 5071.72 5670.00 ----- 1.88
50 1.44 5168.63 6300.00 ----- 1.72
55 1.33 5251.19 6930.00 ----- 1.59
60 1.24 5340.92 7560.00 ----- 1.48
120 0.61 5254.78 15120.00 ----- 0.73
180 0.41 5297.85 22680.00 ----- 0.49
360 0.22 5685.50 45360.00 ----- 0.26
720 0.14 7236.09 90720.00 ----- 0.17
1440 0.10 10130.52 181440.00 ----- 0.12
Water Quantity Storage: - ft3
Peak Flow: 7.29 ft3/s
5/13
Water Quality Storage: where:
WQV=Water Quality Volume,in acre-feet
P=Water Quality Rainfall Depth,inches(0.5-inches)
(P)(Rv)(A)
W/�v = Rv=the unitless runoff coefficient,Rv=0.05+0.9(I)
•�
12 I=the percent impervious cover draining to the facility,in decimal
A=total site area draining to the structure,in acres
P= 0.5 inches R�= 0.67278135
I= 0.69 A= 1.36 acres
Water Quality Storage: 1,661 ft3
These are the volumes that Water Quality storage 1,661 ft3
must be mltlgated Total Required Storage - ft3
6/13
Expanded Pond C (10-YR)
Basins 5-11
RUNOFF CALCULATIONS
Input parameters in light blue
Total Required Storage: 10 year design storm
Runoff Frequency Calculation ,
Area Area C x A
Surface Type 2 Coefficient Factor C x Cf Value(C') =(c
(ft ) (Acres) ���* ��f) x Cf)<or=1 (A�res)
Building/Roof - - 0.95 1.00 0.95 0.95 0
Asphalt/Concrete 78,302 1.80 0.95 1.00 0.95 0.95 1.707688
Landscape 6,012 0.14 0.15 1.00 0.15 0.15 0.020702
Add other category as needed
Tota I s 84,314 1.94 1.73
*Input values for Runoff Coefficients(C)from'Runoff Coefficients'tab
Percolation Discharge Rate:
Infiltration Area Rate Discharge Measured Perc.Rate Allowable*
Length(ft) Width(ft) (in/hr) (cfs) min/inch in/hr in/hr
0 0 0 2.500 0 0 0
*Equals 50%of ineasured
Tota I
Total Quantity Total Quantity Total Quantity Total Quantity
Quantity
Rainfall Rainfall RunoffVolume DischargeVolume Site Detention Peak Flow
Duration,t Intensity,I =Cwd x SA�x i x t =C�X t =Runoff Volume-Discharge Volume =C*I*A
(min) (in/hr) (ft3) (ft3) (ft3) (ft3/sec)
0 0.00 0.00 0.00 0.00 0.00
5 3.87 2006.66 750.00 1256.66 6.69
10 2.83 2934.81 1500.00 1434.81 4.89
15 2.29 3562.21 2250.00 1312.21 3.96
20 1.84 3816.29 3000.00 816.29 3.18
25 1.56 4044.43 3750.00 294.43 2.70
30 1.38 4293.32 4500.00 ----- 2.39
35 1.22 4428.14 5250.00 ----- 2.11
40 1.09 4521.47 6000.00 ----- 1.88
45 1.00 4666.65 6750.00 ----- 1.73
50 0.91 4718.51 7500.00 ----- 1.57
55 0.84 4791.10 8250.00 ----- 1.45
60 0.79 4915.54 9000.00 ----- 1.37
120 0.41 5102.21 18000.00 ----- 0.71
180 0.29 5413.32 27000.00 ----- 0.50
360 0.17 6346.65 54000.00 ----- 0.29
720 0.10 7466.65 108000.00 ----- 0.17
1440 0.07 10602.64 216000.00 ----- 0.12
Water Quantity Storage: 1,435 ft3
Peak Flow: 6.69 ft3/s
7/13
Water Quality Storage: where:
WQV=Water Quality Volume,in acre-feet
P=Water Quality Rainfall Depth,inches(0.5-inches)
(P)(Rv)(A)
N/nv — Rv=the unitless runoff coefficient,Rv=0.05+0.9(I)
at —
12 I=the percent impervious cover draining to the facility,in decimal
A=total site area draining to the structure,in acres
P= 0.5 inches R�= 0.8858256
I= 0.93 A= 1.94 acres
Water Quality Storage: 3,112 ft3
These are the Water Quality Storage 3,112 ft3
volumes that must be
miti ated Total Required Storage 1,435 ft3
8/13
Expanded Pond C (100-YR)
Basins 5-11
RUNOFF CALCULATIONS
Input parameters in light blue
Total Required Storage: 100 year design storm
Runoff Frequency Calculation ,
Area Area C x A
Surface Type 2 Coefficient Factor C x Cf Value(C') =(c
(ft ) (Acres) ���* ��f) x Cf)<or=1 (A�res)
Building/Roof - - 0.95 1.25 1.19 1.00 0
Asphalt/Concrete 78,302 1.80 0.95 1.25 1.19 1.00 1.797567
Landscape 6,012 0.14 0.15 1.25 0.19 0.19 0.025878
Add other category as needed
Tota I s 84,314 1.94 1.82
*Input values for Runoff Coefficients(C)from'Runoff Coefficients'tab
Percolation Discharge Rate:
Infiltration Area Rate Discharge Measured Perc.Rate Allowable*
Length(ft) Width(ft) (in/hr) (cfs) min/inch in/hr in/hr
0 0 0 2.500 0 0 0
*Equals 50%of ineasured
Tota I
Total Quantity Total Quantity Total Quantity Total Quantity
Quantity
Rainfall Rainfall RunoffVolume DischargeVolume Site Detention Peak Flow
Duration,t Intensity,I =Cwd x SA�x i x t =C�X t =Runoff Volume-Discharge Volume =C*I*A
(min) (in/hr) (ft3) (ft3) (ft3) (ft3/sec)
0 0.00 0.00 0.00 0.00 0.00
5 6.09 3536.31 750.00 2786.31 11.79
10 4.45 5168.01 1500.00 3668.01 8.61
15 3.61 6288.71 2250.00 4038.71 6.99
20 2.89 6712.60 3000.00 3712.60 5.59
25 2.46 7142.30 3750.00 3392.30 4.76
30 2.18 7595.23 4500.00 3095.23 4.22
35 1.92 7804.27 5250.00 2554.27 3.72
40 1.72 7990.09 6000.00 1990.09 3.33
45 1.57 8204.94 6750.00 1454.94 3.04
50 1.44 8361.72 7500.00 861.72 2.79
55 1.33 8495.27 8250.00 245.27 2.57
60 1.24 8640.44 9000.00 ----- 2.40
120 0.61 8501.08 18000.00 ----- 1.18
180 0.41 8570.76 27000.00 ----- 0.79
360 0.22 9197.89 54000.00 ----- 0.43
720 0.14 11706.41 108000.00 ----- 0.27
1440 0.10 16388.97 216000.00 ----- 0.19
Water Quantity Storage: 4,039 ft3
Peak Flow: 11.79 ft3/s
9/13
Water Quality Storage: where:
WQV=Water Quality Volume,in acre-feet
P=Water Quality Rainfall Depth,inches(0.5-inches)
(P)(Rv)(A)
N/nv — Rv=the unitless runoff coefficient,Rv=0.05+0.9(I)
at —
12 I=the percent impervious cover draining to the facility,in decimal
A=total site area draining to the structure,in acres
P= 0.5 inches R�= 0.8858256
I= 0.93 A= 1.94 acres
Water Quality Storage: 3,112 ft3
These are the Water Quality Storage 3,112 ft3
volumes that must be
miti ated Total Required Storage 4,039 ft3
10/13
STORMWATER MANAGEMENT MANUAL
INTENSITY - DURATION FOR BOZEMAN, MONTANA
Time 2 5 10 25 50 100
(min) (in/hr) (in/hr) (in/hr) (in/hr) (in/hr) (in/hr)
0 0.00 0.00 0.00 0.00 0.00 0.00
5 2.08 3.16 3.87 4.76 5.43 6.09
10 1.53 2.31 2.83 3.48 3.97 4.45
15 1.24 1.87 2.29 2.83 3.22 3.61
20 0.99 1.5 1.84 2.26 2.58 2.89
25 0.84 1.28 1.56 1.93 2.2 2.46
30 0.75 1.13 1.38 1.7 1.94 2.18
35 0.66 0.99 1.22 1.5 1.71 1.92
40 0.59 0.89 1.09 1.35 1.53 1.72
45 0.54 0.81 1 1.23 1.4 1.57
50 0.49 0.74 0.91 1.12 1.28 1.44
55 0.45 0.69 0.84 1.04 1.18 1.33
60 0.42 0.64 0.79 0.97 1.1 1.24
120 0.24 0.34 0.41 0.49 0.55 0.61
180 0.19 0.25 0.29 0.34 0.37 0.41
360 0.12 0.15 0.17 0.19 0.21 0.22
720 0.08 0.09 0.1 0.12 0.13 0.14
1440 0.049 0.062 0.071 0.082 0.09 0.098
BOZEMAN HEALTH CAMPUS PHASE 1 DESIGN
Project # 17095.13
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Circular Pipe (17095_13_Bozeman Health Campus)
Label Solve For Friction Method Roughness Channel Slope Normal Depth
Coefficient (ft/ft) (in)
Circular Pipe- Normal Depth Manning Formula 0.013 0.091 7.9
24INCH PIPE
Circular Pipe- Normal Depth Manning Formula 0.013 0.080 4.1
12INCH PIPE
Diameter Discharge Flow Area Wetted Hydraulic Radius Top Width
(in) (cfs) (ftz) Perimeter (in) (ft)
(ft)
24.0 16.04 0.9 2.4 4.4 1.88
12.0 2.53 0.2 1.2 2.3 0.95
Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy
(in) (%) �ft/ft) �ft/S) �ft) �ft)
17.3 33.0 0.007 17.73 4.88 5.54
8.2 34.2 0.008 10.65 1.76 2.11
Froude Number Maximum Discharge Full Slope Full Flow Type Notes
Discharge (cfs) (ft/ft)
(cfs)
4.506 73.24 68.09 0.005 Supercritical
3.753 10.81 10.05 0.005 Supercritical
Messages
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
17095 13 BH FlowMaster Model.fm8 Center [10.03.00.03]
3/10/2025 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA +1-
Combination Inlet In Sag (17095_13_Bozeman Health Campus)
Label Solve For Discharge Spread Gutter Width Gutter Cross
(cfs) (ft) (ft) Slope
�ft/ft)
Combination
Inlet In Sag - Spread 0.74 3.3 1.50 0.042
SDI E
Combination
Inlet In Sag- Spread 0.50 2.7 1.50 0.042
SDI F
Combination
Inlet In Sag - Spread 0.94 3.4 1.50 0.042
SDI G
Combination
Inlet In Sag- Spread 1.34 4.3 1.50 0.042
SDI H
Combination
Inlet In Sag- Spread 1.79 5.7 1.50 0.042
SDI I
Combination
Inlet In Sag- Spread 3.70 6.7 1.50 0.042
SDI K
Road Cross Slope Local Depression Local Depression Grate Width Grate Length Grate Type
(ft/ft) (in) Width (ft) (ft)
(in)
0.035 1.0 17.8 1.48 3.1 Curved Vaned
0.033 1.0 17.8 1.48 3.1 Curved Vaned
0.040 1.0 17.8 1.48 3.1 Curved Vaned
0.040 1.0 17.8 1.48 3.1 Curved Vaned
0.036 1.0 17.8 1.48 3.1 Curved Vaned
0.036 1.0 17.8 1.48 6.2 Curved Vaned
Clogging Curb Opening Opening Height Curb Throat Throat Incline Depth
(%) Length (ft) Type Angle (in)
(ft) (degrees)
50.0 3.1 0.5 Horizontal 90.00 1.5
50.0 3.1 0.5 Horizontal 90.00 1.2
50.0 3.1 0.5 Horizontal 90.00 1.7
50.0 3.1 0.5 Horizontal 90.00 2.1
50.0 3.1 0.5 Horizontal 90.00 2.6
50.0 6.2 0.5 Horizontal 90.00 3.0
Gutter Total Depression Open Grate Area Active Grate Calculation Notes
Depression (in) (ftz) Weir Length Option
(in) (ft)
0.1 1.1 0.8 4.6 Use Both
0.2 1.2 0.8 4.6 Use Both
0.0 1.0 0.8 4.6 Use Both
0.0 1.0 0.8 4.6 Use Both
0.1 1.1 0.8 4.6 Use Both
0.1 1.1 1.6 7.7 Use Both
Messages
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
17095 13 BH FlowMaster Model.fm8 Center [10.03.00.03]
3/10/2025 27 Siemon Company Drive Suite 200 W Page 1 of 2
Watertown,CT 06795 USA +1-
Hydraulic Analysis Report
Channel Analysis: ADS Outlet Pipe 100-YR
Notes:
Input Parameters
Channel Type: Circular
Pipe Diameter 1.25 ft
Longitudinal Slope: 0.0050 ft/ft
Manning's n: 0.0150
Depth 1.1700 ft
Result Parameters
Flow 4.2583 cfs
Area of Flow 1.1941 ft^2
Wetted Perimeter 3.2876 ft
Hydraulic Radius 0.3632 ft
Average Velocity 3.5661 ft/s
Top Width 0.6119 ft
Froude Number: 0.4499
Critical Depth 0.8356 ft
Critical Velocity 4.8848 ft/s
Critical Slope: 0.0093 ft/ft
Critical Top Width 1.18 ft
Calculated Max Shear Stress 0.36501b/ft^2
Calculated Avg Shear Stress 0.11331b/ft^2
BOZEMAN HEALTH CAMPUS PHASE 1 DESIGN
Project # 17095.13
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July 2025
Project No. 17095.13
STORM DRAINAGE FACILITY MAINTENANCE PLAN
BOZEMAN HEALTH CAMPUS PHASE 1 DESIGN
BOZEMAN, MONTANA 59715
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
Bozeman Health Campus Phase 1 Design.This plan has been completed in
accordance with City of Bozeman Design and Construction Standards, dated October 2024.
