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Deer Haven Hydrology Report
Stormwater Management Report January 07, 2021 (January 20, 2021)
Deer Haven Page 1
Stormwater Management Plan
Hydrology Report
Deer Haven
Chanhassen, MN
January 20, 2021
Loucks Project No. 20327.0
I hereby certify that this report was prepared by me or under my direct
supervision, and that I am a duly Registered Professional Engineer under the laws of
the State of Minnesota
_______________________________________
Valentina M Anderson, P.E.
Date: 01/20/2021 Reg. No. 43423
Stormwater Management Plan January 07, 2021 (January 20, 2021)
Deer Haven
Deer Haven
Chanhassen, Minnesota
Stormwater Management Plan
Table of Contents
Page
Number
Introduction ................................................................................................................................... 1
Methodology ................................................................................................................................. 1
Existing Conditions ........................................................................................................................ 2
Proposed Conditions ...................................................................................................................... 2
Best Management Practices ............................................................................................................ 5
Conclusion .................................................................................................................................... 5
Appendices
HydroCAD Report -Existing/Proposed ........................................................................... Appendix A
MIDS Report ................................................................................................................. Appendix C
Figures
Existing Drainage Exhibit .................................................................................................... Figure 1
Proposed Drainage Exhibit .................................................................................................. Figure 2
Stormwater Management Plan January 07, 2021 ( January 20, 2021)
Deer Haven Page 1
Deer Haven
Chanhassen, Minnesota
Stormwater Management Plan
Introduction
This stormwater management plan was created for the residential lot development on Takoma
Trail, off of Yosemite Avenue in Chanhassen, MN. The proposed project consists of parceling out
three lots, upgrading the driveway to a road and the associated utilities and stormwater treatment.
The site has access through a driveway on Takoma Trail that will be upgraded to a full road width.
The project is surrounded on three sides by residential lots. The north side consists of a wetland
before reaching residential lots. The property is 2.81 +/- acres with 0.64 acres being disturbed to
upgrade road, utilities and stormwater treatment for future lots. There is an additional 0.45 acres of
disturbance within City ROW to update the public road and get utilities to the site.
Included in this plan are calculations for the existing and proposed discharge of storm water
leaving the site
Requirements and Methodology
City of Chanhassen & Minnehaha Creek Watershed District Stormwater Requirements
The City of Chanhassen is the permitting authority for the watershed’s requirements.
1. Rate Control — Match existing rates for the 1, 10, and 100-year critical duration (24-hour)
storm events.
2. Volume Control — Provide abstraction of 1.0-inches over all impervious surfaces. The City
requires 1.0-inches over new impervious surfaces.
3. Water Quality — No net increase in Phosphorus load from existing site. The City requires
90% TSS removal and 60% TP removal from new impervious surfaces.
Methodology
The stormwater calculations were made utilizing the stormwater-modeling program HydroCAD
10.00. Calculations were performed for the 24-hour 100-year rainfall event of 7.32 inches, 10-
year rainfall event of 4.26 inches, and 1-year rainfall event of 2.48 inches. For purposes of
analyzing the 0.8-acre project area, a drainage area of about 2.34 acres was included in the
hydrologic analysis to account for all runoff that affects the proposed project.
Soils information is assumed to be mostly D soils, based on the soil borings and the wetland to the
north. Filtration will be used to reduce runoff rates, and volumes.
Stormwater Management Plan January 07, 2021 ( January 20, 2021)
Deer Haven Page 2
Existing Conditions
The existing site consists of a driveway with mostly grass and some scattered trees. The south has
an existing home that will remain untouched. The existing modeled area does not have any
existing treatment systems. The existing house is included in the modeling, even though it flows
away from the disturbed area and will not be altered at all.
The existing project area is broken into six drainage areas:
Drainage Area EX-W — Sheet drains to the west off site.
Drainage Area EX-S — Sheet drains to the south off site.
Drainage Area EX-E — Sheet drains to the east off site.
Drainage Area EX-N — Sheet drains to the north off site, to the wetland.
Drainage Area EX-NE — Sheet drains to the north off site, to the wetland.
Drainage Area EX-OSNE — Off site drainage that sheet drains to the north, to the wetland.
Drainage Area EX-Y — Sheet drains to the northeast off site, to Yosemite Avenue.
Drainage Area EX-EX — Sheet drains to the south off site to a wetland south east of the
property.
Overall the existing project area being analyzed contains 11.24% impervious surface area or
18,671 sf.
Proposed Conditions
The proposed site generally consists of reconstructing the existing driveway to a road, preparing
three pads for future houses and associated utilities and stormwater treatment. The backyards of
future lots will have a swale directing towards a bioretention basin within the north lot. The front
yards and road sheet drain to a bioretention basin on the east side of the road. Both basins
outflows are directed to the wetland on the north side of the site. The expanded driveway to be
road width has an area being captured in a sand filter along the north side of the road, before
outletting to the wetland. The modeling was done for the full build out, even though Phase One
grading for the road only is currently being done. All drainage areas are shown broken up into
areas to match the existing drainage areas.
The proposed project area is broken up into 6 drainage areas.
Drainage Area P-W — Sheet drains to the west off site.
Drainage Area P-S — Sheet drains to the south off site.
Drainage Area P-E — Sheet drains to the east off site.
Drainage Area P-N — Sheet drains to the north off site.
Drainage Area P-NEB — Sheet drains across the road to the bioretention basin in the
northeast corner.
Stormwater Management Plan January 07, 2021 ( January 20, 2021)
Deer Haven Page 3
Drainage Area P-NWB — Sheet drains through the backyards to the bioretention basin in
the northwest corner.
Drainage Area P-NES — Sheet drains to the north off site, then to the sand filter along the
road, which outlets to the wetland.
Drainage Area P-OSNS — Off site drainage that sheet drains to the north to the sand filter
along the road.
Drainage Area P-Y — Sheet drains to the northeast off site to Yosemite Avenue.
Overall the proposed project area being analyzed contains 21.41% impervious surface area or
35,605 sf.
Rate Control
All proposed rates meet or reduce rates from existing conditions. All runoff generally maintains the
same pattern in each direction. Almost all the impervious areas are captured and treated before
leaving the site. Each lot has an assumed impervious area of 4,050 sf.
Tables 1.1 to 1.2 below compares the existing and proposed peak runoff rates and volumes for the
discharge points analyzed.
Table 1.1 — Existing Peak Runoff Rates and Volumes
Area
(Ac.)
Rate
(cfs)
Volume
(ac.ft.)
Rate
(cfs)
Volume
(ac.ft.)
Rate
(cfs)
Volume
(ac.ft.)
EX‐WEST 0.395 0.21 0.016 0.74 0.05 1.88 0.125
EX‐SOUTH 0.327 0.27 0.017 0.8 0.049 1.87 0.115
EX‐EAST 0.106 0.06 0.004 0.25 0.012 0.67 0.032
EX‐NORTH 0.972 0.65 0.048 2.04 0.14 4.89 0.334
EX‐NE 0.053 0.03 0.002 0.13 0.006 0.33 0.016
EX‐OSNE 0.578 0.15 0.015 0.74 0.057 2.14 0.158
EX‐Y 0.091 0.1 0.007 0.26 0.017 0.55 0.036
EX‐SOUTH 1.06 0.97 0.056 3.00 0.161 7.07 0.381
Total North 2.277 1.2 0.106 4.07 0.318 10.09 0.775
TOTAL 3.81 2.2 0.189 7.18 0.554 17.71 1.33
Drainage
Area
1‐Yr Storm Event 10‐Yr Storm Event 100‐Yr Storm Event
Stormwater Management Plan January 07, 2021 ( January 20, 2021)
Deer Haven Page 4
Table 1.2 — Proposed Peak Runoff Rates and Volumes
Area
(Ac.)
Rate
(cfs)
Volume
(ac.ft.)
Rate
(cfs)
Volume
(ac.ft.)
Rate
(cfs)
Volume
(ac.ft.)
Rate
(cfs)
Volume
(ac.ft.)
P‐WEST 0.024 0.03 0.001 0.09 0.003 0.21 0.008 0.02 0.02
P‐SOUTH 0.238 0.34 0.017 0.88 0.044 1.88 0.096 0.16 0.198
P‐EAST 0.048 0.04 0.002 0.14 0.007 0.33 0.016 0.03 0.04
P‐NORTH 0.132 0.14 0.006 0.44 0.018 1.04 0.044 0.09 0.11
P‐YOSEMITE 0.075 0.14 0.009 0.29 0.019 0.54 0.037 0.05 0.062
P‐E‐SOUTH 1.06 0.97 0.056 3.00 0.161 7.07 0.381 0.72 0.88
NEB‐NE BASIN 0.684 0.03 0.049 1.99 0.126 4.38 0.277 0.46 0.567
NWB‐NW BASIN 0.741 0.05 0.053 1.23 0.136 3.69 0.3 0.49 0.655
NSW‐SAND FILTER 0.804 0.27 0.031 1.01 0.099 1.82 0.25 0.52 0.627
Total NORTH 2.385 0.39 0.141 2.99 0.383 9.52 0.882 1.56 1.979
TOTAL 3.81 1.81 0.226 6.03 0.614 17.49 1.413 2.51 3.158
SNOW 10‐DAY
Storm Event
Drainage
Area
1‐Yr Storm Event 10‐Yr Storm Event 100‐Yr Storm Event
Volume Control
The proposed stormwater management systems are designed to retain as much of the 1.0-inches of
rainfall over the impervious surfaces of the development with a maximum drawdown time of 48
hours. Filtration is used on this site based on the soils report; sandy lean clay is listed for this area.
There is a wetland on the north and on the south sides of the property. The existing impervious
residence to the south cannot be captured due to being heavily forested and steep slopes along its
drainage pathway to the wetland on the south. The two biofiltration basins on site have been
maxed out in size based on the grading allowed. The south basin is bound by significant trees to
stay, the property line and the road. The overflow elevation, also determining the outlet elevation
is set based on the street elevations and grading to the tree on the east side. The north basin is
bound by the property line on north and east as well grading for house pads. The adjacent house
pad has been brought up to maximum driveway slope to the road to maximize the volume in the
basin. The wetland boundary (north) elevation is approximately 1020.8 and the groundwater
elevation is expected to be below that. The site has a total impervious surface of 31,587 sf with
16,934 sf being new. Of the impervious, 7,448 sf is within City ROW and has limited ability to
treat. The two bioretention basins treat through filtration of the impervious surface within the site
and the sand filter is used to filter the water onsite and offsite that can be captured. Street ROW is
under a linear requirement and as it is under 10,000 sf, does not have any requirements. There is a
total of 24,139 sf of impervious within the site.
1” Volume (ft^3) = Impervious Surfaces (ft^2) * 1.0 (in) * 1/12 (ft/in)
1” Volume (ft^3) = 24,139 (SF) * 1.0 (in) * 1/12 (ft/in) = 2,012 cubic-feet
The proposed water quality volume below the outlet for the proposed biofiltration basins is listed
below:
Proposed NWB Volume = 1,913 cubic-feet
Proposed NEB Volume = 1,373 cubic-feet
Proposed Sand Filter filtration = 335 cubic-feet
Stormwater Management Plan January 07, 2021 ( January 20, 2021)
Deer Haven Page 5
The total volume control is 3,621 cf, using filtration the 50% volume is 1,811 cf. This is less than
the total volume required, equaling the volume from 0.9-inches over the impervious surface on
site. Everything was done to try to maximize volume control on site without adversely effecting the
site in other areas.
Water Quality
Per the Minnehaha Creek Watershed District requirements, the TP load removal should be equal
to the removals obtained by infiltrating the 1.0-inch storm event over the sites impervious surface.
With the basins filtrating the volume over the entire impervious surface and the sand filter filtering,
typical removals are expected.
MIDS is used to model both the existing site conditions and the proposed conditions to determine
removals. The total impervious surface infiltration trapped and removed 0.873 lbs of total
phosphorus. The total phosphorus load removed from the site in the proposed condition is 1.054
lbs. The two basins remove 0.775 lbs of total phosphorus and only need the sand filter for a small
amount. MIDS case information can be found in the appendix.
The City requires 90% TSS and 60% TP removals over the new impervious surface. The new
impervious total is 16,934 sf and 12,217 sf of new onsite impervious (remainder is road widening
in ROW). The three filtration systems within the site were run with just new impervious to them
broken up based on the percentage they take of the overall. The result is 90% TSS removal and
75% TP removal.
Best Management Practices
Best management practices (BMP’s) will be implemented during construction per the project
Erosion Control Plan. During construction, erosion control measures will include dust control, silt
fencing, inlet protection, and a temporary rock construction entrance. Permanent BMP’s will
include stormwater management systems, sump catch basins, surface pavements, and turf
establishment (vegetation) of disturbed areas.
Conclusion
The proposed Stormwater Management Plan for the Deer Haven project provides an improved
solution for the conveyance of stormwater on this site. The infiltration basin will capture runoff
and provide additional rate control, volume control, and water quality treatment on the site.
Appendix A
HydroCAD Report, Existing and Proposed
HydroCAD Report, Snow Melt
PROPOSEDEXISTING
EX-E
EX-N
EX-NE
EX-S
EX-SOUTH
(new Subcat)
EX-W
EX-Y
OSNE
P-EP-E-So
(new Subcat)
P-N
P-NEB
P-NES
P-NWB
P-OSNS
P-S
P-W
P-Y
EX-T
T-WET
TOT
WTLD
(new Reach)
NEB
NE BASIN
NSW
NWB
NW BASIN
Routing Diagram for 20327-PROPOSED
Prepared by {enter your company name here}, Printed 1/19/2021
HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Subcat Reach Pond Link
20327-PROPOSED
Printed 1/19/2021Prepared by {enter your company name here}
Page 2HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Project Notes
Rainfall events imported from "NRCS-Rain.txt" for 5310 MN Carver
20327-PROPOSED
Printed 1/19/2021Prepared by {enter your company name here}
Page 3HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Area Listing (all nodes)
Area
(acres)
CN Description
(subcatchment-numbers)
1.243 98 (EX-N, EX-S, EX-SOUTH, EX-Y, OSNE, P-E-So, P-NEB, P-NES, P-NWB, P-OSNS,
P-S, P-Y)
1.098 61 >75% Grass cover, Good, HSG B (OSNE, P-NES, P-OSNS, P-Y)
1.522 74 >75% Grass cover, Good, HSG C (EX-Y, P-E, P-N, P-NEB, P-NWB, P-S, P-W)
1.117 73 GRASS, SOME WOODS (EX-N)
0.288 73 WOODS/GRASS (EX-S)
0.106 70 Woods, Good, HSG C (EX-E, EX-NE)
2.240 72 Woods/grass comb., Good, HSG C (EX-SOUTH, EX-W, P-E-So)
20327-PROPOSED
Printed 1/19/2021Prepared by {enter your company name here}
Page 4HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Pipe Listing (all nodes)
Line# Node
Number
In-Invert
(feet)
Out-Invert
(feet)
Length
(feet)
Slope
(ft/ft)
n Width
(inches)
Diam/Height
(inches)
Inside-Fill
(inches)
1 NEB 1,022.00 1,021.57 62.0 0.0069 0.013 0.0 10.0 0.0
2 NEB 1,022.10 1,022.10 30.0 0.0000 0.020 0.0 6.0 0.0
3 NSW 1,021.00 1,021.00 110.0 0.0000 0.020 0.0 6.0 0.0
4 NSW 1,021.00 1,020.90 20.0 0.0050 0.020 0.0 8.0 0.0
5 NWB 1,021.98 1,021.57 59.0 0.0069 0.013 0.0 10.0 0.0
6 NWB 1,022.10 1,022.10 30.0 0.0000 0.020 0.0 6.0 0.0
MSE 24-hr 3 1-Year Rainfall=2.47"20327-PROPOSED
Printed 1/19/2021Prepared by {enter your company name here}
Page 5HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Summary for Subcatchment EX-E:
Runoff = 0.03 cfs @ 12.17 hrs, Volume= 0.002 af, Depth= 0.44"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 1-Year Rainfall=2.47"
Area (ac) CN Description
0.053 70 Woods, Good, HSG C
