11805 W. Hampton Avenue
Milwaukee, WI 53225
414-462-9005
www.onesourceconsult.com
Project:
Prayer Center of
Brookfield
Location:
NW ¼ & SW ¼ of Section 15, T7N,
R20E in the City of Brookfield,
Wisconsin
Prepared For:
Islamic Society of Milwaukee
4707 S. 13th Street
Milwaukee, WI 53221
Project Number:
165-08
Date:
January 9, 2012
Last Revision:
STORM WATER
MANAGEMENT PLAN
TABLE OF CONTENTS
CITY OF BROOKFIELD STORM WATER MANAGEMENT PLANAPPLICATION……...…….…..2
1.0
INTRODUCTION .................................................................................................................... 5
2.0
DESIGN CRITERIA ................................................................................................................ 5
2.1
2.2
2.3
3.0
CITY OF BROOKFIELD .................................................................................................................... 5
WISCONSIN DEPARTMENT OF NATURAL RESOURCES ....................................................................... 5
MILWAUKEE METROPOLITAN SEWERAGE DISTRICT ........................................................................ 5
HYDROLOGIC CALCULATIONS ........................................................................................ 6
Table 1: Design Rainfall Values .............................................................................................................. 6
Table 2: Soil types present onsite............................................................................................................. 6
4.0
EXISTING CONDITIONS ...................................................................................................... 6
Table 3: Hydrologic Analysis of Existing Conditions ............................................................................. 6
5.0
PROPOSED CONDITIONS..................................................................................................... 7
Table 4: Hydrologic and Hydraulic Characteristics of Proposed Conditions ......................................... 7
6.0
EROSION CONTROL ............................................................................................................. 8
7.0
STORM WATER QUALITY CONTROL .............................................................................. 8
8.0
MAINTENANCE PROGRAM................................................................................................. 8
9.0
SUMMARY OF RESULTS ...................................................................................................... 8
Table 5: Storm Water Discharge Rates for Existing and Proposed Conditions ....................................... 8
10.0
CONCLUSION ......................................................................................................................... 9
APPENDICES
Appendix 1
Appendix 2
Appendix 3
Appendix 4
Appendix 5
Appendix 6
Appendix 7
Appendix 8
Appendix 9
Location Map
Soil Units Map
Existing Conditions Drainage Map
Existing Hydraflow Output
Proposed Conditions Drainage Map
Proposed Hydraflow Output
WinSLAMM Input/Output
Site Demolition Plan
Proposed Grading and Erosion Control Plan
Utility and Pavement Plan
Site Construction Details
Storm Sewer Design Spreadsheet
MMSD Chapter 13 Checklist
Storm Water Management Practice Agreement
Proof of Funds
CITY OF BROOKFIELD
STORM WATER MANAGEMENT PLAN
APPLICATION
Item 1
Project Name
Project Owner
Project Address
ISM West AKA Masjid Al'Noon
Islamic Foundation of Greater Milwaukee
16730 W. Pheasant Drive
4.25 Acres
Total Site Acreage
Existing
Impervious surface area (s.f.)
Greenspace surface area (s.f.)
Total Proposed Area of Disturbance (s.f.)
37,939
147,076
Proposed
71,514
113,501
176,600 SF (4.05 Ac)
Item 2
Name
Owner
Engineer
Developer
Preparer
Islamic Foundation
One Source Consulting
Islamic Foundation
One Source Consulting
Address
4707 S. 13th Street, Milwaukee
3065 N. 124th Street, Brookfield
4707 S. 13th Street, Milwaukee
3065 N. 124th Street, Brookfield
Phone/Fax Numbers
414-282-1812
414-462-9005 / 414-462-9006
414-282-1812
414-462-9005 / 414-462-9006
Item 3
Description of Development:
Site redevelopment that includes an 8000+ SF prayer center and its associated parking lot to replace the existing building and
drive/parking. A bioretention pond has been designed and will be constructed to accommodate the entire site's impervious runoff for water
quantity and quality.
Item 4
Illegal Connection (Not applicable to new development on vacant sites) Verification by a licensed
plumber that no illegal connections exist between storm and sanitary sewers. Determination is
dependent upon review of existing plumbing plans. A visual inspection of the storm sewer must be
conducted during dry weather, and of the sanitary sewer during wet weather. Complete attached form.
Completed review of plumbing plan?
Visual inspection of storm sewer?
Visual inspection of sanitary sewer?
yes
yes
yes
no
X no
X no
Do illegal connections exist?
yes
X no
If yes, what is the plan of correction?
All existing structures will be razed prior to start of construction and service laterals
abandoned.
Revised: 05-10-04
165-08 swmp application.xls
Item 5
Illicit Discharges (Not applicable to new development on vacant sites.) Any discharge from the site
which is not comprised entirely of stormwater, unless permitted by the State of Wisconsin, is an illicit
discharge. This could include, but is not limited to: spills, dumping and disposal of any substance,
storm water runoff from outdoor storage of materials. Based on a site visit, the preparer of this
document must certify:
Do illicit discharges exist on site?
yes
X no
If yes, what is the plan of correction?
Item 6
What watershed is this site tributary to? (see attached map):
Butler Ditch
Deer Creek
Dousman Ditch
Lower Menomonee River
Poplar Creek
South Branch of Underwood Creek
Underwood Creek
Upper Fox River
X
Item 7
Stormwater Discharge Rates: Peak flow rates must be calculated for the 2, 10 and 100-year design
storms for the existing and proposed conditions for the entire site of ownership. Calculations must be
provided and a summary given below. Note that watersheds within the MMSD service area follow
MMSD Chapter 13 Surface Water and Storm Water rules.
Conditions
Existing
Proposed
Proposed
After Controls
2 year design storm
1.537
6.214
03 8
0.318
10 year design storm
3.008
9.484
03 8
0.318
100 year design storm
6.565
16.430
0 995
0.995
Item 8
Stormwater Quality Calculations: Per Section 14.12.020 of the Municipal Code, the preparer certifies
by checking below, that SLAMM (Source Loading and Management Model) or other approved
calculations have been prepared for this site and the proposed Best Management Practices have been
designed to meet the requirements, specifically to remove, on an average annual basis, a goal of 40%
of the total suspended solids load based on no controls (for the proposed area of redevelopment).
Water Quality Calculations have been prepared and the proposed site meets Section 14.12.020
X Yes
No
If yes, attach a copy of the calculations with the application.
Item 9
Soil Types: Provide a description of soil types according to soil borings. Also indicate depth of
groundwater if encountered during soil boring (groundwater level will be required if a detention pond is
proposed).