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:
OWNERSHIP OF FACILITIES
Bozeman Health
Bozeman Health will own all stormwater facilities which includes the chamber
system, surface ponds, catch basins, manholes, outlet structures, and piping within
the site boundary.The City of Bozeman will have physical access to the surface ponds
from the public right-of-way and within the drainage easements surrounding the
surface ponds.
INSPECTION THRESHOLDS FOR CLEANING
Infiltration Chamber
If sediment in the isolator row exceeds 3 inches orgrate is more than 25 percent
clogged with debris, clean grate and/or structure and vacuum isolator row.
Catch Basins
Intelligent Infrastructure Enduring Communities
If sediment fills 60 percent of the sump or comes within 6 inches of a pipe, clean
sump with vacuum.
Surface Ponds
If sediment reduces pond volume by 25%, clean pond banks and bottom manually or
mechanically.
CLEANING
Infiltration Chamber
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 Ponds
To clean the pond manually or mechanically and remove sediment and debris from
the pond banks and bottom.
INSPECTION, MAINTENANCE, AND REPLACEMENT SCHEDULE
Infiltration Chamber
• Inspection: Every 6 months and after storm events larger than 0.5 inches of
precipitation
• Maintenance: Vacuum isolator row every 5 years or as needed based on
inspection
• Design Life/Replacement Schedule: 50 years
Catch Basins
• Inspection: Every 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 5 years or as needed based on inspection
• Design Life/Replacement Schedule: 50 years
Surface Ponds
• Inspection: Every 6 months and after storm events larger than 0.5 inches of
precipitation
• 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
RESPONSIBLE PARTY
Bozeman Health
Bozeman Health 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
a bove.
Signature: ------------------------------------------
Bozeman Health Representative
BOZEMAN HEALTH CAMPUS PHASE 1 DESIGN
Project # 17095.13
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BOZEMAN HEALTH - PHASE 1 PARKING LOT
AND STORMWATER POND GEOTECHNICAL -
REPORT
BOZEMAN, MONTANA � us,,{, �A.
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Prepared For: Prepared By:
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H ea I t h 1283 North 14�" Avenue, Suite 101
Bozeman, Montana 59715
Project No.4691.12624.01
BOZEMAN HEALTH - PHASE 1 PARKING LOT
AND STORMWATER POND GEOTECHNICAL
REPORT
Parking Lot Pavement Section Recommendations
Prepared for:
Bozeman Health
915 Highland Boulevard
Bozeman, Montana 59715
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Health
Prepared by:
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1283 North 14th Avenue, Suite 101
Bozeman, Montana 59715
Principal Author: David J. Barrick, P.E.
Reviewed By: Dennis Russell, P.E.
April 2024
4691.12624.01
j:\91\12624-01\91geoscience\report\bozeman health parking lot and storm final geotechnical report.docx
Bozeman Health — Phase 1 Parking Lot and Stormwater Pond Geotechnical Report
Parking Lot Pavement Section Recommendations April 2024
TABLE OF CONTENTS
1.0 INTRODUCTION.................................................................................................. 1
1.1 Purpose and Scope................................................................................................1
1.2 Project Location and Description............................................................................1
1.3 Project Understanding............................................................................................1
1.3.1 Existing Site Conditions..............................................................................1
1.3.2 Proposed Construction...............................................................................3
2.0 GEOTECHNICAL INVESTIGATION.................................................................... 5
2.1 Field Investigation ..................................................................................................5
2.1.1 Test Pit Excavation.....................................................................................5
2.1.2 Groundwater Monitoring.............................................................................8
2.2 Laboratory Testing .................................................................................................9
3.0 SUBSURFACE CONDITIONS ............................................................................. 9
3.1 Site Geology ..........................................................................................................9
3.2 Observed Soil Conditions.....................................................................................11
3.2.1 Topsoil......................................................................................................11
3.2.2 Undocumented Fill....................................................................................11
3.2.3 Lean Clay and Silt- Subgrade..................................................................11
3.2.4 Gravel— Subgrade....................................................................................11
3.2.5 Crushed Base Course (Gravel) Surfacing— Gravel Lot 1...........................11
3.3 Groundwater........................................................................................................12
3.3.1 Groundwater Information Center Research...............................................12
4.0 ENGINEERING ANALYSIS AND RECOMMENDATIONS ................................ 12
4.1 Parking Lot E Expansion — Pavement Section......................................................12
4.1.1 Traffic.......................................................................................................13
4.1.2 Design Parameters...................................................................................14
4.1.3 Flexible Pavement....................................................................................14
4.1.4 Pavement Construction Considerations....................................................15
4.2 Earthwork.............................................................................................................15
4.2.1 Subgrade Preparation...............................................................................15
4.2.2 Excavation................................................................................................16
5.0 GEOTECHNICAL DESIGN CONTINUITY ......................................................... 16
6.0 LIMITATIONS..................................................................................................... 16
7.0 REFERENCES................................................................................................... 17
PHOTOGRAPHS
Photograph 1: Parking Lot E Expansion Area —TP-2 Cone in Middle Third —View East............2
Photograph 2: TP-3 Excavation Location (Cone) with Knoll —View Southwest ..........................2
Photograph 3: TP-1 Groundwater Monitoring PVC —View West................................................8
FIGURES
Figure 1: Vicinity and Location Map .........................................................................................4
Figure 2: Parking Lot E Test Pit Location Map .........................................................................6
Figure 3: Gravel Lot I Test Pit Location Map ............................................................................7
Figure 4: Surficial Geology Map.............................................................................................10
Figure 5: Maintenance Equipment Lane (Parking Lot E) — From Sanderson Stewart.............13
� Pagei
QOWL
Bozeman Health — Phase 1 Parking Lot and Stormwater Pond Geotechnical Report
Parking Lot Pavement Section Recommendations April 2024
TABLES
Table 1: Exploration Summary..................................................................................................5
Table2: Laboratory Tests .........................................................................................................9
Table 3: Traffic Loading — Light Duty Section..........................................................................13
Table 4: Traffic Loading — Heavy Duty Section — Maintenance Access...................................14
Table 5: Pavement Design Parameters...................................................................................14
APPENDICES
Appendix A Exploration Logs
Appendix B Photographic Log
Appendix C Geotechnical Laboratory Test Results
Appendix D Pavement Design
� Page ii
QOWL
Bozeman Health — Phase 1 Parking Lot and Stormwater Pond Geotechnical Report
Parking Lot Pavement Section Recommendations April 2024
EXECUTIVE SUMMARY
The intent of this report is to provide section thickness recommendations for the construction of a
new parking lot and to provide existing section data of a gravel parking lot that will be reclaimed
into landscaping. The scope of geotechnical services consisted of field observations, subsurFace
explorations, laboratory testing, engineering analysis, and submission of this geotechnical report.
DOWL conducted this report referencing our proposal to Ms. Elizabeth Oliver, representative of
Bozeman Health, dated March 11, 2024.
Bozeman Health plans to extend Parking Lot E to the west with a new asphalt-surfaced parking
lot. The proposed area consists of an existing stormwater pond, maintenance yard, and access
road.
South of the existing Bozeman Health Medical Center, a large existing gravel surFaced parking
lot (Gravel Lot I) will be reclaimed in a new landscaped area. The existing gravel from the south
parking lot is intended to be used as fill for the proposed parking lot expansion west of Parking
Lot E.
We identified the following geotechnical considerations:
• At Gravel Lot I (south parking lot), the generalized soil profile encountered at the site
consists of 12 to 14 inches of base course gravel surfacing overlying lean clay subgrade.
A woven geofabric separates the base course and existing subgrade at one of the two test
pit locations. Remnant topsoil exists below the gravel surfacing.
• West of Parking Lot E, the soil profile varies significantly with substrates ranging from lean
clay with variable sands and gravel, silt with sand, and gravel with variable clay, sands,
and cobbles. Topsoil was observed at three of the six test pits. These deposits are
Quaternary landslide deposits, and the landslide deposits may explain the variability of the
geology.
• Close monitoring of the construction operations discussed herein will be critical in
achieving the design subgrade support. We, therefore, recommend that a qualified
contractor be retained to monitor this portion of the work.
Recommendations in this report are contingent upon DOWL's continued involvement. If any
unexpected soil or conditions are revealed during construction, notify DOWL immediately to
observe the conditions and make necessary modifications to the recommendations.