0.053 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.0 45 0.0550 0.09 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 2.84"
Summary for Subcatchment EX-N:
Runoff = 0.85 cfs @ 12.34 hrs, Volume= 0.071 af, Depth= 0.68"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 1-Year Rainfall=2.47"
Area (ac) CN Description
* 0.134 98
* 1.117 73 GRASS, SOME WOODS
1.251 76 Weighted Average
1.117 89.29% Pervious Area
0.134 10.71% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.0 300 0.0800 0.24 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
Summary for Subcatchment EX-NE:
Runoff = 0.03 cfs @ 12.17 hrs, Volume= 0.002 af, Depth= 0.44"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 1-Year Rainfall=2.47"
Area (ac) CN Description
0.053 70 Woods, Good, HSG C
0.053 100.00% Pervious Area
MSE 24-hr 3 1-Year Rainfall=2.47"20327-PROPOSED
Printed 1/19/2021Prepared by {enter your company name here}
Page 6HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.0 45 0.0550 0.09 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 2.84"
Summary for Subcatchment EX-S:
Runoff = 0.27 cfs @ 12.25 hrs, Volume= 0.018 af, Depth= 0.68"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 1-Year Rainfall=2.47"
Area (ac) CN Description
* 0.039 98
* 0.288 73 WOODS/GRASS
0.327 76 Weighted Average
0.288 88.07% Pervious Area
0.039 11.93% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
14.5 75 0.0350 0.09 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 2.84"
Summary for Subcatchment EX-SOUTH: (new Subcat)
Runoff = 0.97 cfs @ 12.18 hrs, Volume= 0.056 af, Depth= 0.63"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 1-Year Rainfall=2.47"
Area (ac) CN Description
* 0.137 98
0.923 72 Woods/grass comb., Good, HSG C
1.060 75 Weighted Average
0.923 87.08% Pervious Area
0.137 12.92% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.8 100 0.0770 0.19 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
0.6 80 0.2000 2.24 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
9.4 180 Total
MSE 24-hr 3 1-Year Rainfall=2.47"20327-PROPOSED
Printed 1/19/2021Prepared by {enter your company name here}
Page 7HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Summary for Subcatchment EX-W:
Runoff = 0.21 cfs @ 12.30 hrs, Volume= 0.017 af, Depth= 0.51"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 1-Year Rainfall=2.47"
Area (ac) CN Description
0.395 72 Woods/grass comb., Good, HSG C
0.395 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
17.5 240 0.0800 0.23 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
Summary for Subcatchment EX-Y:
Runoff = 0.10 cfs @ 12.26 hrs, Volume= 0.007 af, Depth= 0.92"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 1-Year Rainfall=2.47"
Area (ac) CN Description
* 0.026 98
0.065 74 >75% Grass cover, Good, HSG C
0.091 81 Weighted Average
0.065 71.43% Pervious Area
0.026 28.57% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
16.3 110 0.0200 0.11 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
Summary for Subcatchment OSNE:
Runoff = 0.15 cfs @ 12.40 hrs, Volume= 0.017 af, Depth= 0.34"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 1-Year Rainfall=2.47"
Area (ac) CN Description
* 0.092 98
0.486 61 >75% Grass cover, Good, HSG B
0.578 67 Weighted Average
0.486 84.08% Pervious Area
0.092 15.92% Impervious Area
MSE 24-hr 3 1-Year Rainfall=2.47"20327-PROPOSED
Printed 1/19/2021Prepared by {enter your company name here}
Page 8HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.6 70 0.0550 0.15 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
13.9 200 0.1000 0.24 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
21.5 270 Total
Summary for Subcatchment P-E:
Runoff = 0.04 cfs @ 12.17 hrs, Volume= 0.002 af, Depth= 0.59"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 1-Year Rainfall=2.47"
Area (ac) CN Description
0.048 74 >75% Grass cover, Good, HSG C
0.048 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.0 Direct Entry,
Summary for Subcatchment P-E-So: (new Subcat)
Runoff = 0.97 cfs @ 12.18 hrs, Volume= 0.056 af, Depth= 0.63"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 1-Year Rainfall=2.47"
Area (ac) CN Description
* 0.138 98
0.922 72 Woods/grass comb., Good, HSG C
1.060 75 Weighted Average
0.922 86.98% Pervious Area
0.138 13.02% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.8 100 0.0770 0.19 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
0.6 80 0.2000 2.24 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
9.4 180 Total
MSE 24-hr 3 1-Year Rainfall=2.47"20327-PROPOSED
Printed 1/19/2021Prepared by {enter your company name here}
Page 9HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Summary for Subcatchment P-N:
Runoff = 0.14 cfs @ 12.12 hrs, Volume= 0.007 af, Depth= 0.59"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 1-Year Rainfall=2.47"
Area (ac) CN Description
* 0.000 98
0.132 74 >75% Grass cover, Good, HSG C
0.132 74 Weighted Average
0.132 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.5 60 0.1500 0.22 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
Summary for Subcatchment P-NEB:
Runoff = 0.81 cfs @ 12.22 hrs, Volume= 0.049 af, Depth= 0.87"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 1-Year Rainfall=2.47"
Area (ac) CN Description
* 0.185 98
0.499 74 >75% Grass cover, Good, HSG C
0.684 80 Weighted Average
0.499 72.95% Pervious Area
0.185 27.05% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.7 200 0.1250 0.26 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
Summary for Subcatchment P-NES:
Runoff = 0.33 cfs @ 12.17 hrs, Volume= 0.017 af, Depth= 1.15"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 1-Year Rainfall=2.47"
Area (ac) CN Description
* 0.116 98
0.063 61 >75% Grass cover, Good, HSG B
0.179 85 Weighted Average
0.063 35.20% Pervious Area
0.116 64.80% Impervious Area
MSE 24-hr 3 1-Year Rainfall=2.47"20327-PROPOSED
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Page 10HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.0 30 0.0500 0.12 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
0.6 35 0.0200 1.05 Sheet Flow,
Smooth surfaces n= 0.011 P2= 2.84"
4.4 30 0.0400 0.11 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
9.0 95 Total
Summary for Subcatchment P-NWB:
Runoff = 0.65 cfs @ 12.35 hrs, Volume= 0.054 af, Depth= 0.87"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 1-Year Rainfall=2.47"
Area (ac) CN Description
* 0.170 98
0.571 74 >75% Grass cover, Good, HSG C
0.741 80 Weighted Average
0.571 77.06% Pervious Area
0.170 22.94% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
22.2 250 0.0480 0.19 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
Summary for Subcatchment P-OSNS:
Runoff = 0.14 cfs @ 12.41 hrs, Volume= 0.016 af, Depth= 0.31"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 1-Year Rainfall=2.47"
Area (ac) CN Description
* 0.092 98
0.533 61 >75% Grass cover, Good, HSG B
0.625 66 Weighted Average
0.533 85.28% Pervious Area
0.092 14.72% Impervious Area
MSE 24-hr 3 1-Year Rainfall=2.47"20327-PROPOSED
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Page 11HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.6 70 0.0550 0.15 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
13.9 200 0.1000 0.24 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
21.5 270 Total
Summary for Subcatchment P-S:
Runoff = 0.34 cfs @ 12.16 hrs, Volume= 0.017 af, Depth= 0.87"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 1-Year Rainfall=2.47"
Area (ac) CN Description
* 0.055 98
0.183 74 >75% Grass cover, Good, HSG C
0.238 80 Weighted Average
0.183 76.89% Pervious Area
0.055 23.11% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.0 Direct Entry,
Summary for Subcatchment P-W:
Runoff = 0.03 cfs @ 12.06 hrs, Volume= 0.001 af, Depth= 0.59"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 1-Year Rainfall=2.47"
Area (ac) CN Description
0.024 74 >75% Grass cover, Good, HSG C
0.024 100.00% Pervious Area
Summary for Subcatchment P-Y:
Runoff = 0.14 cfs @ 12.24 hrs, Volume= 0.009 af, Depth= 1.50"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 1-Year Rainfall=2.47"
Area (ac) CN Description
* 0.059 98
0.016 61 >75% Grass cover, Good, HSG B
0.075 90 Weighted Average
0.016 21.33% Pervious Area
0.059 78.67% Impervious Area
MSE 24-hr 3 1-Year Rainfall=2.47"20327-PROPOSED
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Page 12HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.1 100 0.0200 0.11 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
Summary for Reach EX-T:
Inflow Area = 3.808 ac, 11.24% Impervious, Inflow Depth = 0.60" for 1-Year event
Inflow = 2.20 cfs @ 12.25 hrs, Volume= 0.189 af
Outflow = 2.20 cfs @ 12.25 hrs, Volume= 0.189 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Summary for Reach T-WET:
Inflow Area = 2.385 ac, 23.61% Impervious, Inflow Depth = 0.71" for 1-Year event
Inflow = 0.39 cfs @ 12.32 hrs, Volume= 0.141 af
Outflow = 0.39 cfs @ 12.32 hrs, Volume= 0.141 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Summary for Reach TOT:
Inflow Area = 3.806 ac, 21.41% Impervious, Inflow Depth = 0.71" for 1-Year event
Inflow = 1.81 cfs @ 12.18 hrs, Volume= 0.226 af
Outflow = 1.81 cfs @ 12.18 hrs, Volume= 0.226 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Summary for Reach WTLD: (new Reach)
Inflow Area = 2.277 ac, 9.93% Impervious, Inflow Depth = 0.56" for 1-Year event
Inflow = 1.20 cfs @ 12.34 hrs, Volume= 0.106 af
Outflow = 1.20 cfs @ 12.34 hrs, Volume= 0.106 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Summary for Pond NEB: NE BASIN
Inflow Area = 0.684 ac, 27.05% Impervious, Inflow Depth = 0.87" for 1-Year event
Inflow = 0.81 cfs @ 12.22 hrs, Volume= 0.049 af
Outflow = 0.03 cfs @ 15.10 hrs, Volume= 0.049 af, Atten= 96%, Lag= 173.0 min
Primary = 0.03 cfs @ 15.10 hrs, Volume= 0.049 af
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Peak Elev= 1,026.04' @ 15.10 hrs Surf.Area= 1,220 sf Storage= 1,367 cf
Plug-Flow detention time= 500.9 min calculated for 0.049 af (100% of inflow)
Center-of-Mass det. time= 498.5 min ( 1,329.4 - 830.9 )
MSE 24-hr 3 1-Year Rainfall=2.47"20327-PROPOSED
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Page 13HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Volume Invert Avail.Storage Storage Description
#1 1,024.00' 4,350 cf Custom Stage Data (Prismatic) Listed below (Recalc)
#2 1,022.00' 144 cf 8.00'W x 30.00'L x 2.00'H Prismatoid
480 cf Overall x 30.0% Voids
4,494 cf Total Available Storage
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
1,024.00 220 0 0
1,026.00 960 1,180 1,180
1,026.50 1,185 536 1,716
1,027.00 1,450 659 2,375
1,028.00 2,500 1,975 4,350
Device Routing Invert Outlet Devices
#1 Primary 1,022.00'10.0" Round Culvert L= 62.0' Ke= 0.500
Inlet / Outlet Invert= 1,022.00' / 1,021.57' S= 0.0069 '/' Cc= 0.900
n= 0.013, Flow Area= 0.55 sf
#2 Device 1 1,026.05'18.0" Horiz. Orifice/Grate C= 0.600 in 26.0" Grate (48% open area)
Limited to weir flow at low heads
#3 Device 4 1,022.00'1.200 in/hr Exfiltration over Surface area
#4 Device 1 1,022.10'6.0" Round Culvert L= 30.0' Ke= 0.500
Inlet / Outlet Invert= 1,022.10' / 1,022.10' S= 0.0000 '/' Cc= 0.900
n= 0.020, Flow Area= 0.20 sf
Primary OutFlow Max=0.03 cfs @ 15.10 hrs HW=1,026.04' (Free Discharge)
1=Culvert (Passes 0.03 cfs of 4.18 cfs potential flow)
2=Orifice/Grate ( Controls 0.00 cfs)
4=Culvert (Passes 0.03 cfs of 1.10 cfs potential flow)
3=Exfiltration (Exfiltration Controls 0.03 cfs)
Summary for Pond NSW:
Inflow Area = 0.804 ac, 25.87% Impervious, Inflow Depth = 0.50" for 1-Year event
Inflow = 0.36 cfs @ 12.18 hrs, Volume= 0.034 af
Outflow = 0.27 cfs @ 12.34 hrs, Volume= 0.034 af, Atten= 25%, Lag= 9.6 min
Discarded = 0.00 cfs @ 12.34 hrs, Volume= 0.002 af
Primary = 0.27 cfs @ 12.34 hrs, Volume= 0.031 af
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Peak Elev= 1,022.13' @ 12.34 hrs Surf.Area= 544 sf Storage= 151 cf
Plug-Flow detention time= 17.0 min calculated for 0.034 af (100% of inflow)
Center-of-Mass det. time= 16.8 min ( 866.7 - 849.8 )
Volume Invert Avail.Storage Storage Description
#1 1,022.10' 3,075 cf Custom Stage Data (Prismatic) Listed below (Recalc)
#2 1,021.00' 165 cf 4.00'W x 110.00'L x 1.25'H Prismatoid
550 cf Overall x 30.0% Voids
3,240 cf Total Available Storage
MSE 24-hr 3 1-Year Rainfall=2.47"20327-PROPOSED
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Page 14HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
1,022.10 50 0 0
1,022.50 800 170 170
1,023.00 2,160 740 910
1,023.50 6,500 2,165 3,075
Device Routing Invert Outlet Devices
#1 Discarded 1,021.00'0.200 in/hr Exfiltration over Surface area
#2 Device 3 1,021.00'6.0" Round Culvert L= 110.0' Ke= 0.500
Inlet / Outlet Invert= 1,021.00' / 1,021.00' S= 0.0000 '/' Cc= 0.900
n= 0.020, Flow Area= 0.20 sf
#3 Primary 1,021.00'8.0" Round Culvert L= 20.0' Ke= 0.500
Inlet / Outlet Invert= 1,021.00' / 1,020.90' S= 0.0050 '/' Cc= 0.900
n= 0.020, Flow Area= 0.35 sf
#4 Device 3 1,022.50'8.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Discarded OutFlow Max=0.00 cfs @ 12.34 hrs HW=1,022.13' (Free Discharge)
1=Exfiltration (Exfiltration Controls 0.00 cfs)
Primary OutFlow Max=0.27 cfs @ 12.34 hrs HW=1,022.13' (Free Discharge)
3=Culvert (Passes 0.27 cfs of 1.04 cfs potential flow)
2=Culvert (Barrel Controls 0.27 cfs @ 1.35 fps)
4=Orifice/Grate ( Controls 0.00 cfs)
Summary for Pond NWB: NW BASIN
Inflow Area = 0.741 ac, 22.94% Impervious, Inflow Depth = 0.87" for 1-Year event
Inflow = 0.65 cfs @ 12.35 hrs, Volume= 0.054 af
Outflow = 0.05 cfs @ 13.90 hrs, Volume= 0.053 af, Atten= 92%, Lag= 93.0 min
Primary = 0.05 cfs @ 13.90 hrs, Volume= 0.053 af
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Peak Elev= 1,024.90' @ 13.90 hrs Surf.Area= 1,932 sf Storage= 1,339 cf
Plug-Flow detention time= 300.3 min calculated for 0.053 af (99% of inflow)
Center-of-Mass det. time= 295.2 min ( 1,134.9 - 839.7 )
Volume Invert Avail.Storage Storage Description
#1 1,024.00' 6,535 cf Custom Stage Data (Prismatic) Listed below (Recalc)
#2 1,022.00' 360 cf 15.00'W x 40.00'L x 2.00'H Prismatoid
1,200 cf Overall x 30.0% Voids
6,895 cf Total Available Storage
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
1,024.00 840 0 0
1,026.00 1,930 2,770 2,770
1,027.00 2,650 2,290 5,060
1,027.50 3,250 1,475 6,535
MSE 24-hr 3 1-Year Rainfall=2.47"20327-PROPOSED
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Page 15HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Device Routing Invert Outlet Devices
#1 Primary 1,021.98'10.0" Round Culvert L= 59.0' Ke= 0.500
Inlet / Outlet Invert= 1,021.98' / 1,021.57' S= 0.0069 '/' Cc= 0.900
n= 0.013, Flow Area= 0.55 sf
#2 Device 1 1,025.30'18.0" Horiz. Orifice/Grate C= 0.600 in 27.0" Grate (44% open area)
Limited to weir flow at low heads
#3 Device 1 1,022.10'6.0" Round Culvert L= 30.0' Ke= 0.500
Inlet / Outlet Invert= 1,022.10' / 1,022.10' S= 0.0000 '/' Cc= 0.900
n= 0.020, Flow Area= 0.20 sf
#4 Device 3 1,022.00'1.200 in/hr Exfiltration over Surface area
Primary OutFlow Max=0.05 cfs @ 13.90 hrs HW=1,024.90' (Free Discharge)
1=Culvert (Passes 0.05 cfs of 3.52 cfs potential flow)
2=Orifice/Grate ( Controls 0.00 cfs)
3=Culvert (Passes 0.05 cfs of 0.90 cfs potential flow)
4=Exfiltration (Exfiltration Controls 0.05 cfs)
MSE 24-hr 3 10-Year Rainfall=4.20"20327-PROPOSED
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Page 16HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Summary for Subcatchment EX-E:
Runoff = 0.13 cfs @ 12.16 hrs, Volume= 0.006 af, Depth= 1.46"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 10-Year Rainfall=4.20"
Area (ac) CN Description
0.053 70 Woods, Good, HSG C
0.053 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.0 45 0.0550 0.09 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 2.84"
Summary for Subcatchment EX-N:
Runoff = 2.56 cfs @ 12.32 hrs, Volume= 0.197 af, Depth= 1.89"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 10-Year Rainfall=4.20"
Area (ac) CN Description
* 0.134 98
* 1.117 73 GRASS, SOME WOODS
1.251 76 Weighted Average
1.117 89.29% Pervious Area
0.134 10.71% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.0 300 0.0800 0.24 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
Summary for Subcatchment EX-NE:
Runoff = 0.13 cfs @ 12.16 hrs, Volume= 0.006 af, Depth= 1.46"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 10-Year Rainfall=4.20"