Ashkum silty clay loam, Houghton muck, Mequon silt loam, and Ozaukee silt loam
Groundwater:
USDA - Web Soil Survey
165-08 swmp application.xls
Item 10
Stormwater Best Management Practices (post construction)
Proposed Structural Practices
Proposed Non-Structural Practices
(include maintenance of structural practices)
1) Bioretention Basin: Check Bi Annually
1) Parking Lot Sweeping: Bi-annually
(April and October)
2) Litter & Debris Pick-up: Routine and as needed.
a) Inspect orifice for blockage.
b) Inspect outlet pipe for debris.
c) Mow Overflow Spillway routinely.
2) Inlets: Inspect Bi-annually
a) Clean sump and outlet pipe as necessary.
Item 11
Stormwater Management Maintenance Agreement
The maintenance or non-structural best management as proposed above are to be conducted by the
owner or owner's representative. These items are to be included in the owner's annual maintenance
budget and will be carried through as proposed in item 10.
Name of Owner or Representative Responsible for Maintenance:
Owner's Signature and Date:
Phone number of Person Responsible for Maintenance:
Item 12
Stamp, Date and Signature of Preparer
State of Wisconsin Licensed Professional Engineer
Othmann Otto
(414) 282-1812
City of Brookfield
Recommended Approval
Project Engineer
Date
City of Brookfield
Approval
City Engineer
Date
165-08 swmp application.xls
Prayer Center of Brookfield
1.0
01/09/12
INTRODUCTION
One Source Consulting has been contracted to provide site civil engineering related services for a proposed
prayer center in Brookfield.
The prayer center site is located within part of the SW ¼ of Section 15, T7N, R20E in the City of
Brookfield, Wisconsin. This development is north of W. North Avenue and between N. Calhoun Road and
Pilgrim Road. A location map for the development is location in Appendix 1.
The development’s study area is approximately 4.25 acres. It will comprise of a new building and
sidewalks, landscaping and parking lot.
This area is tributary to the Underwood Creek basin. An area of wetlands is present north of the site that
was delineated by Wetland and Waterway Consulting, LLC on October 20, 2010.
2.0
DESIGN CRITERIA
2.1
City of Brookfield
City of Brookfield Engineering Division Public Infrastructure and Development Handbook
– Section I. Design Standards and Material Specifications C. Storm Sewer and
Stormwater Management Systems
MMSD requirements do not apply but are more restrictive and are being followed for this design
report.
2.2
Wisconsin Department of Natural Resources
WDNR – Technical Standards (NR 151 and NR 216)
Water Quality: “Best management practices shall be designed, installed and maintained to
control total suspended solids carried in runoff from the post-construction site as follows:
For redevelopment, by design, reduce to the maximum extent practicable, the total suspended
solids load by 40%, based on an average annual rainfall, as compared to no runoff management
controls.”
Post Construction Wetland Protective Buffers The recommended protective buffer for the “cattail
swamp” (highly susceptible wetland complex) located north of the proposed improvements is 50
feet. No storm water collected from impervious areas will be discharged within the WDNR
recommended wetland protective buffers prior to treatment designed in accordance with the
WDNR Best Management Practices technical standards. Additionally, any untreated impervious
areas will have not less than 50’ of vegetated buffer adjacent to the wetlands.
2.3
Milwaukee Metropolitan Sewerage District
Chapter 13 Surface Water and Storm Water Rules Technical Guidance
Water Quantity: “Limit site development outflows to a release rate of 0.5 cfs/acre for the one
percent probability event (100-year recurrence interval). Limit site development outflows to a
release rate of 0.15 cfs/acre for the fifty percent probability event (2-year recurrence interval).”
“Development is defined as construction of any parking lot, building, road or storage area,
regardless of whether it is paved or unpaved or whether it is original development or
redevelopment.” “The definition is not intended to apply to agricultural, maintenance, grading or
landscaping activities, although other state or local regulations may govern these types of
activities.” “The intent of the Rules is to require appropriate management practices for all
developments and redevelopments that result in new impervious surface exceeding one-half acre or
more.”
S:\Project Admin\C263-10 World Harvest Church\SWM\Report \263-10 SWMP Report Text.doc
Prayer Center of Brookfield
3.0
01/09/12
HYDROLOGIC CALCULATIONS
Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2010 has been used to analyze storm water
characteristics for the prayer center development. Hydraflow uses the accepted TR-55 methodology for
determining peak discharge runoff rates. Curve numbers for the existing ground cover were selected for a
“C” soil type using the standard values specified in TR-55. Storm water modeling was conducted using the
2-year, 10-year and 100-year storm events with an SCS Type II rainfall distribution, as defined in the
Milwaukee Rainfall Distribution Tech Report 40 as shown in Table 1.
Table 1: Design Rainfall Values
Storm Recurrence
Interval
2-year
10-year
100-year
24-hour Rainfall
Volume
2.57 inches
3.62 inches
5.88 inches
A controlling drainage flow path was developed for the drainage area and used to determine a time of
concentration in accordance with TR-55 methodology.
The developable portion of the site contains four (4) soil types. Soil map units and descriptions are listed
within Table 2 below. A soil location map using soils data obtained from USDA Natural Resources
Conservation Service Web portal can be found in Appendix 2.
Table 2: Soil types present onsite
Map
Symbol
AsA
HtA
MtA
OuB2
Map Unit Name
Ashkum silty clay loam, 0-3% slopes
Houghton muck, 0-2% slopes
Mequon silt loam, 1-3% slopes
Ozaukee silt loam, 2-6% slopes
HSG
B/D
A/D
C
C
Infiltration characteristics for the proposed site were determined using WinSLAMM (Version 9.4) Source
Loading and Management Model (SLAMM) as developed by Robert Pitt and John Voorhees. Proposed
peak discharge rates used within the SLAMM analysis were determined using Hydraflow.
4.0
EXISTING CONDITIONS
The existing site consists of one drainage area discharging the site that was delineated to coincide with the
proposed drainage area for comparison purposes. The land cover, drainage area, and flow path are shown
in Appendix 3. The site drainage area was determined using 1-foot topographic mapping generated from
topographic field survey data developed for the site. The existing site consists of a metal building, paved
areas and adjacent lands. Detailed calculations are also included in Appendix 3.
The following table presents the results of the hydrological analysis for the existing conditions:
S:\Project Admin\C263-10 World Harvest Church\SWM\Report \263-10 SWMP Report Text.doc
Prayer Center of Brookfield
01/09/12
Table 3: Hydrologic Analysis of Existing Conditions
Area
(acres)
Existing Area
1.97
Runoff
Curve
Number
79
Time of
Conc.
