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: Last Revision: January 9, 2012 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 CITY OF BROOKFIELD... 5 2.2 WISCONSIN DEPARTMENT OF NATURAL RESOURCES... 5 2.3 MILWAUKEE METROPOLITAN SEWERAGE DISTRICT... 5 3.0 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 Total Site Acreage Impervious surface area (s.f.) Greenspace surface area (s.f.) Total Proposed Area of Disturbance (s.f.) ISM West AKA Masjid Al'Noon Islamic Foundation of Greater Milwaukee 16730 W. Pheasant Drive 4.25 Acres Existing Proposed 37,939 71,514 147,076 113,501 176,600 SF (4.05 Ac) Item 2 Owner Engineer Developer Preparer Name Address Phone/Fax Numbers Islamic Foundation 4707 S. 13th Street, Milwaukee 414-282-1812 One Source Consulting 3065 N. 124th Street, Brookfield 414-462-9005 / 414-462-9006 Islamic Foundation 4707 S. 13th Street, Milwaukee 414-282-1812 One Source Consulting 3065 N. 124th Street, Brookfield 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? yes no Visual inspection of storm sewer? yes X no Visual inspection of sanitary sewer? yes 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 X Underwood Creek Upper Fox River 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 2 year design storm 10 year design storm 100 year design storm Existing 1.537 3.008 6.565 Proposed 6.214 9.484 16.430 Proposed After Controls 0.318 03 0.318 03 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: Othmann Otto (414) 282-1812 Item 12 Stamp, Date and Signature of Preparer City of Brookfield State of Wisconsin Licensed Professional Engineer Recommended Approval Project Engineer Date City of Brookfield Approval City Engineer Date 165-08 swmp application.xls
Prayer Center of Brookfield 01/09/12 1.0 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 01/09/12 3.0 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 Map Unit Name HSG AsA Ashkum silty clay loam, 0-3% slopes B/D HtA Houghton muck, 0-2% slopes A/D MtA Mequon silt loam, 1-3% slopes C OuB2 Ozaukee silt loam, 2-6% slopes 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 Runoff Time of Peak Flow Rate (cfs) (acres) Curve Conc. Number 2-year 10-year 100-year Existing Area 1.97 79 30.3 1.40 2.74 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 Runoff Time of Peak Flow Rate (cfs) (acres) Curve Conc. Number 2-year 10-year 100-year Proposed Area 1.97 91 3.4 5.44 8.43 14.80 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
Prayer Center of Brookfield 01/09/12 N Bio Basin Features 2-year 10-year 100-year Peak Inflow (cfs) 5.44 8.43 14.80 Peak Outflow (cfs) 0.18 0.36 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 2-year (cfs) 10-year (cfs) 100-year (cfs) Existing Area 1.40 2.74 5.99 Allowable (MMSD) 0.30 N/A 0.99 S:\Project Admin\C263-10 World Harvest Church\SWM\Report \263-10 SWMP Report Text.doc
Prayer Center of Brookfield 01/09/12 Proposed Area 0.18 0.36 0.61 Reduction 87% 87% 90% 10.0 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. S:\Project Admin\C263-10 World Harvest Church\SWM\Report \263-10 SWMP Report Text.doc
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
Hydrologic Soil Group Milwaukee and Waukesha Counties, Wisconsin 43 4' 5'' 43 3' 52'' 4768600 4768640 4768680 4768720 4768760 4768800 4768840 4768880 4768920 4768960 88 7' 14'' 88 7' 14'' 408760 408760 408800 408800 OuB2 15 408840 408840 MtA 408880 T7N R20E 408880 Map Scale: 1:1,890 if printed on A size (8.5" x 11") sheet. Meters 0 15 30 60 90 Feet 0 50 100 200 300 Pheasant Dr 408920 AsA 408920 HtA 408960 409000 Dousman Ditch MtA 408960 409000 88 7' 1'' 409040 4768600 4768640 4768680 4768720 4768760 4768800 4768840 4768880 4768920 4768960 409040 88 7' 1'' 43 4' 5'' 43 3' 52'' Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/3/2011 Page 1 of 4