Area (ac) CN Description
0.053 70 Woods, Good, HSG C
0.053 100.00% Pervious Area
MSE 24-hr 3 10-Year Rainfall=4.20"20327-PROPOSED
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Page 17HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.0 45 0.0550 0.09 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 2.84"
Summary for Subcatchment EX-S:
Runoff = 0.80 cfs @ 12.24 hrs, Volume= 0.052 af, Depth= 1.89"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 10-Year Rainfall=4.20"
Area (ac) CN Description
* 0.039 98
* 0.288 73 WOODS/GRASS
0.327 76 Weighted Average
0.288 88.07% Pervious Area
0.039 11.93% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
14.5 75 0.0350 0.09 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 2.84"
Summary for Subcatchment EX-SOUTH: (new Subcat)
Runoff = 3.00 cfs @ 12.17 hrs, Volume= 0.161 af, Depth= 1.82"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 10-Year Rainfall=4.20"
Area (ac) CN Description
* 0.137 98
0.923 72 Woods/grass comb., Good, HSG C
1.060 75 Weighted Average
0.923 87.08% Pervious Area
0.137 12.92% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.8 100 0.0770 0.19 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
0.6 80 0.2000 2.24 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
9.4 180 Total
MSE 24-hr 3 10-Year Rainfall=4.20"20327-PROPOSED
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Page 18HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Summary for Subcatchment EX-W:
Runoff = 0.74 cfs @ 12.28 hrs, Volume= 0.053 af, Depth= 1.60"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 10-Year Rainfall=4.20"
Area (ac) CN Description
0.395 72 Woods/grass comb., Good, HSG C
0.395 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
17.5 240 0.0800 0.23 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
Summary for Subcatchment EX-Y:
Runoff = 0.26 cfs @ 12.25 hrs, Volume= 0.017 af, Depth= 2.29"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 10-Year Rainfall=4.20"
Area (ac) CN Description
* 0.026 98
0.065 74 >75% Grass cover, Good, HSG C
0.091 81 Weighted Average
0.065 71.43% Pervious Area
0.026 28.57% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
16.3 110 0.0200 0.11 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
Summary for Subcatchment OSNE:
Runoff = 0.74 cfs @ 12.34 hrs, Volume= 0.061 af, Depth= 1.27"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 10-Year Rainfall=4.20"
Area (ac) CN Description
* 0.092 98
0.486 61 >75% Grass cover, Good, HSG B
0.578 67 Weighted Average
0.486 84.08% Pervious Area
0.092 15.92% Impervious Area
MSE 24-hr 3 10-Year Rainfall=4.20"20327-PROPOSED
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Page 19HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.6 70 0.0550 0.15 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
13.9 200 0.1000 0.24 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
21.5 270 Total
Summary for Subcatchment P-E:
Runoff = 0.14 cfs @ 12.16 hrs, Volume= 0.007 af, Depth= 1.74"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 10-Year Rainfall=4.20"
Area (ac) CN Description
0.048 74 >75% Grass cover, Good, HSG C
0.048 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.0 Direct Entry,
Summary for Subcatchment P-E-So: (new Subcat)
Runoff = 3.00 cfs @ 12.17 hrs, Volume= 0.161 af, Depth= 1.82"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 10-Year Rainfall=4.20"
Area (ac) CN Description
* 0.138 98
0.922 72 Woods/grass comb., Good, HSG C
1.060 75 Weighted Average
0.922 86.98% Pervious Area
0.138 13.02% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.8 100 0.0770 0.19 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
0.6 80 0.2000 2.24 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
9.4 180 Total
MSE 24-hr 3 10-Year Rainfall=4.20"20327-PROPOSED
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Page 20HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Summary for Subcatchment P-N:
Runoff = 0.44 cfs @ 12.11 hrs, Volume= 0.019 af, Depth= 1.74"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 10-Year Rainfall=4.20"
Area (ac) CN Description
* 0.000 98
0.132 74 >75% Grass cover, Good, HSG C
0.132 74 Weighted Average
0.132 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.5 60 0.1500 0.22 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
Summary for Subcatchment P-NEB:
Runoff = 2.10 cfs @ 12.21 hrs, Volume= 0.126 af, Depth= 2.21"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 10-Year Rainfall=4.20"
Area (ac) CN Description
* 0.185 98
0.499 74 >75% Grass cover, Good, HSG C
0.684 80 Weighted Average
0.499 72.95% Pervious Area
0.185 27.05% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.7 200 0.1250 0.26 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
Summary for Subcatchment P-NES:
Runoff = 0.75 cfs @ 12.16 hrs, Volume= 0.039 af, Depth= 2.64"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 10-Year Rainfall=4.20"
Area (ac) CN Description
* 0.116 98
0.063 61 >75% Grass cover, Good, HSG B
0.179 85 Weighted Average
0.063 35.20% Pervious Area
0.116 64.80% Impervious Area
MSE 24-hr 3 10-Year Rainfall=4.20"20327-PROPOSED
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Page 21HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.0 30 0.0500 0.12 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
0.6 35 0.0200 1.05 Sheet Flow,
Smooth surfaces n= 0.011 P2= 2.84"
4.4 30 0.0400 0.11 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
9.0 95 Total
Summary for Subcatchment P-NWB:
Runoff = 1.72 cfs @ 12.33 hrs, Volume= 0.136 af, Depth= 2.21"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 10-Year Rainfall=4.20"
Area (ac) CN Description
* 0.170 98
0.571 74 >75% Grass cover, Good, HSG C
0.741 80 Weighted Average
0.571 77.06% Pervious Area
0.170 22.94% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
22.2 250 0.0480 0.19 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
Summary for Subcatchment P-OSNS:
Runoff = 0.75 cfs @ 12.35 hrs, Volume= 0.063 af, Depth= 1.21"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 10-Year Rainfall=4.20"
Area (ac) CN Description
* 0.092 98
0.533 61 >75% Grass cover, Good, HSG B
0.625 66 Weighted Average
0.533 85.28% Pervious Area
0.092 14.72% Impervious Area
MSE 24-hr 3 10-Year Rainfall=4.20"20327-PROPOSED
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Page 22HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.6 70 0.0550 0.15 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
13.9 200 0.1000 0.24 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
21.5 270 Total
Summary for Subcatchment P-S:
Runoff = 0.88 cfs @ 12.15 hrs, Volume= 0.044 af, Depth= 2.21"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 10-Year Rainfall=4.20"
Area (ac) CN Description
* 0.055 98
0.183 74 >75% Grass cover, Good, HSG C
0.238 80 Weighted Average
0.183 76.89% Pervious Area
0.055 23.11% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.0 Direct Entry,
Summary for Subcatchment P-W:
Runoff = 0.09 cfs @ 12.05 hrs, Volume= 0.003 af, Depth= 1.74"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 10-Year Rainfall=4.20"
Area (ac) CN Description
0.024 74 >75% Grass cover, Good, HSG C
0.024 100.00% Pervious Area
Summary for Subcatchment P-Y:
Runoff = 0.29 cfs @ 12.23 hrs, Volume= 0.019 af, Depth= 3.11"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 10-Year Rainfall=4.20"
Area (ac) CN Description
* 0.059 98
0.016 61 >75% Grass cover, Good, HSG B
0.075 90 Weighted Average
0.016 21.33% Pervious Area
0.059 78.67% Impervious Area
MSE 24-hr 3 10-Year Rainfall=4.20"20327-PROPOSED
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Page 23HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.1 100 0.0200 0.11 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
Summary for Reach EX-T:
Inflow Area = 3.808 ac, 11.24% Impervious, Inflow Depth = 1.74" for 10-Year event
Inflow = 7.18 cfs @ 12.23 hrs, Volume= 0.554 af
Outflow = 7.18 cfs @ 12.23 hrs, Volume= 0.554 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Summary for Reach T-WET:
Inflow Area = 2.385 ac, 23.61% Impervious, Inflow Depth = 1.93" for 10-Year event
Inflow = 2.99 cfs @ 12.28 hrs, Volume= 0.383 af
Outflow = 2.99 cfs @ 12.28 hrs, Volume= 0.383 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Summary for Reach TOT:
Inflow Area = 3.806 ac, 21.41% Impervious, Inflow Depth = 1.94" for 10-Year event
Inflow = 6.03 cfs @ 12.25 hrs, Volume= 0.614 af
Outflow = 6.03 cfs @ 12.25 hrs, Volume= 0.614 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Summary for Reach WTLD: (new Reach)
Inflow Area = 2.277 ac, 9.93% Impervious, Inflow Depth = 1.67" for 10-Year event
Inflow = 4.07 cfs @ 12.31 hrs, Volume= 0.318 af
Outflow = 4.07 cfs @ 12.31 hrs, Volume= 0.318 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Summary for Pond NEB: NE BASIN
Inflow Area = 0.684 ac, 27.05% Impervious, Inflow Depth = 2.21" for 10-Year event
Inflow = 2.10 cfs @ 12.21 hrs, Volume= 0.126 af
Outflow = 1.99 cfs @ 12.27 hrs, Volume= 0.126 af, Atten= 5%, Lag= 3.8 min
Primary = 1.99 cfs @ 12.27 hrs, Volume= 0.126 af
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Peak Elev= 1,026.31' @ 12.27 hrs Surf.Area= 1,337 sf Storage= 1,638 cf
Plug-Flow detention time= 256.3 min calculated for 0.126 af (100% of inflow)
Center-of-Mass det. time= 256.1 min ( 1,067.3 - 811.2 )
MSE 24-hr 3 10-Year Rainfall=4.20"20327-PROPOSED
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Page 24HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Volume Invert Avail.Storage Storage Description
#1 1,024.00' 4,350 cf Custom Stage Data (Prismatic) Listed below (Recalc)
#2 1,022.00' 144 cf 8.00'W x 30.00'L x 2.00'H Prismatoid
480 cf Overall x 30.0% Voids
4,494 cf Total Available Storage
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
1,024.00 220 0 0
1,026.00 960 1,180 1,180
1,026.50 1,185 536 1,716
1,027.00 1,450 659 2,375
1,028.00 2,500 1,975 4,350
Device Routing Invert Outlet Devices
#1 Primary 1,022.00'10.0" Round Culvert L= 62.0' Ke= 0.500
Inlet / Outlet Invert= 1,022.00' / 1,021.57' S= 0.0069 '/' Cc= 0.900
n= 0.013, Flow Area= 0.55 sf
#2 Device 1 1,026.05'18.0" Horiz. Orifice/Grate C= 0.600 in 26.0" Grate (48% open area)
Limited to weir flow at low heads
#3 Device 4 1,022.00'1.200 in/hr Exfiltration over Surface area
#4 Device 1 1,022.10'6.0" Round Culvert L= 30.0' Ke= 0.500
Inlet / Outlet Invert= 1,022.10' / 1,022.10' S= 0.0000 '/' Cc= 0.900
n= 0.020, Flow Area= 0.20 sf
Primary OutFlow Max=1.80 cfs @ 12.27 hrs HW=1,026.29' (Free Discharge)
1=Culvert (Passes 1.80 cfs of 4.32 cfs potential flow)
2=Orifice/Grate (Weir Controls 1.76 cfs @ 1.59 fps)
4=Culvert (Passes 0.04 cfs of 1.13 cfs potential flow)
3=Exfiltration (Exfiltration Controls 0.04 cfs)
Summary for Pond NSW:
Inflow Area = 0.804 ac, 25.87% Impervious, Inflow Depth = 1.53" for 10-Year event
Inflow = 1.17 cfs @ 12.21 hrs, Volume= 0.102 af
Outflow = 1.02 cfs @ 12.36 hrs, Volume= 0.102 af, Atten= 13%, Lag= 8.9 min
Discarded = 0.01 cfs @ 12.36 hrs, Volume= 0.003 af
Primary = 1.01 cfs @ 12.36 hrs, Volume= 0.099 af
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Peak Elev= 1,022.71' @ 12.36 hrs Surf.Area= 1,803 sf Storage= 559 cf
Plug-Flow detention time= 13.3 min calculated for 0.102 af (100% of inflow)
Center-of-Mass det. time= 13.4 min ( 842.0 - 828.6 )
Volume Invert Avail.Storage Storage Description
#1 1,022.10' 3,075 cf Custom Stage Data (Prismatic) Listed below (Recalc)
#2 1,021.00' 165 cf 4.00'W x 110.00'L x 1.25'H Prismatoid
550 cf Overall x 30.0% Voids
3,240 cf Total Available Storage
MSE 24-hr 3 10-Year Rainfall=4.20"20327-PROPOSED
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Page 25HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
1,022.10 50 0 0
1,022.50 800 170 170
1,023.00 2,160 740 910
1,023.50 6,500 2,165 3,075
Device Routing Invert Outlet Devices
#1 Discarded 1,021.00'0.200 in/hr Exfiltration over Surface area
#2 Device 3 1,021.00'6.0" Round Culvert L= 110.0' Ke= 0.500
Inlet / Outlet Invert= 1,021.00' / 1,021.00' S= 0.0000 '/' Cc= 0.900
n= 0.020, Flow Area= 0.20 sf
#3 Primary 1,021.00'8.0" Round Culvert L= 20.0' Ke= 0.500
Inlet / Outlet Invert= 1,021.00' / 1,020.90' S= 0.0050 '/' Cc= 0.900
n= 0.020, Flow Area= 0.35 sf
#4 Device 3 1,022.50'8.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Discarded OutFlow Max=0.01 cfs @ 12.36 hrs HW=1,022.71' (Free Discharge)
1=Exfiltration (Exfiltration Controls 0.01 cfs)
Primary OutFlow Max=1.01 cfs @ 12.36 hrs HW=1,022.71' (Free Discharge)
3=Culvert (Passes 1.01 cfs of 1.49 cfs potential flow)
2=Culvert (Barrel Controls 0.37 cfs @ 1.87 fps)
4=Orifice/Grate (Weir Controls 0.64 cfs @ 1.48 fps)
Summary for Pond NWB: NW BASIN
Inflow Area = 0.741 ac, 22.94% Impervious, Inflow Depth = 2.21" for 10-Year event
Inflow = 1.72 cfs @ 12.33 hrs, Volume= 0.136 af
Outflow = 1.23 cfs @ 12.52 hrs, Volume= 0.136 af, Atten= 29%, Lag= 11.4 min
Primary = 1.23 cfs @ 12.52 hrs, Volume= 0.136 af
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Peak Elev= 1,025.48' @ 12.52 hrs Surf.Area= 2,246 sf Storage= 2,197 cf
Plug-Flow detention time= 249.4 min calculated for 0.136 af (100% of inflow)
Center-of-Mass det. time= 246.9 min ( 1,066.9 - 820.0 )
Volume Invert Avail.Storage Storage Description
#1 1,024.00' 6,535 cf Custom Stage Data (Prismatic) Listed below (Recalc)
#2 1,022.00' 360 cf 15.00'W x 40.00'L x 2.00'H Prismatoid
1,200 cf Overall x 30.0% Voids
6,895 cf Total Available Storage
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
1,024.00 840 0 0
1,026.00 1,930 2,770 2,770
1,027.00 2,650 2,290 5,060
1,027.50 3,250 1,475 6,535
MSE 24-hr 3 10-Year Rainfall=4.20"20327-PROPOSED
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Page 26HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Device Routing Invert Outlet Devices
#1 Primary 1,021.98'10.0" Round Culvert L= 59.0' Ke= 0.500
Inlet / Outlet Invert= 1,021.98' / 1,021.57' S= 0.0069 '/' Cc= 0.900
n= 0.013, Flow Area= 0.55 sf
#2 Device 1 1,025.30'18.0" Horiz. Orifice/Grate C= 0.600 in 27.0" Grate (44% open area)
Limited to weir flow at low heads
#3 Device 1 1,022.10'6.0" Round Culvert L= 30.0' Ke= 0.500
Inlet / Outlet Invert= 1,022.10' / 1,022.10' S= 0.0000 '/' Cc= 0.900
n= 0.020, Flow Area= 0.20 sf
#4 Device 3 1,022.00'1.200 in/hr Exfiltration over Surface area
Primary OutFlow Max=1.19 cfs @ 12.52 hrs HW=1,025.47' (Free Discharge)
1=Culvert (Passes 1.19 cfs of 3.90 cfs potential flow)
2=Orifice/Grate (Weir Controls 1.12 cfs @ 1.37 fps)
3=Culvert (Passes 0.06 cfs of 1.00 cfs potential flow)
4=Exfiltration (Exfiltration Controls 0.06 cfs)
MSE 24-hr 3 100-Year Rainfall=7.18"20327-PROPOSED
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Page 27HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Summary for Subcatchment EX-E:
Runoff = 0.33 cfs @ 12.15 hrs, Volume= 0.017 af, Depth= 3.77"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 100-Year Rainfall=7.18"
Area (ac) CN Description
0.053 70 Woods, Good, HSG C
0.053 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.0 45 0.0550 0.09 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 2.84"
Summary for Subcatchment EX-N:
Runoff = 6.00 cfs @ 12.31 hrs, Volume= 0.461 af, Depth= 4.42"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 100-Year Rainfall=7.18"
Area (ac) CN Description
* 0.134 98
* 1.117 73 GRASS, SOME WOODS
1.251 76 Weighted Average
1.117 89.29% Pervious Area
0.134 10.71% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.0 300 0.0800 0.24 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
Summary for Subcatchment EX-NE:
Runoff = 0.33 cfs @ 12.15 hrs, Volume= 0.017 af, Depth= 3.77"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 100-Year Rainfall=7.18"
Area (ac) CN Description
0.053 70 Woods, Good, HSG C
0.053 100.00% Pervious Area
MSE 24-hr 3 100-Year Rainfall=7.18"20327-PROPOSED
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Page 28HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.0 45 0.0550 0.09 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 2.84"
Summary for Subcatchment EX-S:
Runoff = 1.87 cfs @ 12.23 hrs, Volume= 0.120 af, Depth= 4.42"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 100-Year Rainfall=7.18"
Area (ac) CN Description
* 0.039 98