This section is only a summary. Recognize that we do not provide details in this section, and you
must read the report in its entirety for a comprehensive understanding of the items contained
herein.
� Page 1
�OWL
Bozeman Health — Phase 1 Parking Lot and Stormwater Pond Geotechnical Report
Parking Lot Pavement Section Recommendations April 2024
1.0 INTRODUCTION
1.1 Purpose and Scope
DOWL completed a geotechnical investigation for the proposed improvements of a parking lot
expansion and reclamation of an existing gravel parking lot into landscaping. The scope of
geotechnical services consisted of geological information, field observations, subsurface
exploration, laboratory testing, engineering analyses, and preparing this Geotechnical Report.
The purpose of these services is to provide geotechnical recommendations for project planning
and design. We conducted this evaluation referencing our Bozeman Health proposal dated March
11, 2024.
1.2 Project Location and Description
The project is located on the Bozeman Health Campus in Bozeman, Montana. The project is
located in Sections 17 and 18, Township 2 South, Range 6 East in Gallatin County. Parking Lot
E is west of the Bozeman Health Complex, and Gravel Lot I is south. Figure 1 illustrates the
vicinity and location map of the project area.
1.3 Project Understanding
1.3.1 Existinq Site Conditions
Gravel Lot I is graded flat and slopes to the north. Concrete jersey barriers act as the northern
boundary of the parking lot. The parking lot is accessed via two approaches from Old Highland
Boulevard to the west. Overhead power and underground communications lines parallel Hold
Highland Boulevard.
West of Parking Lot E, most of the proposed parking lot expansion acts as a stormwater pond.
However, a small knoll exists south of the existing storm pond. Remnants of a silt fence exist at
the toe of the knoll. An access road loops around the existing storm pond and provides westerly
access to the maintenance yard. The Maintenance yard is gravel-surfaced and currently houses
storage units, snow-moving equipment, and construction equipment. No underground utilities
were marked in the Parking Lot E area. Water and sewer lines were marked in the gravel-surfaced
access road north of the existing stormwater pond.
� Page 1
�OWL
Bozeman Health — Phase 1 Parking Lot and Stormwater Pond Geotechnical Report
Parking Lot Pavement Section Recommendations April 2024
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Photograph 2: TP-3 Excavation Location (Cone) with Knoll —View Southwest
� Page 2
�OWL
Bozeman Health — Phase 1 Parking Lot and Stormwater Pond Geotechnical Report
Parking Lot Pavement Section Recommendations April 2024
1.3.2 Proposed Construction
Bozeman Health plans to remove Gravel Lot I and reclaim the area for landscaping. The gravel
surfacing will be transported to the westerly expansion of Parking Lot E and used as site grading
fill. The expansion of Parking Lot E consists of three asphalt surfaced parking rows with
approximately 66 parking stalls per row. The west parking row will provide access to the enclosed
maintenance yard south of the proposed parking lot expansion. A new stormwater pond will be
developed west of the parking lot.
� Page 3
�OWL
SHELBY HAVRE TA NA
KALISPELL GLASGOW
SIDNEY
GREATFALLS
GLENDNE
� LEWISTOWN
MISSO�ULA�
HELENA
� MILES CITY
nN
V BUTTE
BILLINGS
� BOZEMAN HARDIN�
DILLON
/ `
VICINITY MAP �
/ NOT TO SCALE `
/ `
9 BOZEMAN HEALTH PARKING LOTS - BOZEMAN, MONTANA
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� , PROJECT _ 4691.12624.01
� BOZEMAN HEALTH PARKING LOTS DATE 04/04/2024
�
� � a W L GEOTECHNICAL INVESTIGATION
� VICINITY AND LOCATION MAP FIGURE 1
;
Bozeman Health — Phase 1 Parking Lot and Stormwater Pond Geotechnical Report
Parking Lot Pavement Section Recommendations April 2024
2.0 GEOTECHNICAL INVESTIGATION
2.1 Field Investigation
2.1.1 Test Pit Excavation
DOWL performed fieldwork on March 28, 2024, which consisted of site observations and
observing the excavation of eight test pits. The test pit locations are illustrated on Figure 2 and
Figure 3.
Table 1 shows the coordinates, approximate surface elevation, and depth of the boring.
Coordinates are shown in latitude and longitude based on the World Geodetic System of 1984
(WGS 84). DOWL obtained coordinates using a consumer-grade, handheld, global positioning
system (GPS) receiver. The surface elevations are from Google Earth, which is based on WGS
84. Both data collection methods have inherently low accuracy, so the data presented in the table
is for information purposes only and should not be used for design.
Table 1: Ex loration Summa
Surface Test
Test Pit Number Purpose Latitude Longitude Elevation P�t
(feet) (feet)
TP-1 New Storm Pond 45°40' 10.9" -111° 1' 31.0" 4,948 9.8
TP-2 Asphalt Surfaced 4540' 10.6" -111°1' 27.6" 4,944 9.4
Parkin Lot
TP-3 Asphalt Surfaced 4540' 10.4" -111° 1' 29.6" 4,949 9.0
Parkin Lot
TP-4 Asphalt Surfaced 45°40' 8.8" -111°1' 30.1" 4,961 8.6
Parkin Lot
TP-5 Asphalt Surfaced 4540' 9.1" -111°1' 28.0" 4,954 10.7
Parkin Lot
TP-6 Construction 45°40' 6.9" -111°1' 27.5" 4,968 8.1
Material Stora e
TP-7 Existing Gravel 45°40' 4.9" -111°1' 17.3" 4,946 8.4
Section
TP-8 Existing Gravel 4540' 2.7" -111°1' 17.8" 4,964 8.2
Section
Potts Drilling excavated the test pits under the direction of a DOWL geotechnical engineer using
a CAT Turbo Backhoe. We provide test pit logs in Appendix A, which show soil and groundwater
conditions. In, we present photographs of the site conditions and test pit profiles.
The soil descriptions shown on the boring logs, as well as field and laboratory testing, are based
on ASTM Standards D2487 or D2488. The stratigraphic contacts shown on the individual test pit
logs represent the approximate boundaries between soil types. The actual transitions may be
more gradual or abrupt. The soil and groundwater conditions depicted are only for the specific
dates and locations reported and, therefore, may not represent other locations and times.
� Page 5
�OWL
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%� , <. . �,� ..
`�� �` � �TP-1 TEST PIT & PVC LOCATION �
SCALE IN FEET
PROJECT 4691.12624.01
� � BOZEMAN HEALTH PARKING LOTS �ATE - 04/04/2024
�
� � a W L GEOTECHNICAL INVESTIGATION
� PARKING LOT E TEST PIT LOCATION MAP FIGURE 2
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SCALE IN FEET
o , PROJECT _ 4691.12624.01
BOZEMAN HEALTH PARKING LOTS DATE 04/04/2024
�
� � a W L GEOTECHNICAL INVESTIGATION
� GRAVEL LOT I TEST PIT LOCATION MAP FIGURE 3
;
Bozeman Health — Phase 1 Parking Lot and Stormwater Pond Geotechnical Report
Parking Lot Pavement Section Recommendations April 2024
2.1.2 Groundwater Monitorinp
At the request of Sanderson Stewart, DOWL installed a perforated 2-inch diameter PVC pipe at
test pits TP-1, TP-2, and TP-5, as shown on Figure 2. The PVC pipe was slotted with a hand saw,
and placed the entire depth of the test pit. The test pit was backfilled with excavation spoils. The
top and bottom of the PVC piping were capped, and the top was painted pink for visibility, as
shown in Photograph 3.
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Photograph 3: TP-1 Groundwater Monitoring PVC —View West
� Page 8
�OWL
Bozeman Health — Phase 1 Parking Lot and Stormwater Pond Geotechnical Report
Parking Lot Pavement Section Recommendations April 2024
2.2 Laboratory Testing
We transported samples to DOWL's geotechnical laboratory for testing. A DOWL Geotechnical
Engineer selected representative field samples for laboratory testing after visual examination of
the soil and consideration of the design criteria. DOWL performed tests for index and engineering
soil properties in Billings, Montana. The laboratory testing included the following:
Table 2: Laborato Tests
Test Purpose
Natural Moisture Content Provides a measure of natural (in-situ)
ASTM D 2216 water content.
Atterberg Limits Provides an indicator of the consistency
ASTM D 4318 and swell otential of fine- rained soils.
Particle-Size Distribution Provides a measure of grain sizes of the
ASTM D 421 soils to classify and identify physical
characteristics.
Standard Proctor Provides a measure of the relationship of
ASTM D 698 water content to the density of soil during
com action.
California Bearing Ratio (CBR) To determine the strength and stability of
ASTM D 1883 subgrade soil and base course.
DOWL performed laboratory tests referencing ASTM. Laboratory test results are shown on the
summary table and detailed in the figures presented in Appendix C.
3.0 SUBSURFACE CONDITIONS
3.1 Site Geology
A surficial geology map of the project area is presented in Figure 4. The Gallatin Valley is an
intermountain basin within the Rocky Mountains. The Bridger and Gallatin Mountain ranges flank
the valley on the east and south of the Horse-shoe Hills from the northern boundary, and the
topographic divide between the Gallatin and Madison Rivers bounds the valley on the west. The
south and east sides of the Gallatin Valley are bordered by coalescing alluvial fans that slope
rather steeply from the Gallatin and Bridger Ranges. These alluvial/fluviatile deposits range in
age from Tertiary to Quaternary.
Geologic mapping for the area (Geologic Map of the Bozeman 30' x 60' Quadrangle,
Southwestern Montana, MBMG Open File Report#648) indicates the geology at the project site
is older landslide deposits (Qlso). This deposit is an unstratified, unsorted mixture of tertiary
sediment that has moved downslope through mass wasting processes.
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��- BOZEMAN HEALTH PARKING LOTS on� oa oa zo2a
�� GEOTECHNICAL INVESTIGATION
�� Qafh �g W� SURFICIAL GEOLOGY MAP FIGURE 4
Bozeman Health — Phase 1 Parking Lot and Stormwater Pond Geotechnical Report
Parking Lot Pavement Section Recommendations April 2024
3.2 Observed Soil Conditions
The project is divided into Gravel Lot I and Parking Lot E. The generalized surficial soil profile
encountered in Parking Lot I consists of 12 to 14 inches of gravel surfacing overlying lean clay
subgrade. The soil profile at Parking Lot E varies significantly across the site as the subgrade
ranges from lean clay to silt to gravel. In Appendix A, we present the recent exploration logs with
lithology descriptions as well as other engineering properties. In the following paragraphs, we
provide a general description of the soil strata.
3.2.1 Topsoil
DOWL observed surficial topsoil in three of the six test pits in the Parking Lot E project area. At
TP-6, remnants of a topsoil layer were observed at 1.4 feet deep.At Gravel Lot I,topsoil or organic
matter was observed underlying the gravel surfacing in both test pits. Topsoil is considered
unsuitable for the support of pavements.
3.2.2 Undocumented Fill
Undocumented fill was observed in two of the six test pits at Parking Lot E. At Gravel Lot I, fill was
observed at TP-8. The undocumented fill is visually classified as clayey gravel with sand and
cobbles to lean clay with variable sand. The undocumented fill was probably placed as waste soil
or as a leveling course.