30.3
Peak Flow Rate (cfs)
2-year
1.40
10-year
2.74
100-year
5.99
Composite Runoff Curve Number Calculation:
[(0.38 x 98) + (1.59 x 74)] / 1.97 = 79
5.0
PROPOSED CONDITIONS
The proposed project includes the construction of the building and its supporting parking lots, sidewalks
and landscaped areas. Appendix 4 shows the proposed land cover and drainage patterns used for the
analysis of proposed conditions. The hydrologic analysis of proposed conditions was performed using the
same methodology as used for existing conditions. Detailed calculations for the proposed watershed are
also located in Appendix 4.
The proposed site has been delineated into one primary drainage area that reflects the 1.97 acre watershed
which generates storm water runoff that will enter the north bio-retention basin. This area includes the
sidewalks and parking lot.
There is also a 0.30 acre area that drains offsite undetained. This area includes the building and path/patio
area as well as landscaping. This area has not been considered in the hydrology analysis because the
impervious area is less than ½ acre and primarily rooftop and the remaining falls under MMSD’s grading
or landscaping activity category.
The bio-retention pond will be constructed to reduce the peak discharge from the site and provide water
quality benefits. Appendix 4 shows the location and calculations for the basin. The bio-retention pond
will be constructed in accordance with the Wisconsin DNR Technical Standard 1004 – Bio-retention for
Infiltration and will discharge by means of an underdrain.
The outlet control structure will have a 6” underdrain coming to it and discharging through a 4” orifice at
827.75. The structure will discharge through a 12” outflow pipe at 827.68.
The following table summarizes the results of the analysis of proposed conditions for the site:
Table 4: Hydrologic and Hydraulic Characteristics of Proposed Conditions
Area
(acres)
Proposed Area
1.97
Runoff
Curve
Number
91
Time of
Conc.
3.4
Peak Flow Rate (cfs)
2-year
5.44
Composite Runoff Curve Number Calculation:
[(1.40 x 98) + (0.57 x 74)] / 1.97 = 91
S:\Project Admin\C263-10 World Harvest Church\SWM\Report \263-10 SWMP Report Text.doc
10-year
8.43
100-year
14.80
Prayer Center of Brookfield
N Bio
01/09/12
Basin Features
Peak Inflow (cfs)
Peak Outflow (cfs)
2-year
5.44
0.18
10-year
8.43
0.36
100-year
14.80
0.61
*The controlling elements are summarized below:
#1 = (3) 12” Inflow Pipes, INV = 831.00
#2 = 4” Diameter Orifice, INV = 827.75
#3 = 12” Outflow Pipe, INV = 827.68
6.0
EROSION CONTROL
Construction sediment control will be provided through the use of the permanent retention basin and
permanent outlet structures as well as perimeter silt fence and BMPs for grading practices. The Grading
and Erosion Control Plan and details designed for this project are located in Appendix 6.
7.0
STORM WATER QUALITY CONTROL
The proposed site will utilize the bio-retention basin to achieve post-construction storm water quality
control in accordance with the State of Wisconsin requirements for suspended solids removal. The
requirement is 40% removal of the Total Suspended Solids (TSS) based on no controls. SLAMM was
used to calculate the water quality impacts as a result of this project. Detailed computations are provided
in Appendix 5.
In the post-developed conditions, the pond was modeled to comply with the water quality standard as
follows:
Water Quality Modeling Results
With
%
No Controls
(lbs)
Controls
Reduction
N Bio Pond
1017
265.7
73.87%
The undetained area was included in the SLAMM analysis. The impervious area was modeled as Building
1, Sidewalks/Walks 1 and the pervious area was modeled as Small Landscaped Area 1. The Undetained
Landscaped Areas A and B are modeled as one under Large Landscaped Area 2.
8.0
MAINTENANCE PROGRAM
Erosion control matting shall be installed on the 4:1 side slopes of the retention basin and seeded. Upon
establishment of permanent vegetation, the facility shall be mowed on a regular basis and kept free of
debris. The entire facility including the outlet control structures shall be inspected a minimum of four times
annually and after significant storm events.
9.0
SUMMARY OF RESULTS
After gathering the necessary information and using the above models, One Source Consulting has
analyzed the effect of the proposed improvements. The following table compares the proposed watershed
discharge rates with the existing:
Table 5: Storm Water Discharge Rates for Existing and Proposed Conditions
Existing Area
Allowable (MMSD)
2-year (cfs)
1.40
10-year (cfs)
2.74
100-year (cfs)
5.99
0.30
N/A
0.99
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Prayer Center of Brookfield
10.0
01/09/12
Proposed Area
0.18
0.36
0.61
Reduction
87%
87%
90%
CONCLUSION
The analysis of the project and the proposed storm water basin indicates that the requirements of the City
of Brookfield and Milwaukee Metropolitan Sewerage District have been met.
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Prayer Center of Brookfield
01/09/12
Appendix 1
Location Map
S:\Project Admin\C263-10 World Harvest Church\SWM\Report \263-10 SWMP Report Text.doc
Prayer Center of Brookfield Development
16730 W. Pheasant Drive Brookfield, WI 53005
Located north of W. North Avenue and between N. Calhoun Road and Pilgrim Road and also
part of the Northeast ¼ of the Southwest ¼ and the Southeast ¼ of the Northwest ¼ of Section
15, Town 7 North, Range 20 East, in the City of Brookfield, County of Waukesha, State of
Wisconsin.
Prayer Center of Brookfield
01/09/12
Appendix 2
Soils Unit Map
S:\Project Admin\C263-10 World Harvest Church\SWM\Report \263-10 SWMP Report Text.doc
88° 7' 1''
88° 7' 14''
Hydrologic Soil Group—Milwaukee and Waukesha Counties, Wisconsin
408800
408840
408880
408920
408960
409000
43° 4' 5''
an
D
itch
4768920
4768880
4768840
4768840
4768880
4768920
4768960
Dou
sm
409040
4768960
408760
43° 4' 5''
4768800
4768800
HtA
MtA
T7N R20E
15
AsA
4768760
4768720
nt
4768680
sa
Dr
4768640
ea
4768600
4768600
MtA
408800
408840
408880
408920
Map Scale: 1:1,890 if printed on A size (8.5" x 11") sheet.
0
15
30
60
0
50
100
200
Natural Resources
Conservation Service
Meters
90
Feet
300
Web Soil Survey
National Cooperative Soil Survey
408960
409000
409040
88° 7' 1''
408760
88° 7' 14''
43° 3' 52''
4768640
4768680
4768720
4768760
OuB2
Ph
5/3/2011
Page 1 of 4
43° 3' 52''
Hydrologic Soil Group–Milwaukee and Waukesha Counties, Wisconsin
MAP LEGEND
MAP INFORMATION
Map Scale: 1:1,890 if printed on A size (8.5" × 11") sheet.