Hydrologic Soil Group Milwaukee and Waukesha Counties, Wisconsin MAP LEGEND Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Units Soil Ratings A A/D B B/D C C/D D Not rated or not available Political Features Cities MAP INFORMATION Map Scale: 1:1,890 if printed on A size (8.5" 11") sheet. The soil surveys that comprise your AOI were mapped at 1:15,840. Please rely on the bar scale on each map sheet for accurate map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: UTM Zone 16N NAD83 This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Milwaukee and Waukesha Counties, Wisconsin Survey Area Data: Version 6, Aug 14, 2010 Date(s) aerial images were photographed: 6/16/2005 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. Water Features Transportation PLSS Township and Range PLSS Section Oceans Streams and Canals 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 HtA MtA Houghton muck, 0 to 2 percent slopes Mequon silt loam, 1 to 3 percent slopes OuB2 Ozaukee silt loam, 2 to 6 percent slopes, eroded B/D 4.1 37.6% A/D 2.7 24.6% C 3.9 35.7% C 0.2 2.2% Totals for Area of Interest 10.9 100.0% 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
Watershed Model Schematic Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2010 by Autodesk, Inc. v9.24 1 1 Legend Hyd. Origin Description 1 SCS Runoff Existing Area Project: 165-08 Existing.gpw Monday, Mar 19, 2012
Hydrograph Return Period Recap Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2010 by Autodesk, Inc. v9.24 Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 2 1 SCS Runoff ------ ------- 1.401 ------- ------- 2.743 ------- ------- 5.988 Existing Area Proj. file: 165-08 Existing.gpw Monday, Mar 19, 2012
Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2010 by Autodesk, Inc. v9.24 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 3 1 SCS Runoff 1.401 2 734 6,405 ------ ------ ------ Existing Area 165-08 Existing.gpw Return Period: 2 Year Monday, Mar 19, 2012
Hydrograph Report 4 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2010 by Autodesk, Inc. v9.24 Monday, Mar 19, 2012 Hyd. No. 1 Existing Area Hydrograph type = SCS Runoff Peak discharge = 1.401 cfs Storm frequency = 2 yrs Time to peak = 734 min Time interval = 2 min Hyd. volume = 6,405 cuft Drainage area = 1.970 ac Curve number = 79* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 30.30 min Total precip. = 2.57 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(0.380 x 98) + (1.590 x 74)] / 1.970 Existing Area Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs) 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 1
TR55 Tc Worksheet 5 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2010 by Autodesk, Inc. v9.24 Hyd. No. 1 Existing Area Description A B C Totals Sheet Flow Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 274.0 0.0 0.0 Two-year 24-hr precip. (in) = 2.57 0.00 0.00 Land slope (%) = 3.00 0.00 0.00 Travel Time (min) = 30.33 + 0.00 + 0.00 = 30.33 Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 Surface description = Paved Paved Paved Average velocity (ft/s) =0.00 0.00 0.00 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc... 30.30 min
Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2010 by Autodesk, Inc. v9.24 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 6 1 SCS Runoff 2.743 2 734 12,017 ------ ------ ------ Existing Area 165-08 Existing.gpw Return Period: 10 Year Monday, Mar 19, 2012
Hydrograph Report 7 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2010 by Autodesk, Inc. v9.24 Monday, Mar 19, 2012 Hyd. No. 1 Existing Area Hydrograph type = SCS Runoff Peak discharge = 2.743 cfs Storm frequency = 10 yrs Time to peak = 734 min Time interval = 2 min Hyd. volume = 12,017 cuft Drainage area = 1.970 ac Curve number = 79* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 30.30 min Total precip. = 3.62 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(0.380 x 98) + (1.590 x 74)] / 1.970 Existing Area Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 1
Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2010 by Autodesk, Inc. v9.24 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 8 1 SCS Runoff 5.988 2 732 25,868 ------ ------ ------ Existing Area 165-08 Existing.gpw Return Period: 100 Year Monday, Mar 19, 2012