Existing woven geofabric was observed at TP-3, TP-6, and TP-7. At TP-6 and TP-7, the geofabric
was placed to act as a separation fabric to reduce the migration of fines into the overlying
surfacing gravels. The existence of the geofabric is unknown at TP-3.
3.2.3 Lean Clav and Silt - Subprade
Below the topsoil and undocumented fill, DOWL observed a lean clay or silt subgrade at four of
the six test pits at Parking Lot E and both test pits at Gravel Lot I. The fine-grained subgrade
ranged in classifications from lean clay to silt with sand. The natural moisture contents ranged
from 18.7 to 27.0 percent, averaging 22 percent. A single CBR value from TP-1 was determined
to be 3.7 with a maximum dry density (standard proctor) of 100.0 pounds per cubic foot and an
optimum moisture content of 20.4.
3.2.4 Grave/— Subgrade
Gravel subgrade was observed at TP-4 and TP-6. The visual classifications were estimated to be
clayey gravel with sand, cobbles, and boulders. Boulders were observed to be up to 14 inches in
the greatest dimension. A poorly graded gravel with sand and cobbles layer was observed to be
below the clay subgrade at TP-2 and extended beyond the exploration of the test pit. Cobbles
and boulders with particle sizes greater than six inches should be screened before placement.
This screening should allow for even compaction of the subgrade and base course.
3.2.5 Crushed Base Course (Gravel) Surfacinq — Gravel Lot 1
Base course was observed as a surfacing course throughout Gravel Lot I. The classification was
determined to be a well-graded gravel with sand. The clasts were rounded to subangular and had
a brown matrix with multicolored clasts. This existing base course is suitable for base course at
other proposed parking lots as long as the material is not contaminated with fine-grained soils.
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Bozeman Health — Phase 1 Parking Lot and Stormwater Pond Geotechnical Report
Parking Lot Pavement Section Recommendations April 2024
3.3 Groundwater
DOWL did not encounter groundwater in the test pits during the field exploration. These
observations represent groundwater conditions only at the time of the investigation and may not
indicate other times or locations. Groundwater conditions can change with varying seasonal and
weather conditions and other factors. Consider the possibility of groundwater fluctuations when
developing design and construction plans for the project.
Fluctuations in groundwater levels can best be documented by implementing a groundwater
monitoring plan. DOWL installed groundwater piezometers at TP-1, TP-2, and TP-5 for periodic
measurements of groundwater levels.
3.3.1 Groundwater Information Center Research
We researched the Montana Bureau of Mines and Geology's Groundwater Information Center
(GWIC) website to estimate static water levels from existing near the project area. GWIC data is
for informational purposes only and contains historical well logs, some of which may not be
accurate. Corresponding ground surface elevations between the proposed towers and the nearby
wells are unknown at this time. For this reason, the following data should be used with caution
and considered as general groundwater behavior rather than site-specific data. Based on the
GWIC research, the static groundwater levels are as follows:
Township 2 South, Range 6 East, Section 17: Static groundwater levels range from
approximately 10 to 87 feet below the existing ground surface, according to nearby wells. The
average groundwater depth was approximately 44 feet below the existing ground surface. This
data is derived from a total of 15 wells.
Township 2 South, Range 6 East, Section 18: Static groundwater levels range from
approximately 3 to 175 feet below the existing ground surFace, according to nearby wells. The
average groundwater depth was approximately 28 feet below the existing ground surFace. This
data is derived from a total of 96 wells.
4.0 ENGINEERING ANALYSIS AND RECOMMENDATIONS
Based on information from the subsurface exploration, laboratory testing results, and our analysis,
the proposed structure can be supported on drilled shafts or driven pile foundations. Specific
recommendations are provided in the following sections.
4.1 Parking Lot E Expansion — Pavement Section
An engineering evaluation has been conducted to assess the subgrade conditions and determine
a recommended pavement section for the parking areas and access lanes. As shown on Figure
5, three lanes of 66 car stalls each will be added to the west of the existing Parking Lot E.
Bozeman Health's snow removal contractor will use a front wheel loader and HD (250/0 and
350/0) trucks for hauling sand and chemical tanks in all three proposed parking lot lanes.
The western lane will provide access to the maintenance yard. Tractor trailers will access the
maintenance yard for miscellaneous deliveries. The tractor-trailer's access is shown as a red
dotted line in Figure 5.
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Bozeman Health — Phase 1 Parking Lot and Stormwater Pond Geotechnical Report
Parking Lot Pavement Section Recommendations April 2024
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Figure 5: Maintenance Equipment Lane (Parking Lot E) — From Sanderson Stewart
Subgrade soil conditions have been described under the Observed Soil Conditions. The subgrade
is comprised predominately of lean clay with silt, but there are also areas with gravel, cobble, and
boulder subgrade.
4.1.1 Traffic
Based on the traffic breakdown from discussions via email with Bozeman Health and Sanderson
Stewart, we calculated equivalent single axle loads (ESALs) as shown in the tables below,
assuming an annual one percent growth rate. We assumed a passenger car or truck would drive
in a travel lane four times daily. If future projects that impact general traffic routes are planned,
contact DOWL to revise our recommendations as necessary.
Table 3: Traffic Loadin — Li ht Dut Section
Vehicle Descri tion ADT Desi n Lane Axle Load ki s *
Passen er Car 360 2S 2S
Picku Truck/Van 160 2S 4S
Recreational Vehicle 1 4S 4S
Front Wheel Loader 4 8S 8S
Loaded HD 250/0 & 350/0 4 4S 4S
Calculated 18-kip ESALs 5,879 (flexible)
*S-Single
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Bozeman Health — Phase 1 Parking Lot and Stormwater Pond Geotechnical Report
Parking Lot Pavement Section Recommendations April 2024
Table 4: Traffic Loading — Heavy Duty Section — Maintenance
Access
Vehicle Descri tion ADT Desi n Lane Axle Load ki s *
Passen er Car 360 2S 2S
Pickup Truck/Van 160 2S 4S
Recreational Vehicle 1 4S 4S
Packa e Deliver Truck 1 4S 14S
Front Wheel Loader 4 6S 8S
Loaded HD 250/0 & 350/0 4 4S 4S
Semi-Tractor Trailer 1 12S 34T 34T
Calculated 18-ki ESALs 21,865 flexible
�S-Single, T-Tandem
4.1.2 Desiqn Parameters
We used the pavement design parameters shown in the table below.
Table 5: Pavement Desi n Parameters
Pavement Design Design Value Source
Parameter
Initial serviceability 4.2 AASHTO 1993
Terminal serviceability 2.0 AASHTO 1993
Reliability 85% AASHTO 1993
Drainage coefficient 0.9 AASHTO 1993
Flexible Pavement
Design life 20 years AASHTO 1993
Standard Deviation 0.45 AASHTO 1993
Asphalt layer coefficient 0.40 AASHTO 1993
Base layer coefficient 0.14 AASHTO 1993
Subbase layer coefficient 0.08 AASHTO 1993
Subgrade resilient 5,610 psi CBR value
modulus
4.1.3 Flexible Pavement
Based on our design calculations, anticipated traffic, and field conditions, we recommend the
pavement sections shown below for the proposed new pavement areas for the light-duty and
heavy-duty locations. The separation fabric will help prevent the migration of fines into the
overlying crushed aggregate course.
Liqht Dutv Section — Car Traffic
• 3-inches of asphalt
• 6-inches of crushed aggregate course
• Separation Fabric
• Subgrade prepared in accordance with Section 4.2.1
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Bozeman Health — Phase 1 Parking Lot and Stormwater Pond Geotechnical Report
Parking Lot Pavement Section Recommendations April 2024
Heavv Duty Section — Maintenance Access
• 3.5-inches of asphalt
• 8-inches of crushed aggregate course
• Separation Fabric
• Subgrade prepared in accordance with Section 4.2.1
4.1.4 Pavement Construction Considerations
Compact fill in 8-inch loose lifts to at least 95 percent of maximum dry density at plus or minus
three percentage points of optimum moisture content according to ASTM D 698 (Standard
Proctor). DOWL must observe subgrade soil prior to fill placement for fill or suspect soils.
Prior to fill placement, scarify the existing subgrade to a depth of at least eight inches and compact
to not less than 95 percent of maximum dry density near optimum moisture content according to
ASTM D 698 (Standard Proctor). Drying or moisture conditioning of the subgrade soils may be
required to achieve the specified compaction. All subgrades should be proof rolled with a loaded
dump truck or water truck prior to placing base gravel. Areas where compaction criteria cannot
be met or soft areas revealed by proof rolling must be sub-excavated to a minimum depth of
twelve inches and replaced with compacted approved fill. Areas of loose or organic fill, if
encountered, should be sub-excavated to remove all unsuitable material and replaced with
compacted granular fill.
All paving materials should meet and be installed in accordance with Montana Public Works
Standard Specifications. Compact base materials to not less than 98 percent of maximum dry
density at plus or minus two percent of optimum moisture according to ASTM D 698.
4.2 Earthwork
4.2.1 Subqrade Preparation
• Soil containing vegetation and organics (topsoil) extended approximately 6 inches below
the existing ground surface in the locations explored. Remove soil containing vegetation
and organics below planned improvements or structures.
• Remove undocumented fill (e.g., soil containing slag, concrete, wood, metal, etc.) below
planned improvements.
• Grade the exposed subgrade surfaces so that they are free of mounds and depressions,
which could prevent uniform compaction. If unexpected fills or obstructions are
encountered during site clearing or excavation, remove such features and clean the
excavation prior to placing backfill and/or construction.
• Soil disturbance negatively impacts the soil's performance. Disturbed (uncompacted) soil
below any pavement is not allowed.
• Remove pumping or rutting subgrade areas to depths between 12 and 18 inches or as
directed by DOWL.
• Once prepared and approved by the DOWL, it is the contractor's sole responsibility to
protect subgrades from degradation.
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Bozeman Health — Phase 1 Parking Lot and Stormwater Pond Geotechnical Report
Parking Lot Pavement Section Recommendations April 2024
4.2.2 Excavation
Based on the materials encountered in the soil borings, conventional earthmoving equipment
should be capable of excavating the site soils.
5.0 GEOTECHNICAL DESIGN CONTINUITY
Geotechnical design continuity will be an important aspect of the successful completion of this
project. In our opinion, geotechnical continuity can occur in three stages: planning, design, and
construction project aspects. Specifically, we recommend that DOWL maintain the geotechnical
design continuity in the following aspects:
• Plan and Specification Review: We recommend you retain DOWL to review the final
design and construction plans and specifications to verify that our geotechnical
recommendations are incorporated into construction documents and to provide additional
recommendations based on the final design concepts. These efforts can help provide
document continuity and reduce the potential for errors as the project concepts evolve.
• Construction Observation and Testing: We recommend that you retain a qualified
geotechnical engineer or testing firm to provide observation and testing during site
preparation, grading, fill placement, and paving to verify compliance with the
recommendations presented in this report. Inspection and oversight during this process
will reduce the potential for an unforeseen construction error, which may ultimately impact
the project.
6.0 LIMITATIONS
DOWL based the conclusions and recommendations presented in this report on the assumption
that site conditions are not substantially different from those exposed by the explorations. If,
during construction, subsurface conditions are different from those encountered in the
explorations, advise DOWL at once to review those conditions and reconsider recommendations
if necessary. The geotechnical recommendations herein are based on the premise that an
adequate program of tests and observations will be conducted during construction to document
compliance with DOWL's recommendations and to confirm conditions exposed during subgrade
preparations.