Area of Interest (AOI)
Area of Interest (AOI)
The soil surveys that comprise your AOI were mapped at 1:15,840.
Soils
Please rely on the bar scale on each map sheet for accurate map
measurements.
Soil Map Units
Soil Ratings
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov
Coordinate System: UTM Zone 16N NAD83
A
A/D
This product is generated from the USDA-NRCS certified data as of
the version date(s) listed below.
B
B/D
C
Soil Survey Area: Milwaukee and Waukesha Counties, Wisconsin
Survey Area Data: Version 6, Aug 14, 2010
C/D
Date(s) aerial images were photographed:
D
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting
of map unit boundaries may be evident.
Not rated or not available
Political Features
6/16/2005
Cities
PLSS Township and
Range
PLSS Section
Water Features
Oceans
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
5/3/2011
Page 2 of 4
Hydrologic Soil Group–Milwaukee and Waukesha Counties, Wisconsin
Hydrologic Soil Group
Hydrologic Soil Group— Summary by Map Unit — Milwaukee and Waukesha Counties, Wisconsin
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
AsA
Ashkum silty clay loam, 0 to 3
percent slopes
B/D
4.1
37.6%
HtA
Houghton muck, 0 to 2 percent A/D
slopes
2.7
24.6%
MtA
Mequon silt loam, 1 to 3 percent C
slopes
3.9
35.7%
OuB2
Ozaukee silt loam, 2 to 6
percent slopes, eroded
0.2
2.2%
10.9
100.0%
C
Totals for Area of Interest
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
5/3/2011
Page 3 of 4
Hydrologic Soil Group–Milwaukee and Waukesha Counties, Wisconsin
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Lower
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
5/3/2011
Page 4 of 4
Prayer Center of Brookfield
01/09/12
Appendix 3
Existing Conditions Drainage Map
Existing Hydraflow Output
S:\Project Admin\C263-10 World Harvest Church\SWM\Report \263-10 SWMP Report Text.doc
1
Watershed Model Schematic
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.24
1
Legend
Hyd. Origin
Description
1
Existing Area
SCS Runoff
Project: 165-08 Existing.gpw
Monday, Mar 19, 2012
2
Hydrograph Return Period Recap
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.24
Hyd. Hydrograph
No.
type
(origin)
1
SCS Runoff
Inflow
hyd(s)
Peak Outflow (cfs)
1-yr
------
-------
Proj. file: 165-08 Existing.gpw
2-yr
1.401
3-yr
-------
5-yr
-------
10-yr
2.743
Hydrograph
Description
25-yr
-------
50-yr
100-yr
-------
5.988
Existing Area
Monday, Mar 19, 2012
3
Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.24
Hyd. Hydrograph
No.
type
(origin)
1
SCS Runoff
Peak
flow
(cfs)
1.401
165-08 Existing.gpw
Time
Time to
interval Peak
(min)
(min)
2
734
Hyd.
volume
(cuft)
6,405
Inflow
hyd(s)
Maximum
elevation
(ft)
------
Return Period: 2 Year
------
Total
strge used
(cuft)
------
Hydrograph
Description
Existing Area
Monday, Mar 19, 2012
4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.24
Monday, Mar 19, 2012
Hyd. No. 1
Existing Area
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
=
=
=
=
=
=
=
=
SCS Runoff
2 yrs
2 min
1.970 ac
0.0 %
TR55
2.57 in
24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
=
=
=
=
=
=
=
=
1.401 cfs
734 min
6,405 cuft
79*
0 ft
30.30 min
Type II
484
* Composite (Area/CN) = [(0.380 x 98) + (1.590 x 74)] / 1.970
Existing Area
Q (cfs)
Q (cfs)
Hyd. No. 1 -- 2 Year
2.00
2.00
1.00
1.00
0.00
0
120
240
Hyd No. 1
360
480
600
720
840
960
1080
1200
1320
1440
1560
0.00
Time (min)
5
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.24
Hyd. No. 1
Existing Area
Description
A
B
C
0.240
274.0
2.57
3.00
0.011
0.0
0.00
0.00
0.011
0.0
0.00
0.00
Sheet Flow
Manning's n-value
Flow length (ft)
Two-year 24-hr precip. (in)
Land slope (%)
=
=
=
=
Travel Time (min)
= 30.33
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope (%)
Surface description
Average velocity (ft/s)
= 0.00
= 0.00
= Paved
=0.00
Travel Time (min)
= 0.00
Channel Flow
X sectional flow area (sqft)
Wetted perimeter (ft)
Channel slope (%)
Manning's n-value
Velocity (ft/s)
= 0.00
= 0.00
= 0.00
= 0.015
=0.00
+
0.00
+
0.00
0.00
Paved
0.00
+
0.00
0.00
Totals
=
30.33
=
0.00
=
0.00
0.00
0.00
Paved
0.00
+
0.00
0.00
0.00
0.015
0.00
0.00
0.00
0.00
0.015
0.00
0.00
Flow length (ft)
({0})0.0
Travel Time (min)
= 0.00
0.0
+
0.00
0.0
+
0.00
Total Travel Time, Tc ..............................................................................
30.30 min
6
Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.24
Hyd. Hydrograph
No.
type
(origin)
1
SCS Runoff
Peak
flow
(cfs)
2.743
165-08 Existing.gpw
Time
Time to
interval Peak
(min)
(min)
2
734
Hyd.
volume
(cuft)
12,017
Inflow
hyd(s)
Maximum
elevation
(ft)
------
Return Period: 10 Year
------
Total
strge used
(cuft)
------
Hydrograph
Description
Existing Area
Monday, Mar 19, 2012
7
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.24
Monday, Mar 19, 2012
Hyd. No. 1
Existing Area
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
=
=
=
=
=
=
=
=
SCS Runoff
10 yrs
2 min
1.970 ac
0.0 %
TR55
3.62 in
24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
=
=
=
=
=
=
=
=
2.743 cfs
734 min
12,017 cuft
79*
0 ft
30.30 min
Type II
484
* Composite (Area/CN) = [(0.380 x 98) + (1.590 x 74)] / 1.970
Existing Area
Q (cfs)
Q (cfs)
Hyd. No. 1 -- 10 Year
3.00
3.00
2.00
2.00
1.00
1.00
0.00
0
120
240
Hyd No. 1
360
480
600
720
840
960
1080
1200
1320
1440
1560
0.00
Time (min)
8
Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.24
Hyd. Hydrograph
No.
type
(origin)
1
SCS Runoff
Peak
flow
(cfs)
5.988
165-08 Existing.gpw
Time
Time to
interval Peak
(min)
(min)
2
732
Hyd.