* 0.288 73 WOODS/GRASS
0.327 76 Weighted Average
0.288 88.07% Pervious Area
0.039 11.93% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
14.5 75 0.0350 0.09 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 2.84"
Summary for Subcatchment EX-SOUTH: (new Subcat)
Runoff = 7.07 cfs @ 12.17 hrs, Volume= 0.381 af, Depth= 4.31"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 100-Year Rainfall=7.18"
Area (ac) CN Description
* 0.137 98
0.923 72 Woods/grass comb., Good, HSG C
1.060 75 Weighted Average
0.923 87.08% Pervious Area
0.137 12.92% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.8 100 0.0770 0.19 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
0.6 80 0.2000 2.24 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
9.4 180 Total
MSE 24-hr 3 100-Year Rainfall=7.18"20327-PROPOSED
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Page 29HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Summary for Subcatchment EX-W:
Runoff = 1.88 cfs @ 12.27 hrs, Volume= 0.131 af, Depth= 3.98"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 100-Year Rainfall=7.18"
Area (ac) CN Description
0.395 72 Woods/grass comb., Good, HSG C
0.395 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
17.5 240 0.0800 0.23 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
Summary for Subcatchment EX-Y:
Runoff = 0.55 cfs @ 12.25 hrs, Volume= 0.038 af, Depth= 4.97"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 100-Year Rainfall=7.18"
Area (ac) CN Description
* 0.026 98
0.065 74 >75% Grass cover, Good, HSG C
0.091 81 Weighted Average
0.065 71.43% Pervious Area
0.026 28.57% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
16.3 110 0.0200 0.11 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
Summary for Subcatchment OSNE:
Runoff = 2.14 cfs @ 12.32 hrs, Volume= 0.166 af, Depth= 3.45"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 100-Year Rainfall=7.18"
Area (ac) CN Description
* 0.092 98
0.486 61 >75% Grass cover, Good, HSG B
0.578 67 Weighted Average
0.486 84.08% Pervious Area
0.092 15.92% Impervious Area
MSE 24-hr 3 100-Year Rainfall=7.18"20327-PROPOSED
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Page 30HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.6 70 0.0550 0.15 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
13.9 200 0.1000 0.24 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
21.5 270 Total
Summary for Subcatchment P-E:
Runoff = 0.33 cfs @ 12.15 hrs, Volume= 0.017 af, Depth= 4.20"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 100-Year Rainfall=7.18"
Area (ac) CN Description
0.048 74 >75% Grass cover, Good, HSG C
0.048 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.0 Direct Entry,
Summary for Subcatchment P-E-So: (new Subcat)
Runoff = 7.07 cfs @ 12.17 hrs, Volume= 0.381 af, Depth= 4.31"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 100-Year Rainfall=7.18"
Area (ac) CN Description
* 0.138 98
0.922 72 Woods/grass comb., Good, HSG C
1.060 75 Weighted Average
0.922 86.98% Pervious Area
0.138 13.02% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.8 100 0.0770 0.19 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
0.6 80 0.2000 2.24 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
9.4 180 Total
MSE 24-hr 3 100-Year Rainfall=7.18"20327-PROPOSED
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Page 31HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Summary for Subcatchment P-N:
Runoff = 1.04 cfs @ 12.11 hrs, Volume= 0.046 af, Depth= 4.20"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 100-Year Rainfall=7.18"
Area (ac) CN Description
* 0.000 98
0.132 74 >75% Grass cover, Good, HSG C
0.132 74 Weighted Average
0.132 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.5 60 0.1500 0.22 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
Summary for Subcatchment P-NEB:
Runoff = 4.54 cfs @ 12.21 hrs, Volume= 0.277 af, Depth= 4.86"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 100-Year Rainfall=7.18"
Area (ac) CN Description
* 0.185 98
0.499 74 >75% Grass cover, Good, HSG C
0.684 80 Weighted Average
0.499 72.95% Pervious Area
0.185 27.05% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.7 200 0.1250 0.26 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
Summary for Subcatchment P-NES:
Runoff = 1.48 cfs @ 12.16 hrs, Volume= 0.081 af, Depth= 5.42"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 100-Year Rainfall=7.18"
Area (ac) CN Description
* 0.116 98
0.063 61 >75% Grass cover, Good, HSG B
0.179 85 Weighted Average
0.063 35.20% Pervious Area
0.116 64.80% Impervious Area
MSE 24-hr 3 100-Year Rainfall=7.18"20327-PROPOSED
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Page 32HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.0 30 0.0500 0.12 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
0.6 35 0.0200 1.05 Sheet Flow,
Smooth surfaces n= 0.011 P2= 2.84"
4.4 30 0.0400 0.11 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
9.0 95 Total
Summary for Subcatchment P-NWB:
Runoff = 3.77 cfs @ 12.32 hrs, Volume= 0.300 af, Depth= 4.86"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 100-Year Rainfall=7.18"
Area (ac) CN Description
* 0.170 98
0.571 74 >75% Grass cover, Good, HSG C
0.741 80 Weighted Average
0.571 77.06% Pervious Area
0.170 22.94% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
22.2 250 0.0480 0.19 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
Summary for Subcatchment P-OSNS:
Runoff = 2.24 cfs @ 12.32 hrs, Volume= 0.174 af, Depth= 3.35"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 100-Year Rainfall=7.18"
Area (ac) CN Description
* 0.092 98
0.533 61 >75% Grass cover, Good, HSG B
0.625 66 Weighted Average
0.533 85.28% Pervious Area
0.092 14.72% Impervious Area
MSE 24-hr 3 100-Year Rainfall=7.18"20327-PROPOSED
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Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.6 70 0.0550 0.15 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
13.9 200 0.1000 0.24 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
21.5 270 Total
Summary for Subcatchment P-S:
Runoff = 1.88 cfs @ 12.15 hrs, Volume= 0.096 af, Depth= 4.86"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 100-Year Rainfall=7.18"
Area (ac) CN Description
* 0.055 98
0.183 74 >75% Grass cover, Good, HSG C
0.238 80 Weighted Average
0.183 76.89% Pervious Area
0.055 23.11% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.0 Direct Entry,
Summary for Subcatchment P-W:
Runoff = 0.21 cfs @ 12.05 hrs, Volume= 0.008 af, Depth= 4.20"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 100-Year Rainfall=7.18"
Area (ac) CN Description
0.024 74 >75% Grass cover, Good, HSG C
0.024 100.00% Pervious Area
Summary for Subcatchment P-Y:
Runoff = 0.54 cfs @ 12.23 hrs, Volume= 0.037 af, Depth= 6.00"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
MSE 24-hr 3 100-Year Rainfall=7.18"
Area (ac) CN Description
* 0.059 98
0.016 61 >75% Grass cover, Good, HSG B
0.075 90 Weighted Average
0.016 21.33% Pervious Area
0.059 78.67% Impervious Area
MSE 24-hr 3 100-Year Rainfall=7.18"20327-PROPOSED
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Page 34HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.1 100 0.0200 0.11 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
Summary for Reach EX-T:
Inflow Area = 3.808 ac, 11.24% Impervious, Inflow Depth = 4.19" for 100-Year event
Inflow = 17.71 cfs @ 12.22 hrs, Volume= 1.330 af
Outflow = 17.71 cfs @ 12.22 hrs, Volume= 1.330 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Summary for Reach T-WET:
Inflow Area = 2.385 ac, 23.61% Impervious, Inflow Depth = 4.44" for 100-Year event
Inflow = 9.52 cfs @ 12.27 hrs, Volume= 0.882 af
Outflow = 9.52 cfs @ 12.27 hrs, Volume= 0.882 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Summary for Reach TOT:
Inflow Area = 3.806 ac, 21.41% Impervious, Inflow Depth = 4.45" for 100-Year event
Inflow = 17.49 cfs @ 12.20 hrs, Volume= 1.413 af
Outflow = 17.49 cfs @ 12.20 hrs, Volume= 1.413 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Summary for Reach WTLD: (new Reach)
Inflow Area = 2.277 ac, 9.93% Impervious, Inflow Depth = 4.08" for 100-Year event
Inflow = 10.09 cfs @ 12.30 hrs, Volume= 0.775 af
Outflow = 10.09 cfs @ 12.30 hrs, Volume= 0.775 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Summary for Pond NEB: NE BASIN
Inflow Area = 0.684 ac, 27.05% Impervious, Inflow Depth = 4.86" for 100-Year event
Inflow = 4.54 cfs @ 12.21 hrs, Volume= 0.277 af
Outflow = 4.38 cfs @ 12.23 hrs, Volume= 0.277 af, Atten= 4%, Lag= 1.7 min
Primary = 4.38 cfs @ 12.23 hrs, Volume= 0.277 af
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Peak Elev= 1,026.49' @ 12.23 hrs Surf.Area= 1,423 sf Storage= 1,854 cf
Plug-Flow detention time= 133.4 min calculated for 0.277 af (100% of inflow)
Center-of-Mass det. time= 133.7 min ( 929.1 - 795.4 )
MSE 24-hr 3 100-Year Rainfall=7.18"20327-PROPOSED
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Page 35HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Volume Invert Avail.Storage Storage Description
#1 1,024.00' 4,350 cf Custom Stage Data (Prismatic) Listed below (Recalc)
#2 1,022.00' 144 cf 8.00'W x 30.00'L x 2.00'H Prismatoid
480 cf Overall x 30.0% Voids
4,494 cf Total Available Storage
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
1,024.00 220 0 0
1,026.00 960 1,180 1,180
1,026.50 1,185 536 1,716
1,027.00 1,450 659 2,375
1,028.00 2,500 1,975 4,350
Device Routing Invert Outlet Devices
#1 Primary 1,022.00'10.0" Round Culvert L= 62.0' Ke= 0.500
Inlet / Outlet Invert= 1,022.00' / 1,021.57' S= 0.0069 '/' Cc= 0.900
n= 0.013, Flow Area= 0.55 sf
#2 Device 1 1,026.05'18.0" Horiz. Orifice/Grate C= 0.600 in 26.0" Grate (48% open area)
Limited to weir flow at low heads
#3 Device 4 1,022.00'1.200 in/hr Exfiltration over Surface area
#4 Device 1 1,022.10'6.0" Round Culvert L= 30.0' Ke= 0.500
Inlet / Outlet Invert= 1,022.10' / 1,022.10' S= 0.0000 '/' Cc= 0.900
n= 0.020, Flow Area= 0.20 sf
Primary OutFlow Max=4.43 cfs @ 12.23 hrs HW=1,026.49' (Free Discharge)
1=Culvert (Barrel Controls 4.43 cfs @ 8.13 fps)
2=Orifice/Grate (Passes < 4.47 cfs potential flow)
4=Culvert (Passes < 1.16 cfs potential flow)
3=Exfiltration (Passes < 0.04 cfs potential flow)
Summary for Pond NSW:
Inflow Area = 0.804 ac, 25.87% Impervious, Inflow Depth = 3.81" for 100-Year event
Inflow = 3.00 cfs @ 12.23 hrs, Volume= 0.255 af
Outflow = 1.84 cfs @ 12.51 hrs, Volume= 0.255 af, Atten= 39%, Lag= 16.6 min
Discarded = 0.02 cfs @ 12.51 hrs, Volume= 0.005 af
Primary = 1.82 cfs @ 12.51 hrs, Volume= 0.250 af
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Peak Elev= 1,023.27' @ 12.51 hrs Surf.Area= 4,931 sf Storage= 1,968 cf
Plug-Flow detention time= 13.4 min calculated for 0.255 af (100% of inflow)
Center-of-Mass det. time= 13.4 min ( 825.5 - 812.1 )
Volume Invert Avail.Storage Storage Description
#1 1,022.10' 3,075 cf Custom Stage Data (Prismatic) Listed below (Recalc)
#2 1,021.00' 165 cf 4.00'W x 110.00'L x 1.25'H Prismatoid
550 cf Overall x 30.0% Voids
3,240 cf Total Available Storage
MSE 24-hr 3 100-Year Rainfall=7.18"20327-PROPOSED
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Page 36HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
1,022.10 50 0 0
1,022.50 800 170 170
1,023.00 2,160 740 910
1,023.50 6,500 2,165 3,075
Device Routing Invert Outlet Devices
#1 Discarded 1,021.00'0.200 in/hr Exfiltration over Surface area
#2 Device 3 1,021.00'6.0" Round Culvert L= 110.0' Ke= 0.500
Inlet / Outlet Invert= 1,021.00' / 1,021.00' S= 0.0000 '/' Cc= 0.900
n= 0.020, Flow Area= 0.20 sf
#3 Primary 1,021.00'8.0" Round Culvert L= 20.0' Ke= 0.500
Inlet / Outlet Invert= 1,021.00' / 1,020.90' S= 0.0050 '/' Cc= 0.900
n= 0.020, Flow Area= 0.35 sf
#4 Device 3 1,022.50'8.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Discarded OutFlow Max=0.02 cfs @ 12.51 hrs HW=1,023.27' (Free Discharge)
1=Exfiltration (Exfiltration Controls 0.02 cfs)
Primary OutFlow Max=1.82 cfs @ 12.51 hrs HW=1,023.27' (Free Discharge)
3=Culvert (Barrel Controls 1.82 cfs @ 5.20 fps)
2=Culvert (Passes < 0.45 cfs potential flow)
4=Orifice/Grate (Passes < 1.47 cfs potential flow)
Summary for Pond NWB: NW BASIN
Inflow Area = 0.741 ac, 22.94% Impervious, Inflow Depth = 4.86" for 100-Year event
Inflow = 3.77 cfs @ 12.32 hrs, Volume= 0.300 af
Outflow = 3.69 cfs @ 12.36 hrs, Volume= 0.300 af, Atten= 2%, Lag= 2.4 min
Primary = 3.69 cfs @ 12.36 hrs, Volume= 0.300 af
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Peak Elev= 1,025.68' @ 12.36 hrs Surf.Area= 2,356 sf Storage= 2,542 cf
Plug-Flow detention time= 144.2 min calculated for 0.300 af (100% of inflow)
Center-of-Mass det. time= 143.8 min ( 948.0 - 804.2 )
Volume Invert Avail.Storage Storage Description
#1 1,024.00' 6,535 cf Custom Stage Data (Prismatic) Listed below (Recalc)
#2 1,022.00' 360 cf 15.00'W x 40.00'L x 2.00'H Prismatoid
1,200 cf Overall x 30.0% Voids
6,895 cf Total Available Storage
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
1,024.00 840 0 0
1,026.00 1,930 2,770 2,770
1,027.00 2,650 2,290 5,060
1,027.50 3,250 1,475 6,535
MSE 24-hr 3 100-Year Rainfall=7.18"20327-PROPOSED
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Page 37HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Device Routing Invert Outlet Devices
#1 Primary 1,021.98'10.0" Round Culvert L= 59.0' Ke= 0.500
Inlet / Outlet Invert= 1,021.98' / 1,021.57' S= 0.0069 '/' Cc= 0.900
n= 0.013, Flow Area= 0.55 sf
#2 Device 1 1,025.30'18.0" Horiz. Orifice/Grate C= 0.600 in 27.0" Grate (44% open area)
Limited to weir flow at low heads
#3 Device 1 1,022.10'6.0" Round Culvert L= 30.0' Ke= 0.500
Inlet / Outlet Invert= 1,022.10' / 1,022.10' S= 0.0000 '/' Cc= 0.900
n= 0.020, Flow Area= 0.20 sf
#4 Device 3 1,022.00'1.200 in/hr Exfiltration over Surface area
Primary OutFlow Max=3.67 cfs @ 12.36 hrs HW=1,025.68' (Free Discharge)
1=Culvert (Passes 3.67 cfs of 4.03 cfs potential flow)
2=Orifice/Grate (Weir Controls 3.60 cfs @ 2.01 fps)
3=Culvert (Passes 0.07 cfs of 1.04 cfs potential flow)
4=Exfiltration (Exfiltration Controls 0.07 cfs)
PROPOSED - FROZENEXISTING
EX-E
EX-N
EX-NE
EX-S
EX-SOUTH
(new Subcat)
EX-W
EX-Y
OSNE
P-EP-E-So
(new Subcat)
P-N
P-NEB
P-NES
P-NWB
P-OSNS
P-S
P-W
P-Y
EX-T
T-WET
TOT
WTLD
(new Reach)
NEB
NE BASIN
NSW
NWB
NW BASIN
Routing Diagram for 20327-Snow
Prepared by {enter your company name here}, Printed 1/19/2021
HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Subcat Reach Pond Link
20327-Snow
Printed 1/19/2021Prepared by {enter your company name here}
Page 2HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Area Listing (all nodes)
Area
(acres)
CN Description
(subcatchment-numbers)
1.243 98 (EX-N, EX-S, EX-SOUTH, EX-Y, OSNE, P-E-So, P-NEB, P-NES, P-NWB, P-OSNS,
P-S, P-Y)
1.098 98 >75% Grass cover, Good, HSG B (OSNE, P-NES, P-OSNS, P-Y)
1.522 98 >75% Grass cover, Good, HSG C (EX-Y, P-E, P-N, P-NEB, P-NWB, P-S, P-W)
1.117 98 GRASS, SOME WOODS (EX-N)
0.288 98 WOODS/GRASS (EX-S)
0.106 98 Woods, Good, HSG C (EX-E, EX-NE)
2.240 98 Woods/grass comb., Good, HSG C (EX-SOUTH, EX-W, P-E-So)
20327-Snow
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Page 3HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Pipe Listing (all nodes)
Line# Node
Number
In-Invert
(feet)
Out-Invert
(feet)
Length
(feet)
Slope
(ft/ft)
n Width
(inches)
Diam/Height
(inches)
Inside-Fill
(inches)
1 NEB 1,022.00 1,021.57 62.0 0.0069 0.013 0.0 10.0 0.0
2 NEB 1,022.10 1,022.10 30.0 0.0000 0.020 0.0 6.0 0.0
3 NSW 1,021.00 1,021.00 110.0 0.0000 0.020 0.0 6.0 0.0
4 NSW 1,021.00 1,020.90 20.0 0.0050 0.020 0.0 8.0 0.0
5 NWB 1,021.98 1,021.57 59.0 0.0069 0.013 0.0 10.0 0.0
6 NWB 1,022.10 1,022.10 30.0 0.0000 0.020 0.0 6.0 0.0
Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=420327-Snow
Printed 1/19/2021Prepared by {enter your company name here}
Page 4HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Summary for Subcatchment EX-E:
Runoff = 0.04 cfs @ 121.32 hrs, Volume= 0.044 af, Depth= 9.96"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs
Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=4
Area (ac) CN Description
* 0.053 98 Woods, Good, HSG C
0.053 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.0 45 0.0550 0.09 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 2.84"
Summary for Subcatchment EX-N:
Runoff = 0.83 cfs @ 121.50 hrs, Volume= 1.038 af, Depth= 9.96"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs
Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=4
Area (ac) CN Description
* 0.134 98
* 1.117 98 GRASS, SOME WOODS
1.251 98 Weighted Average
1.251 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.0 300 0.0800 0.24 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
Summary for Subcatchment EX-NE:
Runoff = 0.04 cfs @ 121.32 hrs, Volume= 0.044 af, Depth= 9.96"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs
Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=4
Area (ac) CN Description
* 0.053 98 Woods, Good, HSG C
0.053 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.0 45 0.0550 0.09 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 2.84"
Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=420327-Snow
Printed 1/19/2021Prepared by {enter your company name here}
Page 5HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Summary for Subcatchment EX-S:
Runoff = 0.22 cfs @ 121.43 hrs, Volume= 0.271 af, Depth= 9.96"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs
Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=4
Area (ac) CN Description
* 0.039 98
* 0.288 98 WOODS/GRASS
0.327 98 Weighted Average
0.327 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
14.5 75 0.0350 0.09 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 2.84"
Summary for Subcatchment EX-SOUTH: (new Subcat)
Runoff = 0.72 cfs @ 121.35 hrs, Volume= 0.880 af, Depth= 9.96"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs
Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=4
Area (ac) CN Description
* 0.137 98
* 0.923 98 Woods/grass comb., Good, HSG C
1.060 98 Weighted Average
1.060 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.8 100 0.0770 0.19 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
0.6 80 0.2000 2.24 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
9.4 180 Total
Summary for Subcatchment EX-W:
Runoff = 0.26 cfs @ 121.47 hrs, Volume= 0.328 af, Depth= 9.96"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs
Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=4
Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=420327-Snow
Printed 1/19/2021Prepared by {enter your company name here}
Page 6HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Area (ac) CN Description
* 0.395 98 Woods/grass comb., Good, HSG C
0.395 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
17.5 240 0.0800 0.23 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
Summary for Subcatchment EX-Y:
Runoff = 0.06 cfs @ 121.44 hrs, Volume= 0.076 af, Depth= 9.96"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs
Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=4
Area (ac) CN Description
* 0.026 98
* 0.065 98 >75% Grass cover, Good, HSG C
0.091 98 Weighted Average
0.091 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
16.3 110 0.0200 0.11 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
Summary for Subcatchment OSNE:
Runoff = 0.38 cfs @ 121.52 hrs, Volume= 0.480 af, Depth= 9.96"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs
Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=4
Area (ac) CN Description
* 0.092 98
* 0.486 98 >75% Grass cover, Good, HSG B
0.578 98 Weighted Average
0.578 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.6 70 0.0550 0.15 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
13.9 200 0.1000 0.24 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
21.5 270 Total
Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=420327-Snow
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Page 7HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Summary for Subcatchment P-E:
Runoff = 0.03 cfs @ 121.32 hrs, Volume= 0.040 af, Depth= 9.96"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs
Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=4
Area (ac) CN Description
* 0.048 98 >75% Grass cover, Good, HSG C
0.048 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.0 Direct Entry,
Summary for Subcatchment P-E-So: (new Subcat)
Runoff = 0.72 cfs @ 121.35 hrs, Volume= 0.880 af, Depth= 9.96"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs
Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=4
Area (ac) CN Description
* 0.138 98
* 0.922 98 Woods/grass comb., Good, HSG C
1.060 98 Weighted Average
1.060 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.8 100 0.0770 0.19 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
0.6 80 0.2000 2.24 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
9.4 180 Total
Summary for Subcatchment P-N:
Runoff = 0.09 cfs @ 121.28 hrs, Volume= 0.110 af, Depth= 9.96"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs
Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=4
Area (ac) CN Description
* 0.000 98
* 0.132 98 >75% Grass cover, Good, HSG C
0.132 98 Weighted Average
0.132 100.00% Impervious Area
Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=420327-Snow
Printed 1/19/2021Prepared by {enter your company name here}
Page 8HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.5 60 0.1500 0.22 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
Summary for Subcatchment P-NEB:
Runoff = 0.46 cfs @ 121.40 hrs, Volume= 0.568 af, Depth= 9.96"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs
Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=4
Area (ac) CN Description
* 0.185 98
* 0.499 98 >75% Grass cover, Good, HSG C
0.684 98 Weighted Average
0.684 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.7 200 0.1250 0.26 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
Summary for Subcatchment P-NES:
Runoff = 0.12 cfs @ 121.35 hrs, Volume= 0.149 af, Depth= 9.96"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs
Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=4
Area (ac) CN Description
* 0.116 98
* 0.063 98 >75% Grass cover, Good, HSG B
0.179 98 Weighted Average
0.179 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.0 30 0.0500 0.12 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
0.6 35 0.0200 1.05 Sheet Flow,
Smooth surfaces n= 0.011 P2= 2.84"
4.4 30 0.0400 0.11 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
9.0 95 Total
Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=420327-Snow
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Page 9HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Summary for Subcatchment P-NWB:
Runoff = 0.49 cfs @ 121.53 hrs, Volume= 0.615 af, Depth= 9.96"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs
Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=4
Area (ac) CN Description
* 0.170 98
* 0.571 98 >75% Grass cover, Good, HSG C
0.741 98 Weighted Average
0.741 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
22.2 250 0.0480 0.19 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
Summary for Subcatchment P-OSNS:
Runoff = 0.42 cfs @ 121.52 hrs, Volume= 0.519 af, Depth= 9.96"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs
Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=4
Area (ac) CN Description
* 0.092 98
* 0.533 98 >75% Grass cover, Good, HSG B
0.625 98 Weighted Average
0.625 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.6 70 0.0550 0.15 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
13.9 200 0.1000 0.24 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
21.5 270 Total
Summary for Subcatchment P-S:
Runoff = 0.16 cfs @ 121.32 hrs, Volume= 0.198 af, Depth= 9.96"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs
Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=4
Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=420327-Snow
Printed 1/19/2021Prepared by {enter your company name here}
Page 10HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Area (ac) CN Description
* 0.055 98
* 0.183 98 >75% Grass cover, Good, HSG C
0.238 98 Weighted Average
0.238 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.0 Direct Entry,
Summary for Subcatchment P-W:
Runoff = 0.02 cfs @ 121.21 hrs, Volume= 0.020 af, Depth= 9.96"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs
Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=4
Area (ac) CN Description
* 0.024 98 >75% Grass cover, Good, HSG C
0.024 100.00% Impervious Area
Summary for Subcatchment P-Y:
Runoff = 0.05 cfs @ 121.42 hrs, Volume= 0.062 af, Depth= 9.96"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs
Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=4
Area (ac) CN Description
* 0.059 98
* 0.016 98 >75% Grass cover, Good, HSG B
0.075 98 Weighted Average
0.075 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.1 100 0.0200 0.11 Sheet Flow,
Grass: Dense n= 0.240 P2= 2.84"
Summary for Reach EX-T:
Inflow Area = 3.808 ac,100.00% Impervious, Inflow Depth = 9.96" for 100 Yr/10 Day Snowmelt event
Inflow = 2.53 cfs @ 121.44 hrs, Volume= 3.160 af
Outflow = 2.53 cfs @ 121.44 hrs, Volume= 3.160 af, Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs
Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=420327-Snow
Printed 1/19/2021Prepared by {enter your company name here}
Page 11HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Summary for Reach T-WET:
Inflow Area = 2.385 ac,100.00% Impervious, Inflow Depth = 9.75" for 100 Yr/10 Day Snowmelt event
Inflow = 1.56 cfs @ 121.52 hrs, Volume= 1.938 af
Outflow = 1.56 cfs @ 121.52 hrs, Volume= 1.938 af, Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs
Summary for Reach TOT:
Inflow Area = 3.806 ac,100.00% Impervious, Inflow Depth = 9.83" for 100 Yr/10 Day Snowmelt event
Inflow = 2.51 cfs @ 121.44 hrs, Volume= 3.117 af
Outflow = 2.51 cfs @ 121.44 hrs, Volume= 3.117 af, Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs
Summary for Reach WTLD: (new Reach)
Inflow Area = 2.277 ac,100.00% Impervious, Inflow Depth = 9.96" for 100 Yr/10 Day Snowmelt event
Inflow = 1.51 cfs @ 121.50 hrs, Volume= 1.890 af
Outflow = 1.51 cfs @ 121.50 hrs, Volume= 1.890 af, Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs
Summary for Pond NEB: NE BASIN
Inflow Area = 0.684 ac,100.00% Impervious, Inflow Depth = 9.96" for 100 Yr/10 Day Snowmelt event
Inflow = 0.46 cfs @ 121.40 hrs, Volume= 0.568 af
Outflow = 0.46 cfs @ 121.44 hrs, Volume= 0.567 af, Atten= 0%, Lag= 2.2 min
Primary = 0.46 cfs @ 121.44 hrs, Volume= 0.567 af
Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs
Peak Elev= 1,026.09' @ 121.44 hrs Surf.Area= 1,241 sf Storage= 1,414 cf
Plug-Flow detention time= 311.5 min calculated for 0.567 af (100% of inflow)
Center-of-Mass det. time= 309.3 min ( 7,677.0 - 7,367.7 )
Volume Invert Avail.Storage Storage Description
#1 1,024.00' 4,350 cf Custom Stage Data (Prismatic) Listed below (Recalc)
#2 1,022.00' 144 cf 8.00'W x 30.00'L x 2.00'H Prismatoid
480 cf Overall x 30.0% Voids
4,494 cf Total Available Storage
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
1,024.00 220 0 0
1,026.00 960 1,180 1,180
1,026.50 1,185 536 1,716
1,027.00 1,450 659 2,375
1,028.00 2,500 1,975 4,350
Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=420327-Snow
Printed 1/19/2021Prepared by {enter your company name here}
Page 12HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Device Routing Invert Outlet Devices
#1 Primary 1,022.00'10.0" Round Culvert L= 62.0' Ke= 0.500
Inlet / Outlet Invert= 1,022.00' / 1,021.57' S= 0.0069 '/' Cc= 0.900
n= 0.013, Flow Area= 0.55 sf
#2 Device 1 1,026.00'18.0" Horiz. Orifice/Grate C= 0.600 in 26.0" Grate (48% open area)
Limited to weir flow at low heads
#3 Device 4 1,022.00'1.200 in/hr Exfiltration over Surface area
#4 Device 1 1,022.10'6.0" Round Culvert L= 30.0' Ke= 0.500
Inlet / Outlet Invert= 1,022.10' / 1,022.10' S= 0.0000 '/' Cc= 0.900
n= 0.020, Flow Area= 0.20 sf
Primary OutFlow Max=0.46 cfs @ 121.44 hrs HW=1,026.09' TW=0.00' (Dynamic Tailwater)
1=Culvert (Passes 0.46 cfs of 4.21 cfs potential flow)
2=Orifice/Grate (Weir Controls 0.43 cfs @ 0.99 fps)
4=Culvert (Passes 0.03 cfs of 1.10 cfs potential flow)
3=Exfiltration (Exfiltration Controls 0.03 cfs)
Summary for Pond NSW:
Inflow Area = 0.804 ac,100.00% Impervious, Inflow Depth = 9.96" for 100 Yr/10 Day Snowmelt event
Inflow = 0.53 cfs @ 121.47 hrs, Volume= 0.667 af
Outflow = 0.53 cfs @ 121.58 hrs, Volume= 0.667 af, Atten= 1%, Lag= 6.2 min
Discarded = 0.01 cfs @ 121.58 hrs, Volume= 0.041 af
Primary = 0.52 cfs @ 121.58 hrs, Volume= 0.627 af
Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs
Peak Elev= 1,022.59' @ 121.58 hrs Surf.Area= 1,474 sf Storage= 414 cf
Plug-Flow detention time= (not calculated: outflow precedes inflow)
Center-of-Mass det. time= 17.8 min ( 7,391.1 - 7,373.3 )
Volume Invert Avail.Storage Storage Description
#1 1,022.10' 3,075 cf Custom Stage Data (Prismatic) Listed below (Recalc)
#2 1,021.00' 165 cf 4.00'W x 110.00'L x 1.25'H Prismatoid
550 cf Overall x 30.0% Voids
3,240 cf Total Available Storage
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
1,022.10 50 0 0
1,022.50 800 170 170
1,023.00 2,160 740 910
1,023.50 6,500 2,165 3,075
Device Routing Invert Outlet Devices
#1 Discarded 1,021.00'0.200 in/hr Exfiltration over Surface area
#2 Device 3 1,021.00'6.0" Round Culvert L= 110.0' Ke= 0.500
Inlet / Outlet Invert= 1,021.00' / 1,021.00' S= 0.0000 '/' Cc= 0.900
n= 0.020, Flow Area= 0.20 sf
#3 Primary 1,021.00'8.0" Round Culvert L= 20.0' Ke= 0.500
Inlet / Outlet Invert= 1,021.00' / 1,020.90' S= 0.0050 '/' Cc= 0.900
n= 0.020, Flow Area= 0.35 sf
Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=420327-Snow
Printed 1/19/2021Prepared by {enter your company name here}
Page 13HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
#4 Device 3 1,022.50'8.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Discarded OutFlow Max=0.01 cfs @ 121.58 hrs HW=1,022.59' (Free Discharge)
1=Exfiltration (Exfiltration Controls 0.01 cfs)
Primary OutFlow Max=0.52 cfs @ 121.58 hrs HW=1,022.59' TW=0.00' (Dynamic Tailwater)
3=Culvert (Passes 0.52 cfs of 1.41 cfs potential flow)
2=Culvert (Barrel Controls 0.35 cfs @ 1.78 fps)
4=Orifice/Grate (Weir Controls 0.17 cfs @ 0.96 fps)
Summary for Pond NWB: NW BASIN
Inflow Area = 0.741 ac,100.00% Impervious, Inflow Depth = 9.96" for 100 Yr/10 Day Snowmelt event
Inflow = 0.49 cfs @ 121.53 hrs, Volume= 0.615 af
Outflow = 0.49 cfs @ 121.60 hrs, Volume= 0.615 af, Atten= 0%, Lag= 3.9 min
Primary = 0.49 cfs @ 121.60 hrs, Volume= 0.615 af
Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.005 hrs
Peak Elev= 1,025.39' @ 121.60 hrs Surf.Area= 2,199 sf Storage= 2,057 cf
Plug-Flow detention time= 238.1 min calculated for 0.615 af (100% of inflow)
Center-of-Mass det. time= 232.9 min ( 7,609.4 - 7,376.5 )
Volume Invert Avail.Storage Storage Description
#1 1,024.00' 6,535 cf Custom Stage Data (Prismatic) Listed below (Recalc)
#2 1,022.00' 360 cf 15.00'W x 40.00'L x 2.00'H Prismatoid
1,200 cf Overall x 30.0% Voids
6,895 cf Total Available Storage
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
1,024.00 840 0 0
1,026.00 1,930 2,770 2,770
1,027.00 2,650 2,290 5,060
1,027.50 3,250 1,475 6,535
Device Routing Invert Outlet Devices
#1 Primary 1,021.98'10.0" Round Culvert L= 59.0' Ke= 0.500
Inlet / Outlet Invert= 1,021.98' / 1,021.57' S= 0.0069 '/' Cc= 0.900
n= 0.013, Flow Area= 0.55 sf
#2 Device 1 1,025.30'18.0" Horiz. Orifice/Grate C= 0.600 in 27.0" Grate (44% open area)
Limited to weir flow at low heads
#3 Device 1 1,022.10'6.0" Round Culvert L= 30.0' Ke= 0.500
Inlet / Outlet Invert= 1,022.10' / 1,022.10' S= 0.0000 '/' Cc= 0.900
n= 0.020, Flow Area= 0.20 sf
#4 Device 3 1,022.00'1.200 in/hr Exfiltration over Surface area
Spillway 1-day 10-day 100 Yr/10 Day Snowmelt Rainfall=10.20", AMC=420327-Snow
Printed 1/19/2021Prepared by {enter your company name here}
Page 14HydroCAD® 10.10-5a s/n 02676 © 2020 HydroCAD Software Solutions LLC
Primary OutFlow Max=0.49 cfs @ 121.60 hrs HW=1,025.39' TW=0.00' (Dynamic Tailwater)
1=Culvert (Passes 0.49 cfs of 3.85 cfs potential flow)
2=Orifice/Grate (Weir Controls 0.43 cfs @ 0.99 fps)
3=Culvert (Passes 0.06 cfs of 0.99 cfs potential flow)
4=Exfiltration (Exfiltration Controls 0.06 cfs)
Appendix B
MIDS Reports
Project Information
Calculator Version: Version 3: January 2017
Project Name: Deerhaven
User Name / Company Name: Loucks
Date: 10/12/2020
Project Description:
Construction Permit?: No
Site Information
Retention Requirement (inches):1.