If there is a substantial lapse of time between the submission of this report and the start of work
at the site, and significantly if conditions have changed due to natural causes or construction
operations at or near the site, contact DOWL to review this report and to evaluate the applicability
of the conclusions and recommendations presented herein.
DOWL prepared this report for Bozeman Health and their consultants' use on this project. DOWL
recommends you make this report available to prospective contractors only for information and
factual data, but not as a warranty of subsurface conditions. DOWL prepared this report, including
engineering analyses, recommendations, figures, and design details specifically for the Bozeman
Health — Phase I Parking Lot and Storm project. These recommendations do not apply to other
construction sites. Do not separate the figures from the text for independent use.
Any conclusions made by a construction contractor or bidder relating to construction means,
methods, techniques, sequences, or costs based upon the information provided in this report are
not the responsibility of Bozeman Health or DOWL.
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Bozeman Health — Phase 1 Parking Lot and Stormwater Pond Geotechnical Report
Parking Lot Pavement Section Recommendations April 2024
7.0 REFERENCES
American Association of State Highway and Transportation Officials. 1993. AASHTO Guide for
Design of Pavement Structures. Vol. 1
Vuke, S.M., Lonn, J.D., Berg, R.B., Schmidt, C.J., 2014, Geologic Map of the Bozeman 30' x 60'
Quadrangle, Southwestern Montana Montana Bureau of Mines and Geology, Open File
Report, MBMG 648
Montana Technological University, Montana Bureau of Mines and Geology, 2021 Ground Water
Information Cenfer. http://mbmggwic.mtech.edu. Accessed April 15, 2024.
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� � I I I � I � I
■ ■ ■
ni - n in rin r
. . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . .
The GeOpfOf@SS101181 BusllleSS ASSOC18t1011 (GBA� will not likely meet the needs of a civil-works constructor or even a
has prepared this advisory to help you —assumedly different civil engineer.Because each geotechnical-engineering study
a client representative— interpret and apply this is unique,each geotechnical-engineering report is unique,prepared
geotechnical-engineering report as effectively as Solely for the�lient.
possible. In that way, you can benefit from a lowered Likewise,geotechnical-engineering services are performed for a specific
exposure to problems associated with subsurface project and purpose.For example,it is unlikely that a geotechnical-
COndltlons at pPOjeCt Sltes 811d deVelopment of engineering study for a refrigerated warehouse will be the same as
them that, for decades, have been a principal cause one prepared for a parking garage;and a few borings drilled during
of construction delays, cost overruns, CI811715, a preliminary study to evaluate site feasibility will not be adequate to
8nd dlSpUteS. If y0U haV2 qUeStIO17S OY Want mOPe develop geotechnical design recommendations for the project.
information about any of the issues discussed herein,
COIltBCt�/OUP GBA-171e171b@C geOteChIlIC81 @Ilgllle@f. Do not rely on this report if your geotechnical engineer prepared it
Active engagement in GBA exposes geotechnical • for a different dient;
engineers to a wide array of risk-confrontation • for a different project or purpose;
techniques that can be of genuine benefit for • for a different site(that may or may not include all or a portion of
the original site);or
everyone involved with a construction project. . before important events occurred at the site or adjacent to it;
e.g.,man-made events like construction or environmental
Understand the Geotechnical-Engineering Selvices remediation,or natural events like floods,droughts,earthquakes,
Provided for this Report or groundwater fluctuations.
Geotechnical-engineering services typically include the planning,
collection,interpretation,and analysis of exploratory data from Note,too,the reliability of a geotechnical-engineering report can
widely spaced borings and/or test pits.Field data are combined be affected by the passage of time,because of factors like changed
with results from laboratory tests of soil and rock samples obtained subsurface conditions;new or modified codes,standards,or
from field exploration(if applicable),observations made during site regulations;or new techniques or tools.If you are the least bit uncertain
reconnaissance,and historical information to form one or more models about the continued reliability of this report,contact your geotechnical
of the expected subsurface conditions beneath the site.Local geology engineer before applying the recommendations in it A minor amount
and alterations of the site surface and subsurface by previous and of additional testing or analysis after the passage of time-if any is
proposed construction are also important considerations.Geotechnical required at all-could prevent major problems.
engineers apply their engineering training,experience>and judgment
to adapt the requirements of the prospective project to the subsurface Read this Report in Full
model(s). Estimates are made of the subsurface conditions that Costly problems have occurred because those relying on a geotechnical-
willlikely be exposed during construction as well as the expected engineering report did not read the report in its entirety.Do not rely on
performance of foundations and other structures being planned and/or an executive summary.Do not read selective elements only.Read and
affectedby construction activities. refer to the report in full.
The culmination of these geotechnical-engineering services is typically a You Need to Inform Your Geoteehnieal Engineer
geotechnical engineering report providing the data obtained,a discussion About Change
of the subsurface model(s),the engineering and geologic engineering your geotechnical engineer considered unique,project-specific factors
assessments and analyses made,and the recommendations developed ��,hen developing the scope of study behind this report and developing
to satisfy the given requirements of the project.These reports may be the confirmation-dependent recommendations the report conveys.
titled investigations>explorations,studies,assessments,or evaluations. Typical changes that could erode the reliability of this report include
Regardless of the title used,the geotechnical-engineering report is an those that affect:
engineering interpretation of the subsurface conditions within the context , the site's size or shape;
of the project and does not represent a close examination>systematic , �e elevation,configuration,location,orientation,
inquiry,or thorough investigation of all site and subsurface conditions. function or weight of the proposed structure and
Geotechnical-Engineering Services are Performed the desired pe,-formance criteria;
• the composition of the design team;or
for Specific Purposes, Persons, and Projects, . proje�t ownership.
and At Specific Times
Geotechnical engineers structure their services to meet the specific As a general rule,always inform your geotechnical engineer of project
needs,goals,and risk management preferences of their clients.A or site changes-even minor ones-and request an assessment of their
geotechnical-engineering study conducted for a given civil engineer impact.11te geotechnical engineer who prepared this report cannot accept
responsibility or liability for problems that arise because the geotechnical conspicuously that you've included the material for information purposes
engineer was not informed about developments the engineer otherwise only.To awid misunderstanding,you may also want to note that
would have considered. "informational purposes"means constructors have no right to rely on
the interpretations,opinions,conclusions,or recommendations in the
MOSt Of the "Findings" Related in This Report report.Be certain that constructors know they may learn about specific
Are Professional Opinions project requirements,including options selected from the report,only
Before construction begins,geotechnical engineers explore a site's from the design drawings and specifications.Remind constructors
subsurface using various sampling and testing procedures.Geotechnical �at they may perform their own studies if they want to,and be sure to
engineers can observe actual subsurface conditions only at those specific allow enough time to permit them to do so.Only then might you be in
locations where sampling and testing is performed.The daLa derived from a position to give constructors the information available to you,while
that sampling and testing were reviewed by your geotechnical engineer, requiring them to at least share some of the financial responsibilities
who then applied professional judgement to form opinions about stemming from unanticipated conditions.Conducting prebid and
subsurface conditions throughout the site.Actual sitewide-subsurface preconstruction conferences can also be valuable in this respect.
conditions may differ-maybe significantly-from those indicated in
this report.Confront that risk by retaining your geotechnical engineer Read Responsibility Provisions Closely
to serve on the design team Lhrough project compleLion to obtain Some client representatives,design professionals,and constructors do
informed guidance quickly,whenever needed. not realize that geotechnical engineering is far less exact than other
engineering disciplines.This happens in part because soil and rock on
ThIS Rep01�'s Reeommendations Are project sites are typically heterogeneous and not manufactured materials
Confirmation-Dependent with well-defined engineering properties like steel and concrete.That
The recommendations included in this report-including any options or lack of undersLanding has nurLured unrealistic expectaLions that have
alternatives-are confirmation-dependent.In other words,they are not resulted in disappointments,delays,cost overruns,claims,and disputes.
final,because the geotechnical engineer who developed Lhem relied heavily To confront that risk,geotechnical engineers commonly include
on judgement and opinion to do so.Your geotechnical engineer can finalize explana�ory provisions in their reports.Sometimes labeled"limiLations,'
the recommendations only after observing actual subsurface conditions many of these provisions indicate where geotechnical engineers'
exposed during consLruction.If through observation your geotechnical responsibilities begin and end,to help others recognize their own
engineer confirms that the conditions assumed to e�st actually do exist, responsibiliLies and risks.Read these provisions closely.Ask questions.
the recommendations can be relied upon,assuming no other changes have Your geotechnical engineer should respond fully and frankly.
occurred.The geotechnical engineer who prepared this report cannot assume
responsibilityorliabilityforconfirmation-dependentrecommendationsifyou Ge0e1lVIP011171elltal C011C@PIIS AI"@ NOt COV@1"@d
fail to retain that engineer to perform construction observation. 'Ihe personnel,equipment,and techniques used to perform an
environmental study-e.g.,a"phase-one"or"phase-twd'environmental
This Report Could Be Misinterpreted site assessment-differ significantly from those used to perform a
Other design professionals'misinterpretation of geotechnical- geotechnical-engineering study.For that reason,a geotechnical-engineering
engineering reports has resulted in cosdy problems.Confront that risk report does not usually provide environmental findings,conclusions,or
by having your geotechnical engineer serve as a continuing member of recommendations;e.g.,about the likelihood of encountering underground
the design team,to: storage tanks or regulated contaminants.Unanticipated subsurface
• confer with other design-team members; environmental problems have led to project failures.If you have not
. help develop specifications; obtained your own environmental information about the project site,
• review pertinent elements of other design professionals'plans and ask your geotechnical consultant for a recommendation on how to find
specifications;and environmental risk-management guidance.
. be available whenever geotechnical-engineering guidance is needed.
Obtain Professional Assistance to Deal with
You should also confront the risk of constructors misinterpreting this Moisture Infiltration and Mold
report.Do so by retaining your geotechnical engineer to participate in While your geotechnical engineer may have addressed groundwater,
prebid and preconstruction conferences and to perform construction- water infiltration,or similar issues in this report,the engineer's
phase observations. services were not designed,conducted,or intended to prevent
migration of moisture-including water vapor-from the soil
Give Constructors a Complete Report and Guidance through building slabs and walls and into the building interior,where
Some owners and design professionals mistakenly believe they can shift it can cause mold growth and material-performance deficiencies.
unanticipated-subsurface-conditions liability to constructors by limiting Accordingly,proper implementation of the geotechnical engineer's
the information they provide for bid preparation.To help prevent recommendations will not of itself be su�'icient to prevent
the costly,contentious problems this practice has caused,include the moisture infiltration.Confront the risk of moisture infiltration by
complete geotechnical-engineering report,along with any attachments including building-envelope or mold specialists on the design team.
or appendices,with your contract documents,but be certain to note Geotechnical engineers are not building-envelope or mold specialists.