Hydrograph Report 9 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2010 by Autodesk, Inc. v9.24 Monday, Mar 19, 2012 Hyd. No. 1 Existing Area Hydrograph type = SCS Runoff Peak discharge = 5.988 cfs Storm frequency = 100 yrs Time to peak = 732 min Time interval = 2 min Hyd. volume = 25,868 cuft Drainage area = 1.970 ac Curve number = 79* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 30.30 min Total precip. = 5.88 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(0.380 x 98) + (1.590 x 74)] / 1.970 Existing Area Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs) 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 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 1
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
Watershed Model Schematic Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2010 by Autodesk, Inc. v9.24 1 1 2 Legend Hyd. Origin Description 1 SCS Runoff Proposed Area 2 Reservoir N Bio Pond Project: 165-08 Proposed.gpw Monday, Mar 19, 2012
Hydrograph Return Period Recap Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2010 by Autodesk, Inc. v9.24 Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 2 1 SCS Runoff ------ ------- 5.442 ------- ------- 8.428 ------- ------- 14.80 Proposed Area 2 Reservoir 1 ------- 0.184 ------- ------- 0.361 ------- ------- 0.612 N Bio Pond Proj. file: 165-08 Proposed.gpw Monday, Mar 19, 2012
Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2010 by Autodesk, Inc. v9.24 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 3 1 SCS Runoff 5.442 2 716 11,224 ------ ------ ------ Proposed Area 2 Reservoir 0.184 2 824 6,539 1 828.11 7,260 N Bio Pond 165-08 Proposed.gpw Return Period: 2 Year Monday, Mar 19, 2012
Hydrograph Report 4 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2010 by Autodesk, Inc. v9.24 Monday, Mar 19, 2012 Hyd. No. 1 Proposed Area Hydrograph type = SCS Runoff Peak discharge = 5.442 cfs Storm frequency = 2 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 11,224 cuft Drainage area = 1.970 ac Curve number = 91* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 3.40 min Total precip. = 2.57 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(1.400 x 98) + (0.570 x 74)] / 1.970 Proposed Area Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs) 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 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Hyd No. 1 Time (hrs)
TR55 Tc Worksheet 5 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2010 by Autodesk, Inc. v9.24 Hyd. No. 1 Proposed Area Description A B C Totals Sheet Flow Manning's n-value = 0.011 0.011 0.011 Flow length (ft) = 194.0 0.0 0.0 Two-year 24-hr precip. (in) = 2.57 0.00 0.00 Land slope (%) = 2.00 0.00 0.00 Travel Time (min) = 2.30 + 0.00 + 0.00 = 2.30 Shallow Concentrated Flow Flow length (ft) = 115.00 0.00 0.00 Watercourse slope (%) = 1.65 0.00 0.00 Surface description = Paved Paved Paved Average velocity (ft/s) =2.61 0.00 0.00 Travel Time (min) = 0.73 + 0.00 + 0.00 = 0.73 Channel Flow X sectional flow area (sqft) = 0.79 0.00 0.00 Wetted perimeter (ft) = 3.14 0.00 0.00 Channel slope (%) = 1.00 0.00 0.00 Manning's n-value = 0.013 0.015 0.015 Velocity (ft/s) =4.55 0.00 0.00 Flow length (ft) ({0})96.0 0.0 0.0 Travel Time (min) = 0.35 + 0.00 + 0.00 = 0.35 Total Travel Time, Tc... 3.40 min
Hydrograph Report 6 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 = Reservoir Peak discharge = 0.184 cfs Storm frequency = 2 yrs Time to peak = 13.73 hrs Time interval = 2 min Hyd. volume = 6,539 cuft Inflow hyd. No. = 1 - Proposed Area Max. Elevation = 828.11 ft Reservoir name = N Bio Pond Max. Storage = 7,260 cuft Storage Indication method used. N Bio Pond Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs) 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 0.00 0 8 16 24 32 40 48 56 64 72 Time (hrs) Hyd No. 2 Hyd No. 1 Total storage used = 7,260 cuft