Site's Zip Code: 55331
Annual Rainfall (inches):29.6
Phosphorus EMC (mg/l): 0.3
TSS EMC (mg/l):54.5
Total Site Area
Land Cover A Soils
(acres)
B Soils
(acres)
C Soils
(acres)
D Soils
(acres)
Total
(acres)
Forest/Open Space - Undisturbed, protected
forest/open space or reforested land 0
Managed Turf - disturbed, graded for yards or
other turf to be mowed/managed 00
Impervious Area (acres) .554
Total Area (acres) 0.554
Site Areas Routed to BMPs
Land Cover A Soils
(acres)
B Soils
(acres)
C Soils
(acres)
D Soils
(acres)
Total
(acres)
Forest/Open Space - Undisturbed, protected
forest/open space or reforested land 0
Managed Turf - disturbed, graded for yards or
other turf to be mowed/managed 0
Impervious Area (acres) 0.544
Total Area (acres) 0.544
Summary Information
Performance Goal Requirement
Performance goal volume retention requirement: 2011 ft3
Volume removed by BMPs towards performance goal: 1975 ft³
Percent volume removed towards performance goal 98 %
Annual Volume and Pollutant Load Reductions
Post development annual runoff volume 1.1684 acre-ft
Annual runoff volume removed by BMPs: 1.0694 acre-ft
Percent annual runoff volume removed: 92 %
Post development annual particulate P load: 0.524 lbs
Annual particulate P removed by BMPs: 0.48 lbs
Post development annual dissolved P load: 0.429 lbs
Annual dissolved P removed by BMPs: 0.393 lbs
Percent annual total phosphorus removed: 92 %
Post development annual TSS load: 173.2 lbs
Annual TSS removed by BMPs: 158.5 lbs
Percent annual TSS removed: 92 %
BMP Summary
Performance Goal Summar y
BMP Name
BMP Volume
Capacity
(ft3)
Volume
Recieved
(ft3)
Volume
Retained
(ft3)
Volume
Outflow
(ft3)
Percent
Retained (%)
1 - Infiltration basin/Infiltration trench (abo 2025 1975 1975 0 100
Annual Volume Summary
BMP Name
Volume
From Direct
Watershed
(acre-ft)
Volume
From
Upstream
BMPs
(acre-ft)
Volume
Retained
(acre-ft)
Volume
outflow
(acre-ft)
Percent
Retained
(%)
1 - Infiltration basin/Infiltration trench (abo 1.1473 0 1.0694 0.0779000000 93
Particulate Phosphorus Summary
BMP Name
Load From
Direct
Watershed
(lbs)
Load From
Upstream
BMPs
(lbs)
Load
Retained
(lbs)
Outflow
Load
(lbs)
Percent
Retained (%)
1 - Infiltration basin/Infiltration trench (abo 0.5149 0 0.48 0.0349 93
Dissolved Phosphorus Summary
BMP Name
Load From
Direct
Watershed
(lbs)
Load From
Upstream
BMPs
(lbs)
Load
Retained
(lbs)
Outflow
Load
(lbs)
Percent
Retained (%)
1 - Infiltration basin/Infiltration trench (abo 0.4213 0 0.3927 0.0286 93
TSS Summary
BMP Name
Load From
Direct
Watershed
(lbs)
Load From
Upstream
BMPs
(lbs)
Load
Retained
(lbs)
Outflow
Load
(lbs)
Percent
Retained (%)
1 - Infiltration basin/Infiltration trench (abo 170.08 0 158.54 11.54 93
BMP Schematic
Project Information
Calculator Version: Version 3: January 2017
Project Name: Deerhaven
User Name / Company Name: Loucks
Date: 10/12/2020
Project Description:
Construction Permit?: No
Site Information
Retention Requirement (inches):1.1
Site's Zip Code: 55331
Annual Rainfall (inches):29.6
Phosphorus EMC (mg/l): 0.3
TSS EMC (mg/l):54.5
Total Site Area
Land Cover A Soils
(acres)
B Soils
(acres)
C Soils
(acres)
D Soils
(acres)
Total
(acres)
Forest/Open Space - Undisturbed, protected
forest/open space or reforested land 0
Managed Turf - disturbed, graded for yards or
other turf to be mowed/managed 1.666 1.666
Impervious Area (acres) .563
Total Area (acres) 2.229
Site Areas Routed to BMPs
Land Cover A Soils
(acres)
B Soils
(acres)
C Soils
(acres)
D Soils
(acres)
Total
(acres)
Forest/Open Space - Undisturbed, protected
forest/open space or reforested land 0
Managed Turf - disturbed, graded for yards or
other turf to be mowed/managed 1.666 1.666
Impervious Area (acres) 0.563
Total Area (acres) 2.229
Summary Information
Performance Goal Requirement
Performance goal volume retention requirement: 2248 ft3
Volume removed by BMPs towards performance goal: 554 ft³
Percent volume removed towards performance goal 25 %
Annual Volume and Pollutant Load Reductions
Post development annual runoff volume 2.001 acre-ft
Annual runoff volume removed by BMPs: 0.5891 acre-ft
Percent annual runoff volume removed: 29 %
Post development annual particulate P load: 0.898 lbs
Annual particulate P removed by BMPs: 0.788 lbs
Post development annual dissolved P load: 0.735 lbs
Annual dissolved P removed by BMPs: 0.266 lbs
Percent annual total phosphorus removed: 65 %
Post development annual TSS load: 296.6 lbs
Annual TSS removed by BMPs: 240 lbs
Percent annual TSS removed: 81 %
BMP Summary
Performance Goal Summar y
BMP Name
BMP Volume
Capacity
(ft3)
Volume
Recieved
(ft3)
Volume
Retained
(ft3)
Volume
Outflow
(ft3)
Percent
Retained (%)
1 - Bioretention basin (with underdrain)376 679 376 302 55
2 - Bioretention basin (with underdrain)178 739 178 561 24
1 - Sand filter 0 831 0 831 0
Annual Volume Summary
BMP Name
Volume
From Direct
Watershed
(acre-ft)
Volume
From
Upstream
BMPs
(acre-ft)
Volume
Retained
(acre-ft)
Volume
outflow
(acre-ft)
Percent
Retained
(%)
1 - Bioretention basin (with underdrain)0.6374 0 0.3592 0.2782 56
2 - Bioretention basin (with underdrain)0.6339 0 0.23 0.4039 36
1 - Sand filter 0.7298 0 0 0.7298 0
Particulate Phosphorus Summary
BMP Name
Load From
Direct
Watershed
(lbs)
Load From
Upstream
BMPs
(lbs)
Load
Retained
(lbs)
Outflow
Load
(lbs)
Percent
Retained (%)
1 - Bioretention basin (with underdrain)0.2861 0 0.2611 0.025 91
2 - Bioretention basin (with underdrain)0.2845 0 0.2482 0.0363 87
1 - Sand filter 0.3275 0 0.2784 0.0491 85
Dissolved Phosphorus Summary
BMP Name
Load From
Direct
Watershed
(lbs)
Load From
Upstream
BMPs
(lbs)
Load
Retained
(lbs)
Outflow
Load
(lbs)
Percent
Retained (%)
1 - Bioretention basin (with underdrain)0.2341 0 0.1524 0.0817 65
2 - Bioretention basin (with underdrain)0.2328 0 0.1141 0.1187 49
1 - Sand filter 0.268 0 0 0.268 0
TSS Summary
BMP Name
Load From
Direct
Watershed
(lbs)
Load From
Upstream
BMPs
(lbs)
Load
Retained
(lbs)
Outflow
Load
(lbs)
Percent
Retained (%)
1 - Bioretention basin (with underdrain)94.49 0 77.99 16.5 83
2 - Bioretention basin (with underdrain)93.97 0 70.02 23.95 75
1 - Sand filter 108.18 0 91.95 16.23 85
BMP Schematic
Project Information
Calculator Version: Version 3: January 2017
Project Name: Deerhaven
User Name / Company Name: Loucks
Date: 10/12/2020
Project Description:
Construction Permit?: No
Site Information
Retention Requirement (inches):1.1
Site's Zip Code: 55331
Annual Rainfall (inches):29.6
Phosphorus EMC (mg/l): 0.3
TSS EMC (mg/l):54.5
Total Site Area
Land Cover A Soils
(acres)
B Soils
(acres)
C Soils
(acres)
D Soils
(acres)
Total
(acres)
Forest/Open Space - Undisturbed, protected
forest/open space or reforested land 0
Managed Turf - disturbed, graded for yards or
other turf to be mowed/managed 00
Impervious Area (acres) .28
Total Area (acres) 0.28
Site Areas Routed to BMPs
Land Cover A Soils
(acres)
B Soils
(acres)
C Soils
(acres)
D Soils
(acres)
Total
(acres)
Forest/Open Space - Undisturbed, protected
forest/open space or reforested land 0
Managed Turf - disturbed, graded for yards or
other turf to be mowed/managed 0
Impervious Area (acres) 0.2795
Total Area (acres) 0.2795
Summary Information
Performance Goal Requirement
Performance goal volume retention requirement: 1118 ft3
Volume removed by BMPs towards performance goal: 515 ft³
Percent volume removed towards performance goal 46 %
Annual Volume and Pollutant Load Reductions
Post development annual runoff volume 0.5905 acre-ft
Annual runoff volume removed by BMPs: 0.3035 acre-ft
Percent annual runoff volume removed: 51 %
Post development annual particulate P load: 0.265 lbs
Annual particulate P removed by BMPs: 0.244 lbs
Post development annual dissolved P load: 0.217 lbs
Annual dissolved P removed by BMPs: 0.116 lbs
Percent annual total phosphorus removed: 75 %
Post development annual TSS load: 87.5 lbs
Annual TSS removed by BMPs: 78.5 lbs
Percent annual TSS removed: 90 %
BMP Summary
Performance Goal Summar y
BMP Name
BMP Volume
Capacity
(ft3)
Volume
Recieved
(ft3)
Volume
Retained
(ft3)
Volume
Outflow
(ft3)
Percent
Retained (%)
1 - Bioretention basin (with underdrain)376 337 337 0 100
2 - Bioretention basin (with underdrain)178 367 178 189 48
1 - Sand filter 0 411 0 411 0
Annual Volume Summary
BMP Name
Volume
From Direct
Watershed
(acre-ft)
Volume
From
Upstream
BMPs
(acre-ft)
Volume
Retained
(acre-ft)
Volume
outflow
(acre-ft)
Percent
Retained
(%)
1 - Bioretention basin (with underdrain)0.1782 0 0.1665 0.0117 93
2 - Bioretention basin (with underdrain)0.194 0 0.137 0.057 71
1 - Sand filter 0.2172 0 0 0.2172 0
Particulate Phosphorus Summary
BMP Name
Load From
Direct
Watershed
(lbs)
Load From
Upstream
BMPs
(lbs)
Load
Retained
(lbs)
Outflow
Load
(lbs)
Percent
Retained (%)
1 - Bioretention basin (with underdrain)0.08 0 0.079 0.001 99
2 - Bioretention basin (with underdrain)0.0871 0 0.082 0.0051 94
1 - Sand filter 0.0975 0 0.0829 0.0146 85
Dissolved Phosphorus Summary
BMP Name
Load From
Direct
Watershed
(lbs)
Load From
Upstream
BMPs
(lbs)
Load
Retained
(lbs)
Outflow
Load
(lbs)
Percent
Retained (%)
1 - Bioretention basin (with underdrain)0.0654 0 0.062 0.0034 95
2 - Bioretention basin (with underdrain)0.0712 0 0.0545 0.0167 76
1 - Sand filter 0.0798 0 0 0.0798 0
TSS Summary
BMP Name
Load From
Direct
Watershed
(lbs)
Load From
Upstream
BMPs
(lbs)
Load
Retained
(lbs)
Outflow
Load
(lbs)
Percent
Retained (%)
1 - Bioretention basin (with underdrain)26.42 0 25.73 0.6900000000 97
2 - Bioretention basin (with underdrain)28.76 0 25.38 3.38 88
1 - Sand filter 32.2 0 27.37 4.83 85
BMP Schematic
Figures
Existing & Proposed Drainage Exhibit
Geotechnical Report
OFF WEST17,221 SFOFF EAST2,304 SFOFF SOUTH14,231 SFIMP: 1,704 SFOFF NORTH54,507 SFIMP: 5,852 SFOFFSITE NORTHEAST25,220 SFIMP: 4,018 SFOFF YOSEMITE3,669 SFIMP: 1,113 SFOFFSITE YOSEMITE289 SFIMP: 0 SFOFF NORTHEAST2,300 SFEX. SOUTH46,184 SFIMP: 5,984 SFNSCALE IN FEET
0 30 60
CADD files prepared by the Consultant for this project are
instruments of the Consultant professional services for use solely
with respect to this project. These CADD files shall not be used
on other projects, for additions to this project, or for completion
of this project by others without written approval by the
Consultant. With the Consultant's approval, others may be
permitted to obtain copies of the CADD drawing files for
information and reference only. All intentional or unintentional
revisions, additions, or deletions to these CADD files shall be
made at the full risk of that party making such revisions, additions
or deletions and that party shall hold harmless and indemnify the
Consultant from any & all responsibilities, claims, and liabilities.
PLANNING
CIVIL ENGINEERING
LAND SURVEYING
LANDSCAPE ARCHITECTURE
ENVIRONMENTAL
7200 Hemlock Lane, Suite 300
Maple Grove, MN 55369
763.424.5505
www.loucksinc.com
Plotted: 01 /19 / 2021 4:12 PMW:\2020\20327\HYDROLOGY\CAD\H1-1 EXISTING DRAINGEOUCKSL
QUALITY CONTROL
PROFESSIONAL SIGNATURE
SUBMITTAL/REVISIONS
CADD QUALIFICATION
DEER HAVEN
CHANHASSEN, MN
KEN ASHFELD
6480 YOSEMITE AVE.
CHANHASSEN, MN 55331
11-09-20 PRELIMINARY SUBMITTAL
01-08-21 LOT LINES & GRADING
C0-1 COVER SHEET
C1-1 EXISTING CONDITIONS PLAN
C1-2 DEMOLITION PLAN
C2-1 SITE PLAN
C3-1 GRADING & DRAINAGE PLAN
C3-2 SWPP PLAN
C3-3 SWPP NOTES & DETAILS
C4-1 UTILITY PLAN
C8-1 DETAIL SHEET
L1-1 TREE CANOPY PLAN
L2-1 LANDSCAPE PLAN
L3-1 LANDSCAPE DETAILS
Review Date
SHEET INDEX
License No.
Date
I hereby certify that this plan, specification or report was
prepared by me or under my direct supervision and that
I am a duly Licensed Professional Engineer under the
laws of the State of Minnesota.
Todd W. McLouth - PE
Project Lead
Drawn By
Checked By
Loucks Project No.
20383
20327
TWM
TRG
TWM
11-09-20
11-09-20
Review Date
SHEET INDEX
License No.
Date
I hereby certify that this plan, specification or report was
prepared by me or under my direct supervision and that
I am a duly Licensed Landscape Architect under the laws
of the State of Minnesota.
Gregory A. Johnson - LA
Project Lead
Drawn By
Checked By
Loucks Project No.
24610
20327
TWM
GAJ
TWM
11-09-20
11-09-20PRELI
MI
N
A
R
Y
EXISTING
DRAINAGE
AREAS
H1-1
TOLL FREE: 1-800-252-1166
TWIN CITY AREA: 651-454-0002
Gopher State One Call
CALL BEFORE YOU DIG!
WARNING:
THE CONTRACTOR SHALL BE RESPONSIBLE FOR CALLING FOR LOCATIONS OF ALL
EXISTING UTILITIES. THEY SHALL COOPERATE WITH ALL UTILITY COMPANIES IN
MAINTAINING THEIR SERVICE AND / OR RELOCATION OF LINES.
THE CONTRACTOR SHALL CONTACT GOPHER STATE ONE CALL AT 651-454-0002 AT
LEAST 48 HOURS IN ADVANCE FOR THE LOCATIONS OF ALL UNDERGROUND WIRES,
CABLES, CONDUITS, PIPES, MANHOLES, VALVES OR OTHER BURIED STRUCTURES BEFORE
DIGGING. THE CONTRACTOR SHALL REPAIR OR REPLACE THE ABOVE WHEN DAMAGED
DURING CONSTRUCTION AT NO COST TO THE OWNER.
1046
1038
1046
1040.5
FBWO 1040.5
1032.5
FBWO
FBWO
1036.7
1036.7
1028.7
1026.50EOF
1027.0
EOF
NE Basin29,816 SFIMP: 8,066 SFNW Basin32,301 SFIMP: 7,500 SFOFF NORTH5,759 SFIMP: 0 SFOFF EAST2,076 SFIMP: 0 SFOFF SOUTH10,366 SFIMP: 2,416 SFOFF WEST1051 SF21.0OFFSITE NORTH SWALE25,509 SFIMP: 4,018 SFNORTH SWALE1,731 SFIMP: 0 SFOFF YOSEMITE3,255 SFIMP: 2,558 SFNORTHEAST SWALE7,805 SFIMP: 5,050 SF10441042
104010381036
1038
1040 103410321044
104210401040
1038 10361034
1032 10301034
1032
1030
10281034EX. SOUTH46,184 SFIMP: 5,997 SFNSCALE IN FEET
0 30 60
CADD files prepared by the Consultant for this project are
instruments of the Consultant professional services for use solely
with respect to this project. These CADD files shall not be used
on other projects, for additions to this project, or for completion
of this project by others without written approval by the
Consultant. With the Consultant's approval, others may be
permitted to obtain copies of the CADD drawing files for
information and reference only. All intentional or unintentional
revisions, additions, or deletions to these CADD files shall be
made at the full risk of that party making such revisions, additions
or deletions and that party shall hold harmless and indemnify the
Consultant from any & all responsibilities, claims, and liabilities.
PLANNING
CIVIL ENGINEERING
LAND SURVEYING
LANDSCAPE ARCHITECTURE
ENVIRONMENTAL
7200 Hemlock Lane, Suite 300
Maple Grove, MN 55369
763.424.5505
www.loucksinc.com
Plotted: 01 /19 / 2021 4:15 PMW:\2020\20327\HYDROLOGY\CAD\H2-1 PROPOSED HYDROLOGY PLANOUCKSL
QUALITY CONTROL
PROFESSIONAL SIGNATURE
SUBMITTAL/REVISIONS
CADD QUALIFICATION
DEER HAVEN
CHANHASSEN, MN
KEN ASHFELD
6480 YOSEMITE AVE.
CHANHASSEN, MN 55331
11-09-20 PRELIMINARY SUBMITTAL
01-08-21 LOT LINES & GRADING
C0-1 COVER SHEET
C1-1 EXISTING CONDITIONS PLAN
C1-2 DEMOLITION PLAN
C2-1 SITE PLAN
C3-1 GRADING & DRAINAGE PLAN
C3-2 SWPP PLAN
C3-3 SWPP NOTES & DETAILS
C4-1 UTILITY PLAN
C8-1 DETAIL SHEET
L1-1 TREE CANOPY PLAN
L2-1 LANDSCAPE PLAN
L3-1 LANDSCAPE DETAILS
Review Date
SHEET INDEX
License No.
Date
I hereby certify that this plan, specification or report was
prepared by me or under my direct supervision and that
I am a duly Licensed Professional Engineer under the
laws of the State of Minnesota.
Todd W. McLouth - PE
Project Lead
Drawn By
Checked By
Loucks Project No.
20383
20327
TWM
TRG
TWM
11-09-20
11-09-20
Review Date
SHEET INDEX
License No.
Date
I hereby certify that this plan, specification or report was
prepared by me or under my direct supervision and that
I am a duly Licensed Landscape Architect under the laws
of the State of Minnesota.
Gregory A. Johnson - LA
Project Lead
Drawn By
Checked By
Loucks Project No.
24610
20327
TWM
GAJ
TWM
11-09-20
11-09-20PRELI
MI
N
A
R
Y
PROPOSED
DRAINAGE
AREAS
H2-1
TOLL FREE: 1-800-252-1166
TWIN CITY AREA: 651-454-0002
Gopher State One Call
CALL BEFORE YOU DIG!
WARNING:
THE CONTRACTOR SHALL BE RESPONSIBLE FOR CALLING FOR LOCATIONS OF ALL
EXISTING UTILITIES. THEY SHALL COOPERATE WITH ALL UTILITY COMPANIES IN
MAINTAINING THEIR SERVICE AND / OR RELOCATION OF LINES.
THE CONTRACTOR SHALL CONTACT GOPHER STATE ONE CALL AT 651-454-0002 AT
LEAST 48 HOURS IN ADVANCE FOR THE LOCATIONS OF ALL UNDERGROUND WIRES,
CABLES, CONDUITS, PIPES, MANHOLES, VALVES OR OTHER BURIED STRUCTURES BEFORE
DIGGING. THE CONTRACTOR SHALL REPAIR OR REPLACE THE ABOVE WHEN DAMAGED
DURING CONSTRUCTION AT NO COST TO THE OWNER.
December 8, 2020 HGTS Project Number: 20-0993
Mr. Ken Ashfeld
6480 Yosemite Avenue
Chanhassen, MN 55331
Re: Geotechnical Exploration Report, Proposed Deer Haven Residential Development,
Chanhassen, Minnesota
Dear Mr. Ashfeld:
We have completed the geotechnical exploration report for the proposed Deer Haven
residential development in Chanhassen, Minnesota. A brief summary of our results and
recommendations is presented below. Specific details regarding our procedures, results and
recommendations follow in the attached geotechnical exploration report.
Four (4) soil borings were completed for this project that encountered a pavement section,
aggregate bae or topsoil overlying native sandy lean clay or clayey sand glacial till deposits
that extended to the termination depths of the soil borings. The exception was soil boring SB-
2 which encountered Fill below the pavement section that extended to a depth of about 6 feet.
Groundwater was not encountered in the soil borings while drilling and sampling or after
removal of the auger from the boreholes.
The vegetation, topsoil, Fill and pavement are not suitable for foundation, roadway or utility
support and will need to be removed and replaced with suitable compacted engineered fill.
In our opinion, the underlying native glacial till soils are suitable for the construction of the
proposed residential development. With the building pads prepared as recommended, it is
our opinion that the foundations for the proposed buildings can be designed for a net
allowable soil bearing capacity up to 2,000 pounds per square foot.
Thank you for the opportunity to assist you on this project. If you have any questions or need
additional information, please contact Paul Gionfriddo at 612-729-2959.
Sincerely,
Haugo GeoTechnical Services
Jesse Miller, E.I.T. Paul Gionfriddo, P.E.
Staff Engineer Senior Engineer
GEOTECHNICAL EXPLORATION REPORT
PROJECT:
Proposed Residential Development
Deer Haven
Chanhassen, Minnesota
PREPARED FOR:
Mr. Ken Ashfeld
6480 Yosemite Avenue
Chanhassen, MN 55331
PREPARED BY:
Haugo GeoTechnical Services
2825 Cedar Avenue South
Minneapolis, Minnesota 55407
Haugo GeoTechnical Services Project: 20-0993
December 8, 2020
I hereby certify that this plan, specification, or report was prepared by me or under my
direct supervision and that I am a duly Registered Professional Engineer under the laws of
the State of Minnesota.
Paul Gionfriddo, P.E.