� GEOPROFESSIONAL
BUSINESS
/ ASSOCIATION
Telephone:301/565-2733
e-mail: www.geoprofessional.org
Copyright 2019 by Geoprofessional Business Association(GBA).Duplication,reproduction,or copying of this document,in whole or in part,by any means whatsoever,is strictly
prohibited,except with GBA's specific written permission.Excerpting,quoting,or otherwise extracting wording from this document is permitted only with the express written
permission of GBA,and only for purposes of scholarly research or book review.Only me�nbers of GBA may use this document or its wording as a complement to or as an element
of a report of any kind.Any other firm,individual,or other entity that so uses this docu�nent without being a GBA member could be committing negligent
Bozeman Health — Phase I Parking Lot and Storm
A endix A
pp
Exploration Logs _
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SOIL CLASSIFICATION/LEGEND
Unified Soil Classification S stem
soil Classification Component Definitions By Gradation
Criteria for Assigning Group Symbols and Names Generalized
Group Descriptions Component Size Range
COARSE-GRAINED SOILS GRAVELS CLEAN GRAVELS GW Well- raded ravels Boulders Greaterthan 12-in.
More than 50% More than 50%of Less than 5%fines GP Poorl - raded ravels
retained on coarse fraction GRAVELS w/FINES GM Gravel and silt Cobbles 3-in.to 12-in.
No.200 sieve retained on No.4 More than 12%fines mixtures Gravel 3-in.to No.4(4.75 mm)
sieve GC Gravel&cla mixtures
SANDS CLEAN SANDS SW Well- raded sands Coarse gravel 3-in.to'/4-in.
50%or more of Less than 5%fines SP Poorl - raded sands Fine gravel '/,-in.to No.4(4.75 mm)
coarse faction SANDS with FINES SM Sand and silt mixtures
asses No.4 sieve More than 12%fines SC Sand and cla mixtures Sand No.4(4.75 mm)to No.200(.075 mm)
FINE-GRAINED SOILS SILTS&CLAYS CL Low- lasticit cla s Coarse sand No.4(4.75 mm)to No.10(2.0 mm)
50%or more passes Liquid limit INORGANIC ML Non-plastic and low-
the No.200 sieve less than 50 lasticit silts Medium sand No.10(2.0 mm)to No.40(0.425 mm)
Non-plastic and low Fine sand No.40(0.425 mm)to No.zoo(0.074 mm)
plasticity organic clays
ORGANIC pL Silt and Clay Smaller than No.200(0.075 mm)
Non-plastic and low-
lasticit or anic silts
SILTS&CLAYS CH Hi h- lasticit cla s Silt and Cla Descri tions
Liquid limit INORGANIC MH High-plasticity silts Description T pical Unified Desi nation
greater than 50 Silt ML(non-plastic)
High-plasticity Clayey Silt CL-ML(low plasticity)
organic clays Silty Clay,Lean Clay CL
ORGANIC �H Clay,Fat Clay CH
High-plasticity Plastic Silt MH
or anic soils Or anic Soils OL,OH,Pt
HIGHLY ORGANIC SOILS Primarily organic matter,dark in color and PT peat
has an or anic odor
Descriptive Terminology Denoting
Relative Density or Consistency Com onents Pro ortions
Utilizing Standard Penetration Test Values
Descriptive Terms Range of Proportion
Cohesionless Soils�a� Cohesive Soils�b� Trace or Scattered 0-5%
Relative Undrained Few 5-10%
Densit ��� N blows/ft��� Density Consistenc N blows/ft��� Shear Some or Adjective�a� 15-30%
y (%) y Strength�d� And 30-50%
psf (a)Use gravelly,sandy or silty as appropriate.
Very loose 0 to 4 0-15 Very soft 0 to 2 <250
Loose 5 to 10 15-35 Soft 3 to 4 250-500
Samples
Med.Dense 11 to 29 35-65 Medium Stiff 5 to 8 500—1,000
Dense 30 to 49 65-85 Stiff 9 to 15 1,000—2,000 Split Spoon Sampler(2.0"OD)
Very Dense Over 50 >85 Very Stiff 16 to 30 2,000—4,000
Hard Over 30 >4,000
Ring Sampler(3.0"OD)*
(a) Soils consisting of gravel,sand and silt,either separately or in combination,possessing no *Indicates increased blow counts
characteristics of plasticity and exhibiting drained behavior. due to sampler size.
(b) Soils possessing the characteristics of plasticity,and exhibiting undrained behavior.
(c) Undrained shear strength=Yz unconfined compressive strength.
(d) Qp-Denotes pocket penetrometer field measurement(tons per square foot)approximation to � Shelby Tube Sampler(3.0"OD)
unconfined compressive strength.
SOiI MOiStur2 BulkSample(augercuttings)
Groundwater Elevation Absenceofmoisture,
Dry dusty,dry to the touch
iWater Elevation Noted During Drilling Minor existence of
— Slightly Moist moisture,not dusty,but � Core Barrel
� still d to the touch
Water Elevation Recorded After Drilling Complete Damp but no visible
_ Moist Water
Zones of visible moisture Unless otherwise noted,drive samples advanced
Very Moist and usually above the with 140-Ib.hammer and 30-in.drop.
water table
Wet Visible free water,usually
soil is below water table
Project No.:4691.12624.01 LOG OF TEST PIT TP-1 Sheet 1 of 1
CLIENT PROJECT
Bozeman Health Bozeman Health- Phase 1 Parkin Lot and Stormwater Pond
TEST PIT LOCATION SITE
See Fi ure 2 Bozeman Montana
SAMPLES
(� l~L
� Z m W F M.C.
� MATERIAL DESCRIPTION v o � a w PL � �� ADDITIONAL
_ _ ¢ � ~w 1b 20 30 40 DATA/ Well
� a > 1 Y� REMARKS
a a w � uo
o Surface Elevation:4,948 � w m °�
2-inch hand-cut slotted
PVC-7-inches above
0 .0 4948 4948 ground-backfilled with
5-inches Undocumented Fill, Clayey test pit spoils
GRAVEL with Sand and Cobbles; very Lab#37741
moist to moist, black matrix with uscs=c�
multicolored clasts, rounded to Fines=85.6%
subrounded,fine to coarse rained sand Sand=13.6%
0.4 g ^947.6 Grave1=0.8%
Lean CLAY, CL; moist, black, or anics Liquid Limit=44
Z g 4946 Plasticity Index=23
Natural Moisture=19.9%
2.5 4945.5 - Standard Proctor=100 pcf
Sand Lean CLAY; moist, bfOWC1 t0 II Ilt _ Optimum Moisture=20.4%
Y 9 CBR=3.7
brown,fine grained sand
3.5 4944.5
Lean CLAY with Sand; moist, light olive 4944
a brown,fine grained sand, blocky structure
6 4942
$ 4940
.8 938.2
�o Test pit terminated at 9.8 feet
No groundwater observed
12
DOWL STARTED 03/28�2�24 FINISHED 03/28/2024
, 1283 North 14th Avenue, Suite 101 corvTRacTor�otts Drilling EXCAVATOR Backhoe
Bozeman, Montana 59601
� a W L Telephone: (406)686-8834 �PERATOR D.Brown MODEL CAT Turbo
WWW.C�OW�.COIII LOGGED BY D. Barrick APPROVED BY D. Russell
Project No.:4691.12624.01 LOG OF TEST PIT TP-2 Sheet 1 of 1
CLIENT PROJECT
Bozeman Health Bozeman Health- Phase 1 Parkin Lot and Stormwater Pond
TEST PIT LOCATION SITE
See Fi ure 2 Bozeman Montana
SAMPLES
(� l~L
� Z m W F M.C.
� MATERIAL DESCRIPTION v o � a w PL � �� ADDITIONAL
_ _ ¢ � ~w 1b 20 30 40 DATA/ Well
� a > 1 Y� REMARKS
a a w � uo
o Surface Elevation:4,944 � w m °�
2-inch hand-cut slotted
PVC-12-inches above
ground-backfilled with
4944 test pit spoils
0 0. 4944 JJJJJJJJJJ
5-inches+/-Topsoil, Lean CLAY;very J J J J J J J J J J
moist, black, high organic content
0.4 ^943.6
Lean CLAY;very moist, black,organics
1.3 4942.7
Lean CLAY; moist, brown
2 2.0 4942 4942
Lean CLAY with Gravel; moist, brown
matrix with multicolored clasts, rounded �
Q
3.0 4941 � i Lab#37742
Poorl Graded GRAVEL with Sand and 'F-�-l' ' ' o
Y � --- Natural Moisture=8.1/o
Cobbles; moist, brown matrix with =;����:, �:=
multicolored clasts, rounded to �---�---`-!-'��`
�-«_a _�___ a 4940
4 subrounded,fine to coarse grained sand r+t=�•����
:�:__t�-
,r�;:�i,�;��
-�-•�----��,,r,
�_��,=,t,
_'•� s-_��_��
;�;�,
;c"
�`' -F-��i 4938
6 �i�:��!
_��,y , , , ,r��,
___�_�G<<_
,� „ ��,
�`�-_! ,
-s,�',+�;;, ,�,
:+--.-_ _.,�•_
;�.,"�-,;!"- s-�
$ --��_--f�� 4936
-i� _r�l3r�__�
______.�___-�
:S:ir-�-�"��t
,��-�_._�-
_!�-_"'�_r3��
.4 934.6 �
Test pit terminated at 9.4 feet
10
No groundwater observed
12
DOWL STARTED 03/28�2�24 FINISHED 03/28/2024
, 1283 North 14th Avenue, Suite 101 corvTRacTor�otts Drilling EXCAVATOR Backhoe
Bozeman, Montana 59601
� a W L Telephone: (406)686-8834 �PERATOR D.Brown MODEL CAT Turbo
WWW.C�OW�.COIII LOGGED BY D. Barrick APPROVED BY D. Russell
Project No.:4691.12624.01 LOG OF TEST PIT TP-3 Sheet 1 of 1
CLIENT PROJECT
Bozeman Health Bozeman Health- Phase 1 Parkin Lot and Stormwater Pond
TEST PIT LOCATION SITE
See Fi ure 2 Bozeman Montana
SAMPLES
(� l~L
� Z m W F M.C.
� MATERIAL DESCRIPTION v o � a w PL � �� ADDITIONAL
_ _ ¢ � ~w 1b 20 30 40 DATA/ Well
� a > 1 Y� REMARKS
a a w � uo
o Surface Elevation:4,949 � w m °�
° 6-inches+/-Topsoil, Clayey GRAVEL with J J J J J J J J J�
Sand and Cobbles;very moist, black
matrix with multicolored clasts, rounded,
fine to coarse grained sand, organcis 4948
0.5 d 948.
Undocumented Fill, Clayey GRAVEL with Lab#37743
Sand and Cobbles;very moist to moist, USCS=ML
2 black matrix with multicolored clasts, Fines=77.0%
rounded,fine to coarse grained sand Sand=22.3%
1.5 d 947. Grave1=0.7%
Woven Geofabric at 1.5 feet Liquid Limit=36
4946 Plasticity Index=9
Natural Moisture=27.0%
SILT with Sand, ML; moist, reddish brown,
medium to fine sand
4 Grades moist to slightly moist,gray at 3.2
feet
4944
6
4942
8
494 4940
Test pit terminated at 9.0 feet
No groundwater observed
10
12
14
DOWL STARTED 03/28�2�24 FINISHED 03/28/2024
, 1283 North 14th Avenue, Suite 101 corvTRacTor�otts Drilling EXCAVATOR Backhoe
Bozeman, Montana 59601
� a W L Telephone: (406)686-8834 �PERATOR D.Brown MODEL CAT Turbo
WWW.C�OW�.COIII LOGGED BY D. Barrick APPROVED BY D. Russell
Project No.:4691.12624.01 LOG OF TEST PIT TP-4 Sheet 1 of 1
CLIENT PROJECT
Bozeman Health Bozeman Health- Phase 1 Parkin Lot and Stormwater Pond
TEST PIT LOCATION SITE
See Fi ure 2 Bozeman Montana
SAMPLES
(� l~L
� Z m W F M.C.