Pond Report 7 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) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 827.00 6,546 0 0 1.00 828.00 6,546 6,545 6,545 2.00 829.00 6,546 6,545 13,091 3.00 830.00 6,546 6,545 19,636 4.00 831.00 6,546 6,545 26,181 5.00 832.00 7,958 7,240 33,421 6.00 833.00 9,469 8,702 42,123 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 12.00 4.00 0.00 0.00 Span (in) = 12.00 4.00 0.00 0.00 No. Barrels = 10 10 10 0 Invert El. (ft) = 827.68 827.75 0.00 0.00 Length (ft) = 35.00 0.00 0.00 0.00 Slope (%) = 0.50 0.00 0.00 n/a N-Value =.013.013.013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Multi-Stage = n/a Yes No No Crest Len (ft) = 4.00 0.00 0.00 0.00 Crest El. (ft) = 831.00 0.00 0.00 0.00 Weir Coeff. = 2.60.00 3.33 3.33 3.33 Weir Type = Broad --- --- --- Multi-Stage = Yes No No No Exfil.(in/hr) = 0 (by Contour) TW Elev. (ft) = 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 (ft) Stage / Discharge 6.00 833.00 Elev (ft) 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 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 Total Q Discharge (cfs)
Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2010 by Autodesk, Inc. v9.24 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 8 1 SCS Runoff 8.428 2 716 17,799 ------ ------ ------ Proposed Area 2 Reservoir 0.361 2 790 13,114 1 828.71 11,205 N Bio Pond 165-08 Proposed.gpw Return Period: 10 Year Monday, Mar 19, 2012
Hydrograph Report 9 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2010 by Autodesk, Inc. v9.24 Monday, Mar 19, 2012 Hyd. No. 1 Proposed Area Hydrograph type = SCS Runoff Peak discharge = 8.428 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 17,799 cuft Drainage area = 1.970 ac Curve number = 91* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 3.40 min Total precip. = 3.62 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(1.400 x 98) + (0.570 x 74)] / 1.970 Proposed Area Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs) 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 Hyd No. 1 Time (hrs)
Hydrograph Report 10 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 = Reservoir Peak discharge = 0.361 cfs Storm frequency = 10 yrs Time to peak = 13.17 hrs Time interval = 2 min Hyd. volume = 13,114 cuft Inflow hyd. No. = 1 - Proposed Area Max. Elevation = 828.71 ft Reservoir name = N Bio Pond Max. Storage = 11,205 cuft Storage Indication method used. N Bio Pond Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs) 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 4 8 12 16 20 24 28 32 36 40 44 48 52 Time (hrs) Hyd No. 2 Hyd No. 1 Total storage used = 11,205 cuft
Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2010 by Autodesk, Inc. v9.24 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 11 1 SCS Runoff 14.80 2 716 32,447 ------ ------ ------ Proposed Area 2 Reservoir 0.612 2 790 27,762 1 830.21 20,985 N Bio Pond 165-08 Proposed.gpw Return Period: 100 Year Monday, Mar 19, 2012
Hydrograph Report 12 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2010 by Autodesk, Inc. v9.24 Monday, Mar 19, 2012 Hyd. No. 1 Proposed Area Hydrograph type = SCS Runoff Peak discharge = 14.80 cfs Storm frequency = 100 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 32,447 cuft Drainage area = 1.970 ac Curve number = 91* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 3.40 min Total precip. = 5.88 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(1.400 x 98) + (0.570 x 74)] / 1.970 Proposed Area Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs) 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 Hyd No. 1 Time (hrs)
Hydrograph Report 13 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 = Reservoir Peak discharge = 0.612 cfs Storm frequency = 100 yrs Time to peak = 13.17 hrs Time interval = 2 min Hyd. volume = 27,762 cuft Inflow hyd. No. = 1 - Proposed Area Max. Elevation = 830.21 ft Reservoir name = N Bio Pond Max. Storage = 20,985 cuft Storage Indication method used. N Bio Pond Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs) 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0.00 0 4 8 12 16 20 24 28 32 36 40 44 Time (hrs) Hyd No. 2 Hyd No. 1 Total storage used = 20,985 cuft