volume
(cuft)
25,868
Inflow
hyd(s)
Maximum
elevation
(ft)
------
Return Period: 100 Year
------
Total
strge used
(cuft)
------
Hydrograph
Description
Existing Area
Monday, Mar 19, 2012
9
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.24
Monday, Mar 19, 2012
Hyd. No. 1
Existing Area
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
=
=
=
=
=
=
=
=
SCS Runoff
100 yrs
2 min
1.970 ac
0.0 %
TR55
5.88 in
24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
=
=
=
=
=
=
=
=
5.988 cfs
732 min
25,868 cuft
79*
0 ft
30.30 min
Type II
484
* Composite (Area/CN) = [(0.380 x 98) + (1.590 x 74)] / 1.970
Existing Area
Q (cfs)
Q (cfs)
Hyd. No. 1 -- 100 Year
6.00
6.00
5.00
5.00
4.00
4.00
3.00
3.00
2.00
2.00
1.00
1.00
0.00
0
120
240
Hyd No. 1
360
480
600
720
840
960
1080
1200
1320
1440
1560
0.00
Time (min)
Prayer Center of Brookfield
01/09/12
Appendix 4
Proposed Conditions Drainage Map
Proposed Hydraflow Output
S:\Project Admin\C263-10 World Harvest Church\SWM\Report \263-10 SWMP Report Text.doc
1
Watershed Model Schematic
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.24
1
2
Legend
Hyd. Origin
Description
1
2
Proposed Area
N Bio Pond
SCS Runoff
Reservoir
Project: 165-08 Proposed.gpw
Monday, Mar 19, 2012
2
Hydrograph Return Period Recap
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.24
Hyd. Hydrograph
No.
type
(origin)
1
SCS Runoff
2
Reservoir
Inflow
hyd(s)
Peak Outflow (cfs)
1-yr
2-yr
3-yr
5-yr
10-yr
Hydrograph
Description
25-yr
50-yr
100-yr
------
-------
5.442
-------
-------
8.428
-------
-------
14.80
Proposed Area
1
-------
0.184
-------
-------
0.361
-------
-------
0.612
N Bio Pond
Proj. file: 165-08 Proposed.gpw
Monday, Mar 19, 2012
3
Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.24
Hyd. Hydrograph
No.
type
(origin)
Peak
flow
(cfs)
Time
Time to
interval Peak
(min)
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
1
SCS Runoff
5.442
2
716
11,224
------
2
Reservoir
0.184
2
824
6,539
1
165-08 Proposed.gpw
Maximum
elevation
(ft)
Return Period: 2 Year
-----828.11
Total
strge used
(cuft)
-----7,260
Hydrograph
Description
Proposed Area
N Bio Pond
Monday, Mar 19, 2012
4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.24
Monday, Mar 19, 2012
Hyd. No. 1
Proposed Area
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
=
=
=
=
=
=
=
=
SCS Runoff
2 yrs
2 min
1.970 ac
0.0 %
TR55
2.57 in
24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
=
=
=
=
=
=
=
=
5.442 cfs
11.93 hrs
11,224 cuft
91*
0 ft
3.40 min
Type II
484
* Composite (Area/CN) = [(1.400 x 98) + (0.570 x 74)] / 1.970
Proposed Area
Q (cfs)
Q (cfs)
Hyd. No. 1 -- 2 Year
6.00
6.00
5.00
5.00
4.00
4.00
3.00
3.00
2.00
2.00
1.00
1.00
0.00
0.0
2.0
Hyd No. 1
4.0
6.0
8.0
10.0
12.0
14.0
16.0
18.0
20.0
22.0
0.00
Time (hrs)
5
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.24
Hyd. No. 1
Proposed Area
Description
A
B
C
0.011
194.0
2.57
2.00
0.011
0.0
0.00
0.00
0.011
0.0
0.00
0.00
Sheet Flow
Manning's n-value
Flow length (ft)
Two-year 24-hr precip. (in)
Land slope (%)
=
=
=
=
Travel Time (min)
= 2.30
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope (%)
Surface description
Average velocity (ft/s)
= 115.00
= 1.65
= Paved
=2.61
Travel Time (min)
= 0.73
Channel Flow
X sectional flow area (sqft)
Wetted perimeter (ft)
Channel slope (%)
Manning's n-value
Velocity (ft/s)
= 0.79
= 3.14
= 1.00
= 0.013
=4.55
+
0.00
+
0.00
0.00
Paved
0.00
+
0.00
0.00
Totals
=
2.30
=
0.73
=
0.35
0.00
0.00
Paved
0.00
+
0.00
0.00
0.00
0.015
0.00
0.00
0.00
0.00
0.015
0.00
0.00
Flow length (ft)
Travel Time (min)
({0})96.0
= 0.35
0.0
+
0.00
0.0
+
0.00
Total Travel Time, Tc ..............................................................................
3.40 min
6
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.24
Monday, Mar 19, 2012
Hyd. No. 2
N Bio Pond
Hydrograph type
Storm frequency
Time interval
Inflow hyd. No.
Reservoir name
=
=
=
=
=
Reservoir
2 yrs
2 min
1 - Proposed Area
N Bio Pond
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
=
=
=
=
=
0.184 cfs
13.73 hrs
6,539 cuft
828.11 ft
7,260 cuft
Storage Indication method used.
N Bio Pond
Q (cfs)
Q (cfs)
Hyd. No. 2 -- 2 Year
6.00
6.00
5.00
5.00
4.00
4.00
3.00
3.00
2.00
2.00
1.00
1.00
0.00
0
8
Hyd No. 2
16
24
Hyd No. 1
32
40
48
56
64
Total storage used = 7,260 cuft
72
0.00
Time (hrs)
7
Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.24
Monday, Mar 19, 2012
Pond No. 1 - N Bio Pond
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 827.00 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
0.00
1.00
2.00
3.00
4.00
5.00
6.00
Contour area (sqft)
827.00
828.00
829.00
830.00
831.00
832.00
833.00
Incr. Storage (cuft)
6,546
6,546
6,546
6,546
6,546
7,958
9,469
0
6,545
6,545
6,545
6,545
7,240
8,702
Culvert / Orifice Structures
[A]
Rise (in)
Span (in)
No. Barrels
Invert El. (ft)
Length (ft)
Slope (%)
N-Value
Orifice Coeff.