� MATERIAL DESCRIPTION v o � a w PL � �� ADDITIONAL
_ _ ¢ � ~w 1b 20 30 40 DATA/ Well
� a > 1 Y� REMARKS
a a w � uo
o Surface Elevation:4,961 � w m °�
° Clayey GRAVEL with Sand and Cobbles;
very moist, reddish brown matrix with �
multicolored clasts, rounded,fine to coarse
grained sand 4960
r
2 2. 495
Gravelly Lean CLAY; moist, reddish brown
matrix with multicolored clasts, rounded
� 4958
4
O
4956
Lean CLAY with Gravel; moist, reddish
6 brown matrix with multicolred clasts,
rounded
� 4954
7.5 4953.5 Lab#37744
Sandy Lean CLAY; moist, reddish brown, ' Natural Moisture=18.7%
$ fine to coarse grained sand
8. 4952.4
Test pit terminated at 8.6 feet
No groundwater observed
10
12
14
DOWL STARTED 03/28�2�24 FINISHED 03/28/2024
, 1283 North 14th Avenue, Suite 101 corvTRacTor�otts Drilling EXCAVATOR Backhoe
Bozeman, Montana 59601
� a W L Telephone: (406)686-8834 �PERATOR D.Brown MODEL CAT Turbo
WWW.C�OW�.COIII LOGGED BY D. Barrick APPROVED BY D. Russell
Project No.:4691.12624.01 LOG OF TEST PIT TP-5 Sheet 1 of 1
CLIENT PROJECT
Bozeman Health Bozeman Health- Phase 1 Parkin Lot and Stormwater Pond
TEST PIT LOCATION SITE
See Fi ure 2 Bozeman Montana
SAMPLES
(� l~L
� Z m W F M.C.
� MATERIAL DESCRIPTION v o � a w PL � �� ADDITIONAL
_ _ ¢ � ~w 1b 20 30 40 DATA/ Well
� a > 1 Y� REMARKS
a a w � uo
o Surface Elevation:4,954 � w m °�
2-inch hand-cut slotted
PVC-9-inches above
4954 ground-backfilled with
� .Q 4954 J J J J J J J J J J test pit spoils
5-inches+/-Topsoil, Lean CLAY;very J J J J J J J J J J
moist, black,organics
0.4 ^953.
Lean CLAY; moist, brown with light gray Lab#37745
and white mottling,sandy lean clay lenses Natural Moisture=21.0°/
2 4952
4 4950
6 4948
8 4946
10 4944
10.7 4943.3
Test pit terminated at 10.7 feet
No groundwater observed
12
DOWL STARTED 03/28�2�24 FINISHED 03/28/2024
, 1283 North 14th Avenue, Suite 101 corvTRacTor�otts Drilling EXCAVATOR Backhoe
Bozeman, Montana 59601
� a W L Telephone: (406)686-8834 �PERATOR D.Brown MODEL CAT Turbo
WWW.C�OW�.COIII LOGGED BY D. Barrick APPROVED BY D. Russell
Project No.:4691.12624.01 LOG OF TEST PIT TP-6 Sheet 1 of 1
CLIENT PROJECT
Bozeman Health Bozeman Health- Phase 1 Parkin Lot and Stormwater Pond
TEST PIT LOCATION SITE
See Fi ure 2 Bozeman Montana
SAMPLES
(� l~L
� Z m W F M.C.
� MATERIAL DESCRIPTION v o � a w PL � �� ADDITIONAL
_ _ ¢ � ~w 1b 20 30 40 DATA/ Well
� a > 1 Y� REMARKS
a a w � uo
o Surface Elevation:4,968 � w m °�
° 8-inches Road Base,Well Graded
GRAVEL with Sand; moist, brown matrix
with multicolored clasts, rounded to
subangular,fine to coarse grained sand
0.7 ^967.3
Woven geofabric at 8 inches J J J J J J J J J J
2 Undocumented Fill, Lean CLAY; moist, " 4966
light brown with pale brown and black
mottling,
1.4 ^966.6 - �
2-inches Topsoil, Lean CLAY;very moist, -
black, organics
1.6 ^966.4
Clayey GRAVEL with Sand, Cobbles, and - assa
4 Boulders; moist, brown to olive brown
matrix with multicolored clasts, rounded to
subrounded,fine to coarse grained sand, _
boulders up to 14-inches in greatest
dimension.
4.9 ^963.1
Silty GRAVEL with Sand; slightly moist,
s light brown matrix with multicolored clasts, ` 4962
subangular, fine to coarse grained sand
$ 4960
8.1 4959.
Test pit terminated at 8.1 feet
No groundwater observed
10
12
14
DOWL STARTED 03/28�2�24 FINISHED 03/28/2024
, 1283 North 14th Avenue, Suite 101 corvTRacTor�otts Drilling EXCAVATOR Backhoe
Bozeman, Montana 59601
� a W L Telephone: (406)686-8834 �PERATOR D.Brown MODEL CAT Turbo
WWW.C�OW�.COIII LOGGED BY D. Barrick APPROVED BY D. Russell
Project No.:4691.12624.01 LOG OF TEST PIT TP-7 Sheet 1 of 1
CLIENT PROJECT
Bozeman Health Bozeman Health- Phase 1 Parkin Lot and Stormwater Pond
TEST PIT LOCATION SITE
See Fi ure 3 Bozeman Montana
SAMPLES
(� l~L
� Z m W F M.C.
� MATERIAL DESCRIPTION v o � a w PL � �� ADDITIONAL
_ _ ¢ � ~w 1b 20 30 40 DATA/ Well
� a > 1 Y� REMARKS
a a w � uo
o Surface Elevation:4,946 � w m °a�
° 12-inches Road Base,Well-Graded i
Lab#37747
GRAVEL with Sand, GW; moist, brown uscs=�w
matrix with multicolored clasts, rounded to Fines=3.7%
subangular,fine to coarse grained sand Sand=31.0°�
1.� 4.94 Gravel=65.3%
Woven geofabric at 1.0 feet Liquid Limit=NV
Plasticity Index=NP
4944 Natural Moisture=4.0%
2 Lean CLAY; moist, black to dark gray to
dark brown, organic matter
2.6 4943A -
Sandy Lean CLAY; moist, brown,fine
grained sand, grades more sandy with
depth with calcareous veining
4 ` 4942
6 4940
$ 4938
8.4 4937.6
Test pit terminated at 8.4 feet
No groundwater observed
10
12
14
DOWL STARTED 03/28�2�24 FINISHED 03/28/2024
, 1283 North 14th Avenue, Suite 101 corvTRacTor�otts Drilling EXCAVATOR Backhoe
Bozeman, Montana 59601
� a W L Telephone: (406)686-8834 �PERATOR D.Brown MODEL CAT Turbo
WWW.C�OW�.COIII LOGGED BY D. Barrick APPROVED BY D. Russell
Project No.:4691.12624.01 LOG OF TEST PIT TP-8 Sheet 1 of 1
CLIENT PROJECT
Bozeman Health Bozeman Health- Phase 1 Parkin Lot and Stormwater Pond
TEST PIT LOCATION SITE
See Fi ure 3 Bozeman Montana
SAMPLES
(� l~L
� Z m W F M.C.
� MATERIAL DESCRIPTION v o � a w PL � �� ADDITIONAL
_ _ ¢ � ~w 1b 20 30 40 DATA/ Well
� a > 1 Y� REMARKS
a a w � uo
o Surface Elevation:4,964 � w m °a�
° 14-inches Base Course,Well Graded
GRAVEL with Sand; moist, brown matrix
with multicolored clasts, rounded to
subangular,fine to coarse grained sand
1.2 ^962.
Undocumented Fill, Lean CLAY with Sand,
CL; moist, light brown with olive green and 4962
2 black and white mottling,fine to medium
grained sand,trace organics
Lab#37748
USCS=CL
Fines=78.1%
Sand=20.6°/o
4 4960 Gravel=1.3%
Liquid Limit=40
Plasticity Index=22
Natural Moisture=22.5°/
5. 495
11-inches Topsoil, Lean CLAY;very moist J J J J J J J J J J
l�m��st, black, organics J J J J J J J J J J
J J J J J J J J J J
6 5. 4958.1 4958
Lean CLAY; moist, light brown to brown
$ 4956
8.2 4955.8
Test pit terminated at 8.2 feet
No groundwater observed
10
12
14
DOWL STARTED 03/28�2�24 FINISHED 03/28/2024
, 1283 North 14th Avenue, Suite 101 corvTRacTor�otts Drilling EXCAVATOR Backhoe
Bozeman, Montana 59601
� a W L Telephone: (406)686-8834 �PERATOR D.Brown MODEL CAT Turbo
WWW.C�OW�.COIII LOGGED BY D. Barrick APPROVED BY D. Russell
Bozeman Health — Phase I Parking Lot and Storm
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Bozeman Health Parking Lot and Storm Photo Log.docx oow� 1
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Bozeman Health Parking Lot and Storm Photo Log.docx oow� 2
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Bozeman Health Parking Lot and Storm Photo Log.docx oow� 4
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Bozeman Health Parking Lot and Storm Photo Log.docx oow� 5
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Bozeman Health Parking Lot and Storm Photo Log.docx oow� 6
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Test Pit 4— Excavation of Test Pit—Approximately 2 feet.
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Bozeman Health Parking Lot and Storm Photo Log.docx oow� 7
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Bozeman Health Parking Lot and Storm Photo Log.docx oow� 13
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Bozeman Health Parking Lot and Storm Photo Log.docx oow� 14
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Bozeman Health Parking Lot and Storm Photo Log.docx oow� 15
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Bozeman Health Parking Lot and Storm Photo Log.docx oow� 16
Bozeman Health — Phase I Parking Lot and Storm
A endix C
pp
Geotechnical Laboratory _
Test Results -
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' GEOTECHNICAL INVESTIGATION Materials Testing Laboratory
SUMMARY of PHYSICAL PROPERTIES TEST RESULTS Billings, Montana
� OWL
Bozeman Health- Phase 1 Parking Lot and Storm
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37741 TP-1 Bulk 0.5 to 3.0 CL 85.6 13.6 0.8 44 23 100.0 20.4 3.7 19.9
37742 TP-2 Grab 3.0 to 3.5 8.1
37743 TP-3 Bulk 1.5 to 4.0 ML 77.0 22.3 0.7 36 9 27.0
37744 TP-4 Grab 7.5 to 8.0 18.7
37745 TP-5 Grab 1.0 to 1.5 21.0
37746 TP-6 Grab 3.0 to 4.0 9.1
37747 TP-7 Grab 0.2 to 0.8 GW 3.7 31.0 65.3 NV NP 4.0
37748 TP-8 Grab 3.0 to 3.5 CL 78.1 20.6 1.3 40 22 22.5
37749 TP-8 Grab 0.2 to 1.0 4.2
Cade Cunningham 222 N.32nd Street,Suite 700
Billings Materials Lab Manager Billings, MT 59101
Particle Size Distribution Report
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100 10 1 0.1 0.01 0.001
GRAIN SIZE-mm.