Senior Engineer
License Number: 23093
Table of Contents
1.0 INTRODUCTION 1
1.1 Project Description 1
1.2 Purpose 1
1.3 Site Description 1
1.4 Scope of Services 1
1.5 Documents Provided 2
1.6 Locations and Elevations 2
2.0 FIELD PROCEDURES 2
3.0 RESULTS 3
3.1 Soil Conditions 3
3.2 Groundwater 3
3.3 Laboratory Testing 4
3.4 OSHA Soil Classification 4
4.0 DISCUSSION AND RECOMMENDATIONS 4
4.1 Proposed Construction 4
4.2 Discussion 5
4.3 Site Grading Recommendations 6
4.4 Dewatering 7
4.5 Interior Slabs 7
4.6 Below Grade Walls 8
4.7 Retaining Walls 8
4.8 Exterior Slabs 9
4.9 Site Grading and Drainage 9
4.10 Utilities 9
4.11 Bituminous Pavements 10
4.12 Materials and Compaction 11
4.13 Stormwater Ponds 11
5.0 CONSTRUCTION CONSIDERATIONS 11
5.1 Excavation 11
5.2 Observations 12
5.3 Backfill and Fills 12
5.4 Testing 12
5.5 Winter Construction 12
6.0 PROCEDURES 12
6.1 Soil Classification 12
6.2 Groundwater Observations 12
7.0 GENERAL 13
7.1 Subsurface Variations 13
7.2 Review of Design 13
7.3 Groundwater Fluctuations 13
7.4 Use of Report 13
7.5 Level of Care 14
APPENDIX
Boring Location Sketch, Figure 1
Soil Boring Logs, SB-1 thru SB-4
Descriptive Terminology
1
1.0 INTRODUCTION
1.1 Project Description
Mr. Ken Ashfeld is proposing to construct the Deer Haven residential development in
Chanhassen, Minnesota and retained Haugo GeoTechnical Services (HGTS) to perform a
geotechnical exploration to evaluate the suitability of site soil conditions to support the
proposed development. We understand the project will include 3 preparing house pads for
single-family homes along with the associated street, underground utilities and stormwater
ponds.
1.2 Purpose
The purpose of this geotechnical exploration was to characterize subsurface soil and
groundwater conditions and provide recommendations for site grading and foundation
design and construction of the proposed development.
1.3 Site Description
The project site is generally located west of Yosemite Avenue south of Ringneck Drive in
Chanhassen, Minnesota. At the time of our exploration, the project site was composed of two
adjoining parcels that total approximately 2.81-acres and contained an existing bituminous
driveway that extended through the site to one of the neighboring homes. The site was
generally landscaped and contained several trees throughout the property.
The site topography was generally sloped downhill to the north with elevations at the soil
boring locations ranging from about 1022 ½ to 1028 ½ feet above mean sea level (MSL).
1.4 Scope of Services
Our services were performed in accordance with the Haugo GeoTechnical Services proposal
20-0993 dated November 2, 2020. Our scope of services was performed under the terms of our
General Conditions and limited to the following tasks:
• Completing four (4) standard penetration test (SPT) soil borings and extending each to
nominal depths of 10 feet.
• Sealing the borings in accordance with Minnesota Department of Health requirements.
• Obtaining GPS coordinates and ground surface elevations at the soil boring locations.
• Visually/manually classifying samples recovered from the soil borings.
• Performing laboratory tests on selected samples.
• Preparing soil boring logs describing the materials encountered and the results of
groundwater level measurements.
• Preparing an engineering report describing current soil and groundwater conditions
and providing recommendations for foundation design and construction.
2
1.5 Documents Provided
To aid in our evaluation, we were provided with a 6-page plan set titled “Deer Haven
Chanhassen, MN - Preliminary Submittal: Preliminary Site, Grading Utility, Landscape &
Plat” dated October 16, 2020 and prepared by Loucks. The Plan showed a general layout of
the proposed residential development along Grading, Utility, Landscape, and Plat design
plans. The proposed soil boring locations were shown on Sheet C3.2 of the plan set.
Except as described above, no specific architectural or structural plans were provided for the
proposed homes.
1.6 Locations and Elevations
The soil boring locations were selected by Mr. Ken Ashfeld and/or Loucks. The approximate
locations of the soil borings are shown on Figure 1, “Soil Boring Location Sketch,” in the
Appendix. The sketch was prepared by HGTS using an aerial image from Google Earth as a
base.
HGTS obtained the ground surface elevations at the soil boring locations using GPS
technology based on the Minnesota County Coordinate System (Carver County). The ground
surface elevations and GPS coordinates are shown on Figure 2 in the Appendix.
2.0 FIELD PROCEDURES
Four (4) standard penetration test (SPT) borings were advanced on November 12, 2020 by
HGTS with a rotary drilling rig, using continuous flight augers to advance the boreholes.
Representative samples were obtained from the borings, using the split-barrel sampling
procedures in general accordance with ASTM Specification D-1586. In the split-barrel
sampling procedure, a 2-inch O.D. split-barrel spoon is driven into the ground with a 140-
pound hammer falling 30 inches. The number of blows required to drive the sampling spoon
the last 12 inches of an 18-inch penetration is recorded as the standard penetration resistance
value, or "N" value. The results of the standard penetration tests are indicated on the boring
logs. The samples were sealed in containers and provided to HGTS for testing and soil
classification.
A field log of each boring was prepared by HGTS. The logs contain visual classifications of the
soil materials encountered during drilling, as well as the driller's interpretation of the
subsurface conditions between samples and water observation notes. The final boring logs
included with this report represents an interpretation of the field logs and include
modifications based on visual/manual method observation of the samples.
The soil boring logs, general terminology for soil description and identification, and
classification of soils for engineering purposes are also included in the appendix. The soil
boring log identify and describe the materials encountered, the relative density or consistency
based on the Standard Penetration resistance (N-value, “blows per foot”) and groundwater
observations.
3
The strata changes were inferred from the changes in the samples and auger cuttings. The
depths shown as changes between strata are only approximate. The changes are likely
transitions, variations can occur beyond the location of the boring.
3.0 RESULTS
3.1 Soil Conditions
Soil borings SB-1 and SB-2 were taken within or alongside the existing bituminous driveway.
Soil boring SB-1 encountered about 4 inches of apparent aggregate base at the surface and soil
boring SB-2 encountered a pavement section consisting of about 2 ½ inches of bituminous
overlaying about 4 inches of aggregate base. Borings SB-3 and SB-4 encountered about 1 ½ to
2 feet of lean clay topsoil at the surface that was dark brown to black in color and contained
traces of roots.
Below the bituminous pavement and aggregate base, soil boring SB-2 encountered existing
Fill soils consisting of sandy lean clay that extended to a depth of about 7 feet below the ground
surface. The existing Fill soils were dark brown, grey, and black in color.
Penetration resistance values (N-Values), shown as blows per foot (bpf) on the boring logs,
within the existing clayey Fill soils ranged from 2 to 4 bpf, indicating a soft to rather soft
consistency.
Beneath the existing pavement, aggregate base, and Fill materials, the soil borings
encountered native sandy lean clay and clayey sand glacial till soils that extended to the
termination depths of the borings. The native glacial till soils were brown and gray in color
and contained traces of gravel.
N-Values within the sandy lean clay ranged from 5 to 13 bpf, indicating a rather soft to stiff
consistency. N-Values within the clayey sand ranged from 10 to 13 bpf, indicating a loose to
medium dense relative density.
3.2 Groundwater
Groundwater was not encountered in the soil borings while drilling and sampling or after
removal of the auger from the boreholes. Groundwater appears to be below the depths
explored by our borings. We do not anticipate that groundwater will be encountered during
construction.
Water levels were measured on the dates as noted on the boring logs and the period of water
level observations was relatively short. Given the cohesive nature of soils encountered, it is
possible that insufficient time was available for groundwater to seep into the borings and rise
to its hydrostatic level. Groundwater monitoring wells or piezometers would be required to
more accurately determine water levels. Seasonal and annual fluctuations in the groundwater
levels should be expected.
4
3.3 Laboratory Testing
Laboratory moisture content and P-200 tests were performed on selected samples recovered
from the soil borings. Moisture contents ranged from about 14 ½ to 23 percent. These values
indicate the soils were likely near or above their assumed optimum soil moisture content. The
P-200 content is a measure of the silt and clay sized particles (fines) in the soils which can affect
soil infiltration rates. In general. the greater the P-200 content of a sample the less permeable
the soils will be. Table 1 below summarizes the results of the laboratory tests. Results of the
moisture content tests and P-200 tests are also shown on the boring logs adjacent to the sample
tested.
Table 1. Summary of Laboratory Tests
Boring Number Sample
Number
Depth
(feet)
Moisture Content
(%) *
P-200 (%) *
SB-1 SS-17 2 ½ 19 -
SB-1 SS-19 7 ½ 23 -
SB-2 SS-13 5 22 -
SB-2 SS-15 10 19 ½ -
SB-3 SS-3 5 14 ½ 42.8
SB-4 SS-8 5 20 69 ½
*Moisture content values rounded to the nearest ½ percent.
3.4 OSHA Soil Classification
At the anticipated excavation depths, the soil borings encountered sandy lean clay and clayey
sand corresponding to the ASTM Classifications CL and SC, respectively. Soils identified as
CL will generally be Type B soils under Department of Labor Occupational Safety and Health
Administration (OSHA) guidelines while soils identified as SC will generally be Type C soils.
An OSHA-approved qualified person should review the soil classification in the field.
Excavations must comply with the requirements of OSHA 29 CFR, Part 1926, Subpart P,
“Excavations and Trenches.” This document states excavation safety is the responsibility of
the contractor. The project specifications should reference these OSHA requirements.
4.0 DISCUSSION AND RECOMMENDATIONS
4.1 Proposed Construction
Based on the provided Preliminary Submittal Plan, the proposed development will include
preparing lots and house pads lots for 3 single-family homes along with the associated street,
underground utilities and stormwater ponds. We were not provided information regarding
the proposed structures, but we assume they include one or two stories above grade with
partial or full basements. We anticipate below grade construction consisting of cast-in-place
concrete or masonry block foundation walls supported on concrete spread footings. With
above grade construction likely consisting of wood framing, a pitched roof and asphalt
shingles.
5
Based on the assumed construction we estimate wall loadings will range from about 2 to 3
kips (1,000 to 2,000 pounds) per lineal foot and column loads, if any will be less than 50 kips
(50,000 pounds).
We anticipate the lots will be custom graded to accommodate custom built homes. We
generally anticipate the homes will be constructed at or near existing site grades so that cuts
or fills for permanent grade changes will typically be on the order of 5 feet or less.
If the proposed loads exceed these values or if the design or location of the proposed
development changes, we should be informed. Additional analyses and revised
recommendations may be necessary.
4.2 Discussion
It must be noted that soil borings were not requested within the proposed house pad areas.
Because of that soil conditions in those areas are unknown and it may be appropriate to
conduct additional soil borings and/or test pits to further evaluate soil conditions prior to
constructing the new homes.
The vegetation, topsoil, pavements and aggregate base are not suitable for foundation,
roadway or utility support and will need to be from within those areas and the oversize areas
and replaced with suitable compacted engineered fill as needed to attain design grades.
The origin of the Fill encountered in boring SB-2 is unknown but was likely placed during
construction of the existing roadway and/or underground utilities. The Fill was black, dark
brown and grey in color and had a rather soft to soft consistency. Soils that are black in color
can be indicative of organic soils or organic materials within the soil which are generally poor-
quality materials for roadway and utility support. We anticipate that new utilities will likely
be installed to service the proposed homes. The Fill excavated for construction of any new
utilities should be further evaluated at the time of construction to determine its suitability for
use or reuse for utility and roadway support. Organic soils or soils containing organic
materials should be removed and replaced, as needed, to provide adequate utility and
pavement support. Moisture contents in the Fill were near 22 percent indicating it was likely
above its assumed optimum soil moisture content. Fill soils that will be excavated and reused
will likely require some drying to meet the recommend compaction levels.
It is our opinion that the underlying native glacial till soils are generally suitable for
foundation pavement and utility support.
Groundwater was not encountered in the borings while drilling and sampling or after removal
of the auger from the boreholes. We do not anticipate that groundwater will be encountered
during construction.
With the building pads prepared as recommended, it is our opinion the footings can be
designed for a net allowable bearing pressure up to 2,000 pounds per square foot (psf).
The following sections provide recommendations for site grading and foundation design and
construction.
6
4.3 Site Grading Recommendations
Excavation We recommend that all vegetation, topsoil, existing pavement, Fill, and any soft
or otherwise unsuitable materials, if encountered, be removed from below the proposed
building, roadway, utility and oversize areas. Table 2 below summarizes the anticipated
excavation depths at the soil boring locations.
As noted in the Discussion Section, soil borings were not completed within the proposed
house pad areas and therefore soil conditions are unknown. Because of that the excavation
depths presented in Table 2 could vary and could be deeper.
Table 2. Anticipated Excavation Depths
Boring
Number
Measured
Surface
Elevation
(feet)
Anticipated
Excavation Depth
(feet)*
Anticipated
Excavation Elevation
(feet)*
SB-1 1022.3 ½ (Roadway) 1022
SB-2 1023.3 1 - 6 (Roadway) 1016 ½
SB-3 1028.4 Cut to Grade (Pond) ~ 1024
SB-4 1028.1 Cut to Grade (Pond ~ 1024
* = Excavation and groundwater elevations were rounded to nearest ½ foot.
Oversizing In areas where the excavations extend below the proposed footing elevations, the
excavations require oversizing. We recommend the perimeter of the excavation be extended
a foot outside the proposed footprint for every foot below footing grade (1H:1V oversizing).
The purpose of the oversizing is to provide lateral support of the foundation.
Fill Material Fill required to attain site grades may consist of any debris-free, non-organic
mineral soil. The on-site native glacial till soils appear generally suitable for reuse as structural
fill, provided they are free of organic matter or other deleterious material.
We recommend that fill or backfill placed in wet excavations or within 2 feet of the
groundwater table, if encountered, consist of granular soil (sand) with less than 5 percent
passing the number 200 sieve and at least 50 percent retained on the number 40 sieve.
Laboratory moisture contents of the clayey soils ranged from about 14 ½ to 23 percent. These
values indicate the soils were likely near or above their assumed optimum soil moisture
content. Clayey soil that will be reused as fill or backfill could require moisture conditioning
(drying) to meet the recommended compaction levels. Summer months are typically more
favorable for drying wet soil.
Topsoil, organic soils or soils that are black in color are not suitable for reuse as structural fill
or backfill.
Backfilling We recommend that backfill placed to attain site grades be compacted to a
minimum of 95 percent of its standard Proctor density (ASTM D 698). Granular fill classified
as SP or SP-SM, if used, should be placed within 65 percent to 105 percent of its optimum
moisture content as determined by the standard Proctor. Other fill soils should be placed
7
within 3 percentage points above and 1 percentage point below its optimum moisture content
as determined by the standard Proctor. All fill should be placed in thin lifts and be compacted
with a large self-propelled vibratory compactor operating in vibratory mode.
In areas where fill depths will exceed 10 feet, if any, we recommend that compaction levels be
increased to a minimum of 98 percent of standard Proctor density. Even with the increased
compaction levels a construction delay may be required to allow for post settlement of the fill
mass.
Fill and backfill placed on slopes, if any, must be “benched” into the underlying suitable soils
to reduce the potential for slip places to develop between the fill and underlying soil. We
recommend “benching” or excavating into the slope at 5 feet vertical intervals to key the fill
into the slope. We recommend each bench be a minimum of 10 feet wide.
Foundations We recommend the perimeter footings bear a minimum of 42 inches below the
exterior grade for frost protection. Interior footings may be placed immediately below the
slab provided construction does not occur during below freezing weather conditions.
Foundation elements in unheated areas (i.e. deck or porch footings) should bear at least 5 feet
below exterior grade for frost protection.
We anticipate the foundations and floor slabs will bear on compacted engineered fill or native
glacial till soils. With the building pads prepared as recommended, it is our opinion the
footings can be designed for a net allowable bearing pressure up to 2,000 pounds per square
foot (psf).
We anticipate total and differential settlement of the foundations will be less than 1 inch and
½ inch, respectively, across a 30-foot span.
4.4 Dewatering
Groundwater was not encountered in the soil borings while drilling and sampling or after
removal of the auger from the boreholes. We do not anticipate that groundwater will be
encountered and do not anticipate that dewatering will be required.
4.5 Interior Slabs
The anticipated floor subgrade will consist of compacted clayey engineered fill or clayey
native glacial till soils. It is our opinion a modulus of subgrade reaction, k, of 100 pounds per
square inch of deflection (psi) may be used to design the floor.
If floor coverings or coatings less permeable than the concrete slab will be used, we
recommend that a vapor retarder or vapor barrier be placed immediately beneath the slab.
Some contractors prefer to bury the vapor barrier or vapor retarder beneath a layer of sand to
reduce curling and shrinkage, but this practice often traps water between the slab and vapor
retarder or barrier. Regardless of where the vapor retarder or vapor barrier is placed, we
recommend consulting the floor covering manufacturer regarding the appropriate type, use
and installation of the vapor retarder or vapor barrier to preserve the warranty.
8
We recommend following all state and local building codes with regards to a radon mitigation
plan beneath interior slabs.
4.6 Below Grade Walls
We recommend general waterproofing of the below grade walls. We recommend either
placing drainage composite against the backs of the exterior walls or backfilling adjacent to
the walls with sand having less than 50 percent of the particles by weight passing the #40 sieve
and less than 5 percent of the particles by weight passing the #200 sieve. The sand backfill
should be placed within 2 feet horizontally of the wall. We recommend the balance of the
backfill for the walls consist of sand however the sand may contain up to 20 percent of the
particles by weight passing the #200 sieve.
We recommend installing drain tile behind the below grade walls, adjacent to the wall footing
and below the slab elevation. Preferably the drain tile should consist of perforated pipe
embedded in gravel. A geotextile filter fabric should encase the pipe and gravel. The drain
tile should be routed to a storm sewer, sump pump or other suitable disposal site.
Foundation walls or below grade (basement) walls will have lateral loads from the
surrounding soil transmitted to them. Active earth pressures can be used to design the below
grade walls if the walls are allowed to rotate slightly. If wall rotation cannot be tolerated, then
below grade wall design should be based on at-rest earth pressures. It is our opinion that the
estimated soil parameters presented in Table 3 can be used for below grade wall design. These
estimated soil parameters are based on the assumptions that the walls are drained, there are
no surcharge loads within a horizontal distance equal to the height of the wall and the backfill
is level.
Table 3. Estimated Soil Parameters
Soil Type
Estimated
Unit
Weight
(pcf)
Estimated
Friction
Angle
(degrees)
At-Rest
Pressure
(pcf)
Active
Soil
Pressure
(pcf)
Passive Soil
Pressure
(pcf)
Sand
(SP & SP-SM) 120 32 55 35 390
Other Soils
(SC and CL) 135 28 70 50 375
Resistance to lateral earth pressures will be provided by passive resistance against the wall
footings and by sliding resistance along the bottom of the wall footings. We recommend a
sliding coefficient of 0.35. This value does not include a factor of safety.
4.7 Retaining Walls
Based on the plans provided it does not appear that any retaining walls will be constructed as
part of this project and we are not aware of any proposed retaining walls. Retaining wall
designers and/or installers should be aware that soil borings for any retaining walls were not
completed as part of this evaluation. Because of that, additional geotechnical exploration (soil
borings) will be required to determine and evaluate the suitability and/or stability of site soil
9
conditions to support their design(s). Retaining wall designers and/or installers will be solely
responsible to conduct additional geotechnical evaluation(s) as needed.