Multi-Stage
=
=
=
=
=
=
=
=
=
12.00
12.00
10
827.68
35.00
0.50
.013
0.60
n/a
Total storage (cuft)
0
6,545
13,091
19,636
26,181
33,421
42,123
Weir Structures
[B]
[C]
4.00
4.00
10
827.75
0.00
0.00
.013
0.60
Yes
0.00
0.00
10
0.00
0.00
0.00
.013
0.60
No
[PrfRsr]
0.00
0.00
0
0.00
0.00
n/a
n/a
0.60
No
[A]
[B]
[C]
[D]
4.00
831.00
2.60.00
Broad
Yes
0.00
0.00
3.33
--No
0.00
0.00
3.33
--No
0.00
0.00
3.33
--No
Crest Len (ft)
Crest El. (ft)
Weir Coeff.
Weir Type
Multi-Stage
=
=
=
=
=
Exfil.(in/hr)
TW Elev. (ft)
= 0 (by Contour)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge
Stage (ft)
Elev (ft)
6.00
833.00
5.00
832.00
4.00
831.00
3.00
830.00
2.00
829.00
1.00
828.00
0.00
827.00
0.00
1.00
Total Q
2.00
3.00
4.00
5.00
6.00
7.00
8.00
9.00
Discharge (cfs)
8
Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.24
Hyd. Hydrograph
No.
type
(origin)
Peak
flow
(cfs)
Time
Time to
interval Peak
(min)
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
1
SCS Runoff
8.428
2
716
17,799
------
2
Reservoir
0.361
2
790
13,114
1
165-08 Proposed.gpw
Maximum
elevation
(ft)
Total
strge used
(cuft)
------
------
828.71
11,205
Return Period: 10 Year
Hydrograph
Description
Proposed Area
N Bio Pond
Monday, Mar 19, 2012
9
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.24
Monday, Mar 19, 2012
Hyd. No. 1
Proposed Area
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
=
=
=
=
=
=
=
=
SCS Runoff
10 yrs
2 min
1.970 ac
0.0 %
TR55
3.62 in
24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
=
=
=
=
=
=
=
=
8.428 cfs
11.93 hrs
17,799 cuft
91*
0 ft
3.40 min
Type II
484
* Composite (Area/CN) = [(1.400 x 98) + (0.570 x 74)] / 1.970
Proposed Area
Q (cfs)
Q (cfs)
Hyd. No. 1 -- 10 Year
10.00
10.00
8.00
8.00
6.00
6.00
4.00
4.00
2.00
2.00
0.00
0.0
2.0
Hyd No. 1
4.0
6.0
8.0
10.0
12.0
14.0
16.0
18.0
20.0
0.00
Time (hrs)
10
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.24
Monday, Mar 19, 2012
Hyd. No. 2
N Bio Pond
Hydrograph type
Storm frequency
Time interval
Inflow hyd. No.
Reservoir name
=
=
=
=
=
Reservoir
10 yrs
2 min
1 - Proposed Area
N Bio Pond
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
=
=
=
=
=
0.361 cfs
13.17 hrs
13,114 cuft
828.71 ft
11,205 cuft
Storage Indication method used.
N Bio Pond
Q (cfs)
Q (cfs)
Hyd. No. 2 -- 10 Year
10.00
10.00
8.00
8.00
6.00
6.00
4.00
4.00
2.00
2.00
0.00
0
4
8
Hyd No. 2
12
16
20
Hyd No. 1
24
28
32
36
40
44
Total storage used = 11,205 cuft
48
52
0.00
Time (hrs)
11
Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.24
Hyd. Hydrograph
No.
type
(origin)
Peak
flow
(cfs)
Time
Time to
interval Peak
(min)
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
1
SCS Runoff
14.80
2
716
32,447
------
2
Reservoir
0.612
2
790
27,762
1
165-08 Proposed.gpw
Maximum
elevation
(ft)
Total
strge used
(cuft)
------
------
830.21
20,985
Return Period: 100 Year
Hydrograph
Description
Proposed Area
N Bio Pond
Monday, Mar 19, 2012
12
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.24
Monday, Mar 19, 2012
Hyd. No. 1
Proposed Area
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
=
=
=
=
=
=
=
=
SCS Runoff
100 yrs
2 min
1.970 ac
0.0 %
TR55
5.88 in
24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
=
=
=
=
=
=
=
=
14.80 cfs
11.93 hrs
32,447 cuft
91*
0 ft
3.40 min
Type II
484
* Composite (Area/CN) = [(1.400 x 98) + (0.570 x 74)] / 1.970
Proposed Area
Q (cfs)
Q (cfs)
Hyd. No. 1 -- 100 Year
15.00
15.00
12.00
12.00
9.00
9.00
6.00
6.00
3.00
3.00
0.00
0.0
2.0
Hyd No. 1
4.0
6.0
8.0
10.0
12.0
14.0
16.0
18.0
20.0
0.00
Time (hrs)
13
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.24
Monday, Mar 19, 2012
Hyd. No. 2
N Bio Pond
Hydrograph type
Storm frequency
Time interval
Inflow hyd. No.
Reservoir name
=
=
=
=
=
Reservoir
100 yrs
2 min
1 - Proposed Area
N Bio Pond
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
=
=
=
=
=
0.612 cfs
13.17 hrs
27,762 cuft
830.21 ft
20,985 cuft
Storage Indication method used.