^/o+3" %Gravel %Sand %Fines
Coarse Fine Coarse Medium Fine Silt Clay
0.0 0.0 0.8 1.0 2.4 10.2 85.6
TEST RESULTS Material Description
Opening Percent Spec.� Pass? Lean CLAY
Size Finer (Percent) (X=Fail)
3/8 100.0
#4 99.2 Atterberq Limits(ASTM D 4318�
#10 98.2 PL= 21 LL= 44 PI= 23
#20 97.3
#40 95.8 Classification
#80 92.3 USCS(D 2487)= CL AASHTO(M 145)= A-7-6(20)
#100 91.1 Coefficients
#200 85.6 D90= 0.1289 Dg5' �60-
�50- �30- �15-
D�p= Cu= C�=
Remarks
Sampled by DOWL
Date Received: 4/2/24 Date Tested: 4/12/24
Tested By: CC
Checked By: DB
Title: Geotechnical Engineer
(no specification provided)
Location: TP-1 Date Sampled: 3/28/24
Sam le Number: 37741 De th: 0.5-3.0 FT
, Client: Bozeman Health
P1'ojeCt: Bozeman Health Parking Lot&Storm
� O �/ L Pro'ect No: 4691.12624.01 Fi ure
COMPACTION TEST REPORT
102
100.5
0.4° 100.0 c
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96
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Water content, %
Test SpeCification: ASTM D 698-12 Method B Standard
Elev/ Classification Nat. %> %<
Depth USCS AASHTO Moist. Sp.G. LL P� 3/8 in. No.200
0.5-3.0 FT CL A-7-6(20) 44 23 0.0 85.6
TEST RESULTS MATERIAL DESCRIPTION
Maximum dry densiry= 100.0 pcf Lean CLAY
Optimum moisture=20.4 °lo
Project No. 469112624.01 Client: Bozeman Health Remarks:
ProjeCt: Bozeman Health Parking Lot&Storm Sampled by DOWL
Date: 4/8/24
0 Location:TP-1 Sample Number: 37741
,
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Tested By: CC Checked By: DB
BEARING RATIO TEST REPORT
ASTM D1883-14
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80 1.6
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Penetration Depth (in.) Elapsed Time(hrs)
Molded Soaked CBR(%) Linearity Max.
Density Percent of Moisture Density Percent of Moisture Correction Surcharge Swell
0.10 in. 0.20 in. (Ibs.)
(pcf) Max.Dens. (%) (pc� Max.Dens. (%) (in.) (%)
1 0 96.2 96.2 19.0 94.8 94.8 23.4 3.7 3.3 0.000 20 1.5
2 0
3 ❑
Material Description Max. Optimum
USCS Dens. Moisture LL PI
c %
Lean CLAY
CL 100.0 20.4 44 23
Project No: 469112624.01 Test Description/Remarks:
PrOject: Bozeman Health Parking Lot&Starm
Location: TP-1
Sample Number: 37741 Depth: 0.5-3.0 FT Sampled by DOWL
Date: 3/28/24
/
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Particle Size Distribution Report
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C C C � C � C � 7 � N � 7 <D � � N
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100 10 1 0.1 0.01 0.001
GRAIN SIZE-mm.
^/o+3" %Gravel %Sand %Fines
Coarse Fine Coarse Medium Fine Silt Clay
0 0.0 0.7 1.3 6.9 14.1 77.0
TEST RESULTS Material Description
Opening Percent Spec.� Pass? SILT with sand
Size Finer (Percent) (X=Fail)
3/8 100.0
#4 99.3 Atterberq Limits(ASTM D 4318�
#10 98.0 PL= 27 LL= 36 PI= 9
#20 94.5
#40 91.1 Classification
#80 86.7 USCS(D 2487)= ML AASHTO(M 145)= A-4(7)
#100 85.5 Coefficients
#200 77.0 D90= 0.3391 Dgg= 01409 D60-
�50- �30- �15-
D�p= Cu= C�=
Remarks
Sampled by DOWL
Date Received: 4/2/24 Date Tested: 4/12/24
Tested By: CC
Checked By: DB
Title: Geotechnical Engineer
(no specification provided)
Location: TP-3 Date Sampled: 3/28/24
Sam le Number: 37743 De th: 1.5-4.0 FT
, Client: Bozeman Health
P1'ojeCt: Bozeman Health Parking Lot&Storm
� O �/ L Pro'ect No: 4691.12624.01 Fi ure
Particle Size Distribution Report
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GRAIN SIZE-mm.
^/o+3" %Gravel %Sand %Fines
Coarse Fine Coarse Medium Fine Silt Clay
0 37.0 28.3 7.8 12.8 10.4 3.7
TEST RESULTS Material Description
Opening Percent Spec.� Pass? Well-Graded GRAVEL with sand
Size Finer (Percent) (X=Fail)
1.5 100.0
1.0 73.3 Atterberq Limits(ASTM D 43181
.75 63.0 PL= NP LL= NV PI= NP
.50 51.4
375 45.5 Classification
#4 34.7 USCS(D 2487)= GW AASHTO(M 145)= A-1-a
#10 26.9 Coefficients
#20 21.1 D90= 33.2614 D85= 30.9617 Dgp= 17.2339
#40 14.1 D50= 11.9588 Dgp= 3.0346 D�g= 0.4624
#80 6.8 D�p= 0.2737 Cu= 62.97 C�= 1.95
#100 5.7
#200 3.7 Remarks
Sampled by DOWL
Date Received: 4/2/24 Date Tested: 4/12/24
Tested By: CC
Checked By: DB
Title: Geotechnical Engineer
(no specification provided)
Location: TP-7 Date Sampled: 3/28/24
Sam le Number: 37747 De th: 0.2-0.8 FT
, Client: Bozeman Health
P1'ojeCt: Bozeman Health Parking Lot&Storm
� O �/ L Pro'ect No: 4691.12624.01 Fi ure
Particle Size Distribution Report
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100 10 1 0.1 0.01 0.001
GRAIN SIZE-mm.
^/o+3" %Gravel %Sand %Fines
Coarse Fine Coarse Medium Fine Silt Clay
0.0 0.0 1.3 0.8 4.2 15.6 78.1
TEST RESULTS Material Description
Opening Percent Spec.� Pass? Lean CLAY with sand
Size Finer (Percent) (X=Fail)
3/8 100.0
#4 98.7 Atterberq Limits(ASTM D 4318�
#10 97.9 PL= 18 LL= 40 PI= 22
#20 96.3 Classification
#40 93.7
#80 891 USCS(D 2487)= CL AASHTO(M 145)= A-6(16)
#100 87.4 Coefficients
#200 78.1 D90= 0.2010 Dgg= 01224 D60-
�50- �30- �15-
D�p= Cu= C�=
Remarks
Sampled by DOWL
Date Received: 4/2/24 Date Tested: 4/12/24
Tested By: CC
Checked By: DB
Title: Geotechnical Engineer
(no specification provided)
Location: TP-8 Date Sampled: 3/28/24
Sam le Number: 37748 De th: 3.0-3.5 FT
, Client: Bozeman Health
P1'ojeCt: Bozeman Health Parking Lot&Storm
� O �/ L Pro'ect No: 4691.12624.01 Fi ure
Appendix D
Pavement Design -
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Pavement Design - Light Duty Section
(AASHTO 1993 Method)
Desiqn Inputs Asphalt
Sugrade Support CBR = 3.74
Mr= 5610 psi
Reliability 85 %
Standard Deviation So = 0.45
Initial Serviceability Po = 4.2
Terminal Serviceability Pt= 2.0
Design Serviceability Loss, oPSI = 2.2
Layer Coefficients:
AC Surface and Binder a� = 0.40
Aggregate Base a2 = 0.14
Bozeman Health - Parkinq Lot E Expansion
Asphalt Section Traffic (18 kip ESAL) = 5,879
Asphalt Pavement Section Drainaqe, m
AC Surface + Binder 3.0 in.
in.
Aggregate Base 0.9 6.0 in.
Structural Number: 1.96
Structural Number-Required 1.63
f �r�si
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U.-3()+ 1094
5.� +1 ,i�
Project: Bozeman Health Parking Lot Location: Bozeman, Montana
Project No. 4691.12624.01 Date: 04/14/24 � "
�OWL
Pavement Design - Heavy Duty Section
(AASHTO 1993 Method)
Desiqn Inputs Asphalt
Sugrade Support CBR = 3.74
Mr= 5610 psi
Reliability 85 %
Standard Deviation So = 0.45
Initial Serviceability Po = 4.2
Terminal Serviceability Pt= 2.0
Design Serviceability Loss, oPSI = 2.2
Layer Coefficients:
AC Surface and Binder a� = 0.40
Aggregate Base a2 = 0.14
Bozeman Health - Parkinq Lot E Expansion
Asphalt Section Traffic (18 kip ESAL) = 21,865
Asphalt Pavement Section Drainaqe, m
AC Surface + Binder 3.5 in.
in.
Aggregate Base 0.9 8.0 in.
Structural Number: 2.41
Structural Number-Required 1.95
l o�.,I .�!'S/
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Project: Bozeman Health Parking Lot Location: Bozeman, Montana
Project No. 4691.12624.01 Date: 04/14/24 � "
�OWL
Alaska
Anchorage 4041 B Street, Anchorage, AK 9950;
Fairbanks 3535 College Road, Suite 100, Fairb- -
Juneau 9085 Glacier Hic
Arizona
Tempe 430 W. Warner �'
Colorado
Denver
CO 80111
Montrose Q��1-�49 �£i��i ��� Sc-�uth Park AvenuP Mc-�ntrnse_ C(� �i1�
Montana
Billings _
Bozeman 1283 North 14th Avenue, Bozeman, MT 59715
Butte 406.723.821 3 65 East Broadway, Suite 400, Butte, MT 5��
Helena 1300 Cedar Street, Helena, MT 596(`
Oregon
Bend
Eugene 541 .683.6090 920 Country Club Road, Suite 100B, Eugene, OR 974�
Lake Oswego 5000 Meadows Rd, Suite 420, Lake Oswego, OR 97�'
Medford 541 .774.5590 831 O'Hare Parkway, Medford, OR 97504
Portland 971 .280.8641 720 SW Washington Street, Portland, OR 9720
Salem
Washington
Redmond 8420 154th Avenue NE, Redmond, WA 98G
Vancouver 1111 Main Street, Suite 401 Vancouver, WA 9t�
Wyoming
Gillette 1901 Energy Court, Suite 170, Gillette, WY 827
Lander 945 Lincoln Street, Lander, WY 82520
Laramie 1575 N. 4th Street, Suite 105, Laramie, WY 82072
Sheridan 16 W. 8th Street, Sheridan, WY 828C
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1283 North 14`h Avenue,Suite 101 I
Bozeman, Montana 59715
(406)586-8834
Lab
222 N.32nd Street I Billings,MT 59101
(406)656-6399
BOZEMAN HEALTH CAMPUS PHASE 1 DESIGN
Project # 17095.13
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