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 <===== Areas for each Source (acres) =====> Resi- Institu- Commercial Industrial Other dential tional Areas Areas Urban Source Area Areas Areas Areas Roofs 1 0.000 0.180 0.000 0.000 0.000 Roofs 2 0.000 0.000 0.000 0.000 0.000 Roofs 3 0.000 0.000 0.000 0.000 0.000 Roofs 4 0.000 0.000 0.000 0.000 0.000 Roofs 5 0.000 0.000 0.000 0.000 0.000 Paved Parking/Storage 1 0.000 1.340 0.000 0.000 0.000 Paved Parking/Storage 2 0.000 0.000 0.000 0.000 0.000 Paved Parking/Storage 3 0.000 0.000 0.000 0.000 0.000 Unpaved Prkng/Storage 1 0.000 0.000 0.000 0.000 0.000
Unpaved Prkng/Storage 2 0.000 0.000 0.000 0.000 0.000 Playground 1 0.000 0.000 0.000 0.000 0.000 Playground 2 0.000 0.000 0.000 0.000 0.000 Driveways 1 0.000 0.000 0.000 0.000 0.000 Driveways 2 0.000 0.000 0.000 0.000 0.000 Driveways 3 0.000 0.000 0.000 0.000 0.000 Sidewalks/Walks 1 0.000 0.070 0.000 0.000 0.000 Sidewalks/Walks 2 0.000 0.050 0.000 0.000 0.000 Street Area 1 0.000 0.000 0.000 0.000 0.000 Street Area 2 0.000 0.000 0.000 0.000 0.000 Street Area 3 0.000 0.000 0.000 0.000 0.000 Large Landscaped Area 1 0.000 0.160 0.000 0.000 0.000 Large Landscaped Area 2 0.000 1.980 0.000 0.000 0.000 Undeveloped Area 0.000 0.000 0.000 0.000 0.000 Small Landscaped Area 1 0.000 0.050 0.000 0.000 0.000 Small Landscaped Area 2 0.000 0.120 0.000 0.000 0.000 Small Landscaped Area 3 0.000 0.080 0.000 0.000 0.000 Isolated/Water Body Area 0.000 0.220 0.000 0.000 0.000 Other Pervious Area 0.000 0.000 0.000 0.000 0.000 Other Dir Cnctd Imp Area 0.000 0.000 0.000 0.000 0.000 Other Part Cnctd Imp Area 0.000 0.000 0.000 0.000 0.000 -------- -------- -------- -------- -------- Total 0.000 4.250 0.000 0.000 0.000 Freeway Source Area Area (acres) Pavd Lane & Shldr Area 1 0.000 Pavd Lane & Shldr Area 2 0.000 Pavd Lane & Shldr Area 3 0.000 Pavd Lane & Shldr Area 4 0.000 Pavd Lane & Shldr Area 5 0.000 Large Turf Areas 0.000 Undeveloped Areas 0.000 Other Pervious Areas 0.000 Other Directly Conctd Imp 0.000 Other Partially Conctd Imp 0.000 -------- Total 0.000 Total of All Source Areas 4.250 --------- Total of All Source Areas less All Isolated Areas 4.030 ========= Pre-Development Curve Number Data Area Description Area (ac) CN Existing 2.27 79 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 Total Pre-Development Area (ac): 2.27 Composite Curve Number: 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 Percent Particulate Particulate Percent Volume Runoff Solids Solids Particulate (cu ft) Volume Conc. Yield Solids Reduction (mg/l) (lbs) Reduction Source Area Total without Controls: 117054 0 % 139.1 1017 0 % Total Before Drainage System: 28165 75.94% 151.1 265.7 73.87% Total After Drainage System: 28165 75.94% 151.1 265.7 73.87% Total After Outfall Controls: 28165 75.94% 151.1 265.7 73.87% Annualized Total After Outfall Controls: 42306 399.2 Page 1
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
DEPARTMENT OF COMMERCE STORM SEWER CALCULATIONS Project Name: PRAYER CENTER OF BROOKFIELD Project Location: CITY OF BROOKFIELD, WI Performed by: JNP Project Number: 165-08 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 PIPE DATA PIPE CAPACITY INFORMATION DROP ELEVATIONS ROOF PAVED GRASS AREA TOTAL Manning's ACTUAL FLOW FULL THRU UP DOWN RUNOFF FLOW LENGTH DIA. SLOPE n REQD ACTUAL PARTS VEL FLOW STRUCT RIM/(F/L) INVERT INVERT STRUCT STRUCT (SQ FT) (SQ FT) (SQ FT) (GPM) (GPM) (CFS) (FT) (IN) (FT/FT) RCP DROP DROP FULL (FPS) (CFS) (FT) UP UP DOWN COVER TO CROWN (FT) IN#3 IN#2 0 5,746 1,007 186 186 0.42 9.0 12 0.0400 0.013 0.00 0.36 0.32 7.76 7.12 0.00 839.02 835.02 834.66 2.90 IN#2 ES#1 0 5,746 1,007 186 373 0.83 227.0 12 0.0080 0.013 0.12 1.82 0.32 3.47 3.19 0.00 838.34 832.84 831.00 4.40 IN#6 IN#5 0 17,900 0 551 551 1.23 74.0 12 0.0100 0.013 0.09 0.74 0.50 4.54 3.56 0.00 835.33 831.87 831.13 2.36 IN#5 ES#4 0 24,583 0 756 1307 2.91 22.0 12 0.0060 0.013 0.15 0.13 0.95 3.95 2.76 0.00 833.48 831.13 831.00 1.25 IN #8 ES#7 0 10,546 3,770 361 361 0.80 28.0 12 0.0350 0.013 0.01 0.98 0.50 8.49 6.66 0.00 835.33 831.98 831.00 2.25 S:\Project Admin\C165-08 ISM Brookfield\165-08 DOC STORM Date Printed: 3/19/2012 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