N Bio Pond
Q (cfs)
Q (cfs)
Hyd. No. 2 -- 100 Year
15.00
15.00
12.00
12.00
9.00
9.00
6.00
6.00
3.00
3.00
0.00
0
4
Hyd No. 2
8
12
16
Hyd No. 1
20
24
28
32
36
Total storage used = 20,985 cuft
40
44
0.00
Time (hrs)
Prayer Center of Brookfield
01/09/12
Appendix 5
WinSLAMM Input/Output
S:\Project Admin\C263-10 World Harvest Church\SWM\Report \263-10 SWMP Report Text.doc
Data file name: S:\Project Admin\C165-08 ISM
Brookfield\SWM\WinSLAMM\165-08 N Bio Pond.dat
SLAMM Version 9.4.0
Rain file name: S:\Design Resources\SLAMM\DEC06\WisReg - Milwaukee WI
1969.RAN
Particulate Solids Concentration file name: S:\Design
Resources\SLAMM\DEC06\WI_AVG01.psc
Runoff Coefficient file name: S:\Design Resources\SLAMM\DEC06\WI_SL06
Dec06.rsv
Particulate Residue Delivery file name: S:\Design
Resources\SLAMM\DEC06\WI_DLV01.prr
Residential Street Delivery file name: S:\Design
Resources\SLAMM\DEC06\WI_Com Inst Indust Dec06.std
Institutional Street Delivery file name: S:\Design
Resources\SLAMM\DEC06\WI_Com Inst Indust Dec06.std
Commercial Street Delivery file name: S:\Design
Resources\SLAMM\DEC06\WI_Com Inst Indust Dec06.std
Industrial Street Delivery file name: S:\Design
Resources\SLAMM\DEC06\WI_Com Inst Indust Dec06.std
Other Urban Street Delivery file name: S:\Design
Resources\SLAMM\DEC06\WI_Com Inst Indust Dec06.std
Freeway Street Delivery file name: S:\Design
Resources\SLAMM\DEC06\WI_Com Inst Indust Dec06.std
Apply Street Delivery Files to Adjust the After Event Load Street Dirt
Mass Balance: False
Pollutant Relative Concentration file name: S:\Design
Resources\SLAMM\DEC06\WI_GEO01.ppd
Seed for random number generator: -42
Study period starting date: 03/28/69
Study period ending date:
12/06/69
Date: 03-19-2012
Time: 09:10:01
Fraction of each type of Drainage System serving study area:
1. Grass Swales 0
2. Undeveloped roadside 0
Curb and Gutters, `valleys', or sealed swales in:
3. Poor condition (or very flat) 0
4. Fair condition 1
5. Good condition (or very steep) 0
Site information:
Area to N
Source Area
Roofs 1
Roofs 2
Roofs 3
Roofs 4
Roofs 5
Paved Parking/Storage
Paved Parking/Storage
Paved Parking/Storage
Unpaved Prkng/Storage
1
2
3
1
|<===== Areas for each Source (acres) =====>|
ResiInstitu- Commercial Industrial Other
dential
tional
Areas
Areas
Urban
Areas
Areas
Areas
0.000
0.180
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
1.340
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
Unpaved Prkng/Storage 2
0.000
Playground 1
0.000
Playground 2
0.000
Driveways 1
0.000
Driveways 2
0.000
Driveways 3
0.000
Sidewalks/Walks 1
0.000
Sidewalks/Walks 2
0.000
Street Area 1
0.000
Street Area 2
0.000
Street Area 3
0.000
Large Landscaped Area 1
0.000
Large Landscaped Area 2
0.000
Undeveloped Area
0.000
Small Landscaped Area 1
0.000
Small Landscaped Area 2
0.000
Small Landscaped Area 3
0.000
Isolated/Water Body Area
0.000
Other Pervious Area
0.000
Other Dir Cnctd Imp Area
0.000
Other Part Cnctd Imp Area 0.000
-------Total
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.070
0.050
0.000
0.000
0.000
0.160
1.980
0.000
0.050
0.120
0.080
0.220
0.000
0.000
0.000
-------4.250
Freeway Source Area
Area (acres)
Pavd Lane & Shldr Area 1
Pavd Lane & Shldr Area 2
Pavd Lane & Shldr Area 3
Pavd Lane & Shldr Area 4
Pavd Lane & Shldr Area 5
Large Turf Areas
Undeveloped Areas
Other Pervious Areas
Other Directly Conctd Imp
Other Partially Conctd Imp
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
-------0.000
Total
Total of All Source Areas
Total of All Source Areas
less All Isolated Areas
Pre-Development Curve Number Data
Area Description
Existing
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
-------0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
-------0.000
4.250
--------4.030
=========
Area (ac)
2.27
0.00
0.00
0.00
0.00
0.00
CN
79
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
-------0.000
Total Pre-Development Area (ac):
Composite Curve Number:
0.00
0.00
0.00
0.00
2.27
79
Institutional Control Practice: Biofiltration Device
Fraction of Runoff From Selected Source Areas Routed to Land Use
Biofilters:
1
Source Areas from Land Use that Contribute Runoff to
Biofiltration Control Device
Paved Parking/Storage 1
Sidewalks/Walks 2
Large Landscaped Area 1
Small Landscaped Area 2
Small Landscaped Area 3
Control Practice 1 : Wet Detention Ponds
1. Area served by detention ponds (acres)= 0
2. Particle Size Distribution file name:
3. Initial stage elevation (ft):
0
4. Peak to Average Flow Ratio:
0
5. Maximum flow allowed into pond (cfs): No maximum value
entered
6. Outlet Characteristics:
7. Pond stage and surface area
Entry
Stage
Pond Area
Natural Seepage
Other
Outflow
Number
(ft)
(acres)
(in/hr)
(cfs)
0
0.00
0.0000
0.00
0.00
1. Top Area (square feet) = 9469
2. Bottom Area (square feet) = 9469
3. Depth (ft):
6
4. Depth of Biofilter that is Rock Filled (ft) 1.5
5. Fraction of Rock Filled Volume as Voids = 0.5
6. Engineered Soil Depth (ft) = 3.5
7. Engineered Soil Void Ratio = 0.3
8. Infiltration Rate (in/hr) = 0.3
9. Infiltration Rate Coefficient of Variation
0
10. Random Infiltration Rate Generation? No
11. Infiltration Rate Fraction (Side):
1
12. Infiltration Rate Fraction (Bottom):
1
13. Biofilter Width (ft) - for Cost Purposes Only:
0
14. Number of Biofiltration Control Devices = 1
15. Biofilter Peak to Average Flow Ratio = 3.8
16. Percent Solids Reduction Due to Flow Through Engineered Soil
= 0
17. Particle Size Distribution File: S:\Design
Resources\SLAMM\DEC06\NURP.CPZ
18. Engineered Soil Media: Compost-Sand
19. Engineered Soil Infiltration Rate:
2.1
21. Biofilter Outlet/Discharge Characteristics:
Biofilter Outlet/Discharge Option Number 1
Outlet type: Broad Crested Weir
1. Weir crest length (ft):
10
2. Weir crest width (ft):
4
3. Height of datum to bottom of weir opening:
5
4. Default weir coefficients:
Yes
Weir Coefficient:
0
Biofilter Outlet/Discharge Option Number 2
Outlet type: Orifice
1. Underdrain outlet diameter (ft):
0.5
2. Invert elevation above datum (ft):
0.75
3. Number of underdrain outlets:
1
Source Area Control Practice Information
Land Use: Institutional
Roofs 1
Source area number: 31
The roof is pitched
The Source Area is draining to a pervious area (partially
connected impervious area)
The SCS Hydrologic Soil Type is Silty
Paved Parking/Storage 1
Source area number: 36
The Source Area is directly connected or draining to a directly
connected area
Sidewalks/Walks 1
Source area number: 46
The Source Area is draining to a pervious area (partially
connected impervious area)
The SCS Hydrologic Soil Type is Silty
Sidewalks/Walks 2
Source area number: 47
The Source Area is draining to a pervious area (partially
connected impervious area)
The SCS Hydrologic Soil Type is Silty
Large Landscaped Area 1
Source area number: 51
The SCS Hydrologic Soil Type is Silty
Large Landscaped Area 2
Source area number: 52
The SCS Hydrologic Soil Type is Silty
Small Landscaped Area 1
Source area number: 54
The SCS Hydrologic Soil Type is Silty
Small Landscaped Area 2
Source area number: 55
The SCS Hydrologic Soil Type is Silty
Small Landscaped Area 3
Source area number: 56
The SCS Hydrologic Soil Type is Silty
Isolated/Water Body Area
Source area number: 57
The source area is a water body where all rainfall is considered
to be runoff, with no particulate solids loading
Drainage System
Outfall
Pollutants to be Analyzed and Printed:
Pollutant Name
Pollutant Type
--------------------------Solids
Particulate
Solids
Total
165-08 N Bio Pond - Output Summary
SLAMM for Windows Version 9.4.0
(c) Copyright Robert Pitt and John Voorhees 2003
All Rights Reserved
Data file name: S:\Project Admin\C165-08 ISM Brookfield\SWM\WinSLAMM\165-08 N Bio Pond.dat
Data file description: Area to N
Rain file name: S:\Design Resources\SLAMM\DEC06\WisReg - Milwaukee WI 1969.RAN
Particulate Solids Concentration file name: S:\Design Resources\SLAMM\DEC06\WI_AVG01.psc
Runoff Coefficient file name: S:\Design Resources\SLAMM\DEC06\WI_SL06 Dec06.rsv
Particulate Residue Delivery file name: S:\Design Resources\SLAMM\DEC06\WI_DLV01.prr
Residential Street Delivery file name: S:\Design Resources\SLAMM\DEC06\WI_Com Inst Indust Dec06.std
Institutional Street Delivery file name: S:\Design Resources\SLAMM\DEC06\WI_Com Inst Indust Dec06.std
Commercial Street Delivery file name: S:\Design Resources\SLAMM\DEC06\WI_Com Inst Indust Dec06.std
Industrial Street Delivery file name: S:\Design Resources\SLAMM\DEC06\WI_Com Inst Indust Dec06.std
Other Urban Street Delivery file name: S:\Design Resources\SLAMM\DEC06\WI_Com Inst Indust Dec06.std
Freeway Street Delivery file name: S:\Design Resources\SLAMM\DEC06\WI_Com Inst Indust Dec06.std
Pollutant Relative Concentration file name: S:\Design Resources\SLAMM\DEC06\WI_GEO01.ppd
Apply Street Delivery Files to Adjust the After Event Load Street Dirt Mass Balance: False
Model Run Start Date: 03/28/69
Model Run End Date: 12/06/69
Date of run: 03-19-2012
Time of run: 09:09:55
Total Area Modeled (acres):
4.25
Years in Model Run: 0.67
Runoff
Volume
(cu ft)
Source Area Total without Controls:
Total Before Drainage System:
Total After Drainage System:
Total After Outfall Controls:
Annualized Total After Outfall Controls:
117054
28165
28165
28165
42306
Page 1
Percent Particulate Particulate
Percent
Runoff
Solids
Solids Particulate
Volume
Conc.
Yield
Solids
Reduction
(mg/L)
(lbs)
Reduction
0 %
75.94%
75.94%
75.94%
139.1
151.1
151.1
151.1
1017
265.7
265.7
265.7
399.2
0 %
73.87%
73.87%
73.87%
Prayer Center of Brookfield
01/09/12
Appendix 6
Site Demolition Plan
Proposed Grading and Erosion Control Plan
Utility and Pavement Plan
Site Construction Details
S:\Project Admin\C263-10 World Harvest Church\SWM\Report \263-10 SWMP Report Text.doc
Prayer Center of Brookfield
01/09/12
Appendix 7
Storm Sewer Design Spreadsheet
S:\Project Admin\C263-10 World Harvest Church\SWM\Report \263-10 SWMP Report Text.doc
Project Name:
DEPARTMENT OF COMMERCE STORM
SEWER CALCULATIONS
PRAYER CENTER OF BROOKFIELD
Project Location: CITY OF BROOKFIELD, WI
Performed by:
Project Number: 165-08
JNP
Date: 1/9/2012
Structure abbreviations are as follows: ES - End Section, MH - Manhole, FI - Field Inlet, TD - Trench Drain, BC - Building Connection, RD - Roof Drain, STB - Stub
PIPE LOCATION
CONTRIBUTING AREA
PIPE FLOW
ROOF
PAVED
GRASS
(SQ FT)
(SQ FT)
(SQ FT)
AREA
RUNOFF
(GPM)
0
0
5,746
5,746
1,007
1,007
186
186
186
373
UP
STRUCT
DOWN
STRUCT
IN#3
IN#2
IN#2
ES#1
IN#6
IN#5
IN#5
ES#4
0
0
17,900
24,583
0
0
551
756
IN #8
ES#7
0
10,546
3,770
361
S:\Project Admin\C165-08 ISM Brookfield\165-08 DOC STORM
PIPE DATA
TOTAL
FLOW
(GPM)
(CFS)
PIPE CAPACITY INFORMATION
Manning's
ACTUAL FLOW
ACTUAL
PARTS
DROP
FULL
UP
INVERT
UP
INVERT
DOWN
0.00
0.00
839.02
838.34
835.02
832.84
834.66
831.00
2.90
4.40
3.56
2.76
0.00
0.00
835.33
833.48
831.87
831.13
831.13
831.00
2.36
1.25
6.66
0.00
835.33
831.98
831.00
2.25
VEL
(FPS)
DROP
THRU
STRUCT
(FT)
LENGTH
(FT)
DIA.
(IN)
SLOPE
(FT/FT)
n
RCP
REQD
DROP
0.42
0.83
9.0
227.0
12
12
0.0400
0.0080
0.013
0.013
0.00
0.12
0.36
1.82
0.32
0.32
7.76
3.47
7.12
3.19
551
1307
1.23
2.91
74.0
22.0
12
12
0.0100
0.0060
0.013
0.013
0.09
0.15
0.74
0.13
0.50
0.95
4.54
3.95
361
0.80
28.0
12
0.0350
0.013
0.01
0.98
0.50
8.49
Date Printed: 3/19/2012
ELEVATIONS
COVER
TO
CROWN
(FT)
FULL
FLOW
(CFS)
RIM/(F/L)
Page 1 of 1
Prayer Center of Brookfield
01/09/12
Appendix 8
MMSD Chapter 13 Checklist
S:\Project Admin\C263-10 World Harvest Church\SWM\Report \263-10 SWMP Report Text.doc
Prayer Center of Brookfield
01/09/12
Appendix 9
Storm Water Management Practice Agreement
Proof of Funds
S:\Project Admin\C263-10 World Harvest Church\SWM\Report \263-10 SWMP Report Text.doc