In addition, HGTS does not practice in retaining wall design. Retaining wall designers will be
solely responsible for retaining wall design and construction.
4.8 Exterior Slabs
Exterior slabs will likely be underlain by clayey soils which are considered moderately to
highly frost susceptible. If these soils become saturated and freeze, frost heave may occur.
This heave can be a nuisance in front of doors and at other critical grade areas. One way to
help reduce the potential for heaving is to remove the frost-susceptible soils below the slabs
down to bottom of footing grades and replace them with non-frost-susceptible backfill
consisting of sand having less than 5 percent of the particles by weight passing the number
200 sieve.
If this approach is used and the excavation bottoms terminate in non-free draining granular
soil, we recommend a drain tile be installed along the bottom outer edges of the excavation to
collect and remove any water that may accumulate within the sand. The bottom of the
excavation should be graded away from the building.
If the banks of the excavations to remove the frost-susceptible soils are not sloped, abrupt
transitions between the frost-susceptible and non-frost-susceptible backfill will exist along
which unfavorable amounts of differential heaving may occur. Such transitions could exist
between exterior slabs and sidewalks, between exterior slabs and pavements and along the
slabs themselves if the excavations are confined to only the building entrances. To address
this issue, we recommend sloping the excavations to remove frost-susceptible soils at a
minimum 3:1 (horizontal:vertical) gradient.
Another alternative for reducing frost heave is to support the slabs on frost depth footings. A
void space of at least 4 inches should be provided between the slab and the underlying soil to
allow the soil to heave without affecting the slabs.
4.9 Site Grading and Drainage
We recommend the site be graded to provide positive run-off away from the proposed
buildings. We recommend landscaped areas be sloped a minimum of 6 inches within 10 feet
of the building and slabs be sloped a minimum of 2 inches. In addition, we recommend
downspouts with long splash blocks or extensions.
We recommend the lowest floor grades be constructed to maintain at least a 4-foot separation
between the lowest floor slab and the observed groundwater levels and at least a 2-foot
separation between the lowest floor slab and the 100-year flood level of nearby wetlands,
storm water ponds or other surface water features.
4.10 Utilities
We anticipate that new utilities could be installed as part of this project. We further anticipate
that new utilities will bear at depths ranging from about 7 to 10 feet below the ground surface.
10
At these depths, we anticipate that the pipes will bear on compacted engineered fill or native
glacial till soils which in our opinion are generally suitable for pipe support. We recommend
removing all topsoil, Fill, existing pavement, and other unsuitable soils, if encountered,
beneath utilities prior to placement.
We recommend bedding material be thoroughly compacted around the pipes. We
recommend trench backfill above the pipes be compacted to a minimum of 95 percent beneath
slabs and pavements, the exception being within 3 feet of the proposed pavement subgrade,
where 100 percent of standard Proctor density is required. In landscaped areas, we
recommend a minimum compaction of 90 percent.
Groundwater was not encountered in the soil borings and we do not anticipate that
groundwater will be encountered during utility construction.
4.11 Bituminous Pavements
General The City of Chanhassen may have standard plates that dictate pavement design. We
recommend that the pavements be designed and constructed in accordance with the City of
Chanhassen (City) standard plates. The following paragraphs provide general pavement
recommendations in the absence of City standard plates.
We were not provided any information regarding traffic volumes, such as Average Annual
Daily Traffic (AADT) or vehicle distribution. We anticipate the streets will be used
predominantly by automobiles, light trucks, garbage trucks and delivery vans (FEDEX, UPS
etc.). Based on the anticipated number of homes in the development and assumed traffic types
we estimate the roadways will be subjected to maximum Equivalent Single Axle Loads
(ESAL’s) up to 50,000 over a 20-year design life. This does not account for any future growth.
Subgrade Preparation We recommend removing all vegetation, topsoil, Fill, organic soils or
other unsuitable materials from beneath the pavement subgrade. Prior to placing the
aggregate base, we recommend compacting and/or test rolling the subgrade soils to identify
soft, weak, loose, or unstable areas that may require additional subcuts.
Backfill to attain pavement subgrade elevations can consist of any mineral soil provided it is
free of organic material or other deleterious materials. We recommend placing and
compacting fill and/or backfill as described in Section 4.3 except in paved areas where the
upper 3 feet of fill and backfill should be compacted to a minimum of 100 percent of its
standard Proctor maximum dry density.
R-Value R-Value testing was beyond the scope of this project. The near surface soils
encountered in the borings consisted predominantly of sandy lean clay corresponding to the
ASTM Classifications of CL. It is our opinion an assumed R-Value of 10 can be used for
pavement design.
Pavement Section Based on an estimated R-value of 10 and a maximum of 50,000 ESAL’s we
recommend pavement section consisting of a minimum of 3 ½ inches of bituminous underlain
by a minimum of 9 inches of aggregate base.
11
4.12 Materials and Compaction
We recommend specifying aggregate base meeting MN/DOT Class 5 aggregate base. We
recommend the aggregate base be compacted to 100 percent of its maximum standard Proctor.
We recommend that the bituminous pavements be compacted to at least 92 percent of the
maximum theoretical density.
We recommend specifying concrete that has a minimum 28-day compressive strength of 4,000
psi, and a modulus of rupture of at least 600 psi. We recommend Type I cement meeting the
requirements of ASTM C150. We recommend specifying 5 to 7 percent entrained air for
exposed concrete to provide resistance to freeze-thaw deterioration. We also recommend
using a water/cement ratio of 0.45 or less for concrete exposed to deicers.
4.13 Stormwater Ponds
Based on the plan provided it appears the project will include constructing 2 stormwater
ponds and the bottoms of the pond will bear at or near elevation 1024 feet MSL. Borings SB-3
and SB-4 were completed near or within the proposed pond locations and encountered sandy
lean clay and clayey sand glacial till soils corresponding to the ASTM Classifications of CL
and SC, respectively. These soils are slow draining materials and are generally a poor-quality
soil for infiltration. It is our opinion that the infiltration rates presented in Table 4 can be used
for stormwater pond/infiltration basin design. These values were obtained from tables
included in the “Minnesota Storm Water Manual”.
Table 4. Design Infiltration Rates
In-situ
soils Soil Description Hydrologic Soil Group Design Infiltration
Rate (inches/hour)
CL Sandy Lean Clay D 0.06
SC Clayey Sand D 0.06
Field tests (double ring infiltrometer) can be performed within the proposed infiltration basin
area to verify infiltration rates of the in-situ soils. We would be pleased to provide these
services if required or requested.
5.0 CONSTRUCTION CONSIDERATIONS
5.1 Excavation
At the anticipated excavation depths, the soil borings encountered sandy lean clay and clayey
sand corresponding to the ASTM Classifications CL and SC, respectively. Soils identified as
CL will generally be Type B soils under Department of Labor Occupational Safety and Health
Administration (OSHA) guidelines while soils identified as SC will generally be Type C soils.
Temporary excavations in Type B soils should be constructed at a minimum of 1 foot
horizontal to every 1-foot vertical within excavations. Temporary excavations in Type C soils
should be constructed at a minimum of 1 ½ feet horizontal to every 1-foot vertical within
excavations. Slopes constructed in this manner may still exhibit surface sloughing. If site
12
constraints do not allow the construction of slopes with these dimensions, then temporary
shoring may be required.
5.2 Observations
A geotechnical engineer or qualified engineering technician should observe the excavation
subgrade to evaluate if the subgrade soils are similar to those encountered in the borings and
adequate to support the proposed construction.
5.3 Backfill and Fills
We recommend moisture conditioning all soils that will be used as fill or backfill in accordance
with Section 4.3 above. We recommend that fill and backfill be placed in lifts not exceeding 4
to 12 inches, depending on the size of the compactor and materials used.
5.4 Testing
We recommend density tests of backfill and fills placed for the proposed building foundations.
Samples of the proposed materials should be submitted to our laboratory prior to placement
for evaluation of their suitability and to determine their optimum moisture content and
maximum dry density (Standard Proctor).
5.5 Winter Construction
If site grading and construction is anticipated to proceed during cold weather, all snow and
ice should be removed from cut and fill areas prior to additional grading and placement of
fill. No fill should be placed on frozen soil and no frozen soil should be used as fill or backfill.
Concrete delivered to the site should meet the temperature requirements of ASTM and/or
ACI. Concrete should not be placed on frozen soil. Concrete should be protected from
freezing until the necessary strength is obtained. Frost should not be permitted to penetrate
below the footings.
6.0 PROCEDURES
6.1 Soil Classification
The drill crew chief visually and manually classified the soils encountered in the borings in
general accordance with ASTM D 2488, “Description and Identification of Soils (Visual-
Manual Procedure).” Soil terminology notes are included in the Appendix. The samples were
returned to our laboratory for review of the field classification by a soils engineer. Samples
will be retained for a period of 30 days.
6.2 Groundwater Observations
Immediately after taking the final samples in the bottom of the boring, the hole was checked
for the presence of groundwater. Immediately after removing the augers from the borehole
the hole was once again checked and the depth to water and cave-in depths were noted.
13
7.0 GENERAL
7.1 Subsurface Variations
The analyses and recommendations presented in this report are based on data obtained from
a limited number of soil borings. Variations can occur away from the boring, the nature of
which may not become apparent until additional exploration work is completed, or
construction is conducted. A reevaluation of the recommendations in this report should be
made after performing on-site observations during construction to note the characteristics of
any variations. The variations may result in additional foundation costs and it is suggested
that a contingency be provided for this purpose.
It is recommended that we be retained to perform the observation and testing program during
construction to evaluate whether the design is as expected, if any design changes have affected
the validity of our recommendations, and if our recommendations have been correctly
interpreted and implemented in the designs, specifications and construction methods. This
will allow correlation of the soil conditions encountered during construction to the soil borings
and test pits and will provide continuity of professional responsibility.
7.2 Review of Design
This report is based on the design of the proposed structures as related to us for preparation
of this report. It is recommended that we be retained to review the geotechnical aspects of the
design and specifications. With the review, we will evaluate whether any changes have
affected the validity of the recommendations and whether our recommendations have been
correctly interpreted and implemented in the design and specifications.
7.3 Groundwater Fluctuations
We made water level measurements in the borings at the times and under the conditions stated
on the boring log. The data was interpreted in the text of this report. The period of observation
was relatively short and fluctuations in the groundwater level may occur due to rainfall,
flooding, irrigation, spring thaw, drainage, and other seasonal and annual factors not evident
at the time the observations were made. Design drawings and specifications and construction
planning should recognize the possibility of fluctuations.
7.4 Use of Report
This report is for the exclusive use of Mr. Ken Ashfeld and his design team to use to design
the proposed structures and prepare construction documents. In the absence of our written
approval, we make no representation and assume no responsibility to other parties regarding
this report. The data, analysis and recommendations may not be appropriate for other
structures or purposes. We recommend that parties contemplating other structures or
purposes contact us.
14
7.5 Level of Care
Haugo GeoTechnical Services has used the degree of skill and care ordinarily exercised under
similar circumstance by members of the profession currently practicing in this locality. No
warranty expressed or implied is made.
APPENDIX
Haugo GeoTechnical
Services, LLC
2825 Cedar Avenue S.
Minneapolis, MN 55407
Figure #: 1
Drawn By: RD
Date: 11/16/20
Scale: None
Project #: 20-0993
Soil Boring Location Sketch
Deer Haven
Chanhassen, Minnesota
GPS Boring Locations
Boring Number Elevation
(US Survey Feet) Northing Coordinate Easting Coordinate
SB-1 1022.3 190546.923 553335.455
SB-2 1023.3 190550.397 553243.447
SB-3 1028.4 190478.451 553136.663
SB-4 1028.1 190502.876 553042.515
Legend
Approximate Soil Boring Location
SB-1 SB-2
SB-3
Disclaimer: Map and parcel data are believed to be accurate, but accuracy is not guaranteed. This is not a legal document and should not be substituted for a title search, appraisal, survey, or for zoning verification.
SB-4
Poorly Graded Sand with Silt, fine to coarse grained, trace Gravel,
brown, moist. (Aggregate Base)
(CL) Sandy Lean Clay, trace Gravel, brown, wet. (Glacial Till)
(CL) Sandy Lean Clay, brown and grey, wet. (Glacial Till)
Bottom of borehole at 11.0 feet.
AU
16
SS
17
SS
18
SS
19
SS
20
2-2-4
(6)
2-3-3
(6)
2-2-3
(5)
2-3-4
(7)
19
23
NOTES Borehole grouted.
GROUND ELEVATION 1022.3 ft
LOGGED BY MS
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS - 45 GROUND WATER LEVELS:
CHECKED BY PG
DATE STARTED 11/12/20 COMPLETED 11/12/20
AT TIME OF DRILLING --- Not Encountered
AT END OF DRILLING --- Not Encountered
AFTER DRILLING --- Not Encountered
HOLE SIZE 3 1/4 inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DEPTH(ft)0.0
2.5
5.0
7.5
10.0 GRAPHICLOGMATERIAL DESCRIPTION
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE
20 40 60 80
MOISTURE CONT.(%)NOTESPAGE 1 OF 1
BORING NUMBER SB-1
CLIENT Ken Ashfeld
PROJECT NUMBER 20-0993
PROJECT NAME Deer Haven
PROJECT LOCATION Chanhassen, MN
GEOTECH BH PLOTS - GINT STD US LAB.GDT - 12/8/20 10:03 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\20-0993 DEER HAVEN.GPJHaugo GeoTechnical Services
2825 Cedar Ave South
Minneapolis, MN 55407
Telephone: 612-729-2959
Fax: 763-445-2238
Approximately 2 1/2 inches Bituminous.
Poorly Graded Sand with Silt, fine to coarse grained, trace Gravel,
brown, moist. (Aggregate Base)
Sandy Lean Clay, trace Gravel, black, dark brown, grey, wet.
(FILL)
(CL) Sandy Lean Clay, brown, wet, rather soft to medium. (Glacial
Till)
Bottom of borehole at 11.0 feet.
AU
11
SS
12
SS
13
SS
14
SS
15
2-2-2
(4)
1-1-1
(2)
1-2-3
(5)
2-2-4
(6)
22
19.5
NOTES Borehole grouted.
GROUND ELEVATION 1023.3 ft
LOGGED BY MS
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS - 45 GROUND WATER LEVELS:
CHECKED BY PG
DATE STARTED 11/12/20 COMPLETED 11/12/20
AT TIME OF DRILLING --- Not Encountered
AT END OF DRILLING --- Not Encountered
AFTER DRILLING --- Not Encountered with Cave-In Depth of 3 feet
HOLE SIZE 3 1/4 inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DEPTH(ft)0.0
2.5
5.0
7.5
10.0 GRAPHICLOGMATERIAL DESCRIPTION
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE
20 40 60 80
MOISTURE CONT.(%)NOTESPAGE 1 OF 1
BORING NUMBER SB-2
CLIENT Ken Ashfeld
PROJECT NUMBER 20-0993
PROJECT NAME Deer Haven
PROJECT LOCATION Chanhassen, MN
GEOTECH BH PLOTS - GINT STD US LAB.GDT - 12/8/20 10:03 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\20-0993 DEER HAVEN.GPJHaugo GeoTechnical Services
2825 Cedar Ave South
Minneapolis, MN 55407
Telephone: 612-729-2959
Fax: 763-445-2238
Lean Clay, trace Roots, dark brown, wet. (Topsoil)
(SC) Clayey Sand, fine to medium grained, trace Gravel, brown
and grey, wet, loose to medium dense. (Glacial Till)
P-200 = 43%
Bottom of borehole at 11.0 feet.
AU
1
SS
2
SS
3
SS
4
SS
5
3-5-8
(13)
3-4-6
(10)
6-5-7
(12)
10-6-7
(13)
14.5
NOTES Borehole grouted.
GROUND ELEVATION 1028.4 ft
LOGGED BY MS
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS - 45 GROUND WATER LEVELS:
CHECKED BY PG
DATE STARTED 11/12/20 COMPLETED 11/12/20
AT TIME OF DRILLING --- Not Encountered
AT END OF DRILLING --- Not Encountered
AFTER DRILLING --- Not Encountered with Cave-In Depth of 3 feet
HOLE SIZE 3 1/4 inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DEPTH(ft)0.0
2.5
5.0
7.5
10.0 GRAPHICLOGMATERIAL DESCRIPTION
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE
20 40 60 80
MOISTURE CONT.(%)NOTESPAGE 1 OF 1
BORING NUMBER SB-3
CLIENT Ken Ashfeld
PROJECT NUMBER 20-0993
PROJECT NAME Deer Haven
PROJECT LOCATION Chanhassen, MN
GEOTECH BH PLOTS - GINT STD US LAB.GDT - 12/8/20 10:03 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\20-0993 DEER HAVEN.GPJHaugo GeoTechnical Services
2825 Cedar Ave South
Minneapolis, MN 55407
Telephone: 612-729-2959
Fax: 763-445-2238
Lean Clay, trace Roots, dark brown, wet. (Topsoil)
(CL) Sandy Lean Clay, trace Gravel, brown, wet, medium to stiff.
(Glacial Till)
P-200 = 69.5%
Bottom of borehole at 11.0 feet.
AU
6
SS
7
SS
8
SS
9
SS
10
2-2-4
(6)
2-4-6
(10)
3-5-7
(12)
3-5-8
(13)
20
NOTES Borehole grouted.
GROUND ELEVATION 1028.1 ft
LOGGED BY MS
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS - 45 GROUND WATER LEVELS:
CHECKED BY PG
DATE STARTED 11/12/20 COMPLETED 11/12/20
AT TIME OF DRILLING --- Not Encountered
AT END OF DRILLING --- Not Encountered
AFTER DRILLING --- Not Encountered
HOLE SIZE 3 1/4 inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DEPTH(ft)0.0
2.5
5.0
7.5
10.0 GRAPHICLOGMATERIAL DESCRIPTION
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE
20 40 60 80
MOISTURE CONT.(%)NOTESPAGE 1 OF 1
BORING NUMBER SB-4
CLIENT Ken Ashfeld
PROJECT NUMBER 20-0993
PROJECT NAME Deer Haven
PROJECT LOCATION Chanhassen, MN
GEOTECH BH PLOTS - GINT STD US LAB.GDT - 12/8/20 10:03 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\20-0993 DEER HAVEN.GPJHaugo GeoTechnical Services
2825 Cedar Ave South
Minneapolis, MN 55407
Telephone: 612-729-2959
Fax: 763-445-2238
