Loading...
HomeMy WebLinkAbout2004-02-05 Revised Stormwater Report 10/03 rr i Drainage and. Stonnwater Quality Report Ins wood Sho F. �I v6fit9l aS S"'AaN,I:�3` .` 1 veve o"ment North Andover°, Massachusetts. I. I ` { I f ! 4 E Prepared for Eaglewood Properties LLC PO,Box 337 Topsfield,MA 01983 i L ; Prepared by �$BlVanasse Hang en Brustlin,Tnc. Transportation,Land Development,Environmental Services i 101 Walnut Street y P.O.Box 9151 Watertown,Massachusetts 02471-9151 j I 617 9241770 E i September 2003 Revised October 2003 I I VB Vanasse Hangen Brustlin,Inc. Table of Contents Project Summary....................................................................................................................2 Existing Conditions...............................................................................................................4 Proposed Conditions.............................................................................................................7 Hydrologic/Hydraulic Analysis ........................................................................................11 Stormwater Regulations.....................................................................................................12 Figure 1:Site Location Map Figure 2:Existing Drainage Areas Figure 3: Proposed Drainage Areas List of Tables Table i: Existing Conditions Hydrologic Data Table 2:Proposed Conditions Hydrologic Data Table 3: Peak Discharge Rates Appendices Appendix A: Floodplain Information Appendix B:NRCS Soils Information Appendix C:TSS Removal Worksheet Appendix D: Hydrologic Analysis Appendix E:Long Term Stormwater 0&M Plan Appendix F:Hydraulic Calculations \\Mawald\ld\08354\does\reports\Drainage\08354_DrainageReport-03-09REV102303RECOVER,doc 1 `fable of Contents I i Vanasse Hangen Br- n,Inc. Project Summary The approximately 13.3 acre Site is located along the Salem Turnpike(Route 114)in North Andover,Massachusetts(see Figure 1). The Site is bounded by the Salem Turnpike(Route 114) to the northeast,two residential lots to the south,the Town of Andover municipal boundary to the southwest,Waverly Road to the west,and residential lots to the north.The Site is located within the surface watershed of the Shawsheen River. Wetland Resources on the Site includes approximately 3.4 acres of BVW and associated wetland buffer zones. The Site is presently occupied by residences,and surrounds a parcel occupied by Northmark Bank.Under existing conditions,untreated stormwater runoff flows overland in a westerly direction into the existing wetland area. i e proposed development of the site includes approximately 79,000 square feet of l retail and restaurant space with paved parking areas and access drives.The Northmark Bank parcel will remain with additional access to the bank included in the design.Under proposed conditions,stormwater runoff will be collected in a closed drainage system and treated prior to discharge into the existing wetlands.The closed drainage system consists of hooded catch basins,storm sewer pipes and a proposed extended detention basin with a sediment forebay. Wherever possible,existing drainage and grading patterns were maintained in the proposed design. Additionally,water quality and quantity control measures such as parking lot sweeping and rip-rap outlet protection have been designed to protect the surrounding natural resources from potential stormwater runoff impacts. E A HydroCAD model,using TR-20 methodology,was developed to evaluate the existing and proposed drainage conditions on the Site. The results of the analyses indicate that there is no increase in peak discharge rates between the pre-and post- development conditions for the 1-,2-,10-,25-and 100-year storm events.The pre- and post-development peak discharge values are presented h-I Table 3 at the end of this report. The Stormwater Management Plan(the Plan),including Best Management Practices (BMPs)for maintaining stormwater rtuloff quality both during and after construction,was prepared in accordance with the applicable local,state,and federal regulations. Details of the Plan are provided herein. \\Mawald\ld\08354\does\reports\Drainage\08354 praittageReport-03-09REVJ02303.doc 2 Introduction L: 08354 cad Id lonmisc h rolo 8354—SLM—fi —1.dw RN� � -.� \Park f " ,� •sa �f� .1��•'r� � Nry�'� i Site 125 f IV Fit 1� sfft�1 1� � i 1��•I�3�' � 1` ';�•r`xh-�..I —�- ` ♦j �._._{. � 1 1 1 � 'bra' Locus Map Figure 1 Eaglewood Shops Retail Development Salem Turnpike-Route 114 North Andover,MA 0 1000 2000 Feet Scale: 1°=20001+/- i B Vanasse Hangen Brustlin,Inc. i I { li Existing Conditions. ................................................._.........,.,..........,.............................................,........................................................... Summary The approximately 13.3 acme Site is located along Route 114 across the street from the Eagle Tribune. Key natural resources in and around the property include 3.4 acres (+/-) of BVW with a 100-foot wetland buffer. See Figure 4-4. The project is not located within the 100-year flood plain as shown on the Town.of North Andover,Massachusetts,Essex County Flood Insurance Rate Map, Community--Panel Number 250098 006 C,rune 2, 1993,included in Appendix A. The existing site topography varies from a high point of 189 feet at the eastern corner of the site along Route 114, to a low point of 90 feet at the western corner of the site at Waverly Street.Slopes range from almost flat to very steep. The site is partially developed with two existing residences,associated impervious driveways and parking areas.The undeveloped portions of the site are primarily wooded.The soils on the Site are classified by the Natural Conservation Service (NRCS)map as a mix of Charlton,Canton,Paxton,Scituate and Ridgebury soils. These soils are classified as hydrologic soil groups (HSG)B and C,and are described as fine sandy loam.Detailed soils information and map is included in Appendix C. Hydrologic Information For the existing conditions hydrologic analysis, the site was analyzed as two drainage areas,contributing to one design point,where peak discharge rates were evaluated(see Figure 2).Drainage Area EX-1A is 10.32 acres and is defined by Route 114 to the northeast,wetlands to the west,and Site boundaries on all other sides.This area includes developed and undeveloped portions of the existing Site,as well as paet of the Northmark Bank parcel,including rooftops,pavement,woods and open space.Drainage Area EX-1B is 1.96 acres and is defined by Route 114 to the northeast and wetlands to the west.This area is mostly undeveloped,but does include a portion of the Northmark Bank parcel,as well as an existing residence and associated pavement. \\Mawald\ld\083554\dots\reports\Drainage\08354_Drainage Report-03-09RRV102303RE-COVER.doe 4 Existing Conditions Vanasse Hangen Brustlin,Inc. Table I summarizes the key hydrologic parameters for each drainage area used in the existing conditions analysis. Table 1: Existing Conditions Hydrologic Data Description Discharge Design Area Curve Time of (Drainage Area#) Location Point (acres) Number Concentration(min) EMA Wetlands 1 10.32 68 32.5 EMB Wetlands 1 1.96 61 23.9 \\Mawald\ld\08354\docs\xeports\Dr.iinageNO8354 Drainage Report-03-09REV102303.doc 5 Existing Conditions B Vanasse Hangen Brustlin,Inc. 41 Proposed Conditions Summary The project will include the construction of approximately 80,000 square feet of retail and restaurant space.The construction will include vehicular access,paved parking areas,and utility improvements associated with the proposed building construction. The Site surface stormwater drainage system was designed to comply fully with the Massachusetts Stormwater Management Policy as well as general drainage design requirements of the Town of North Andover,Massachusetts. Existing drainage and grading patterns were maintained to the maximum extent possible. The proposed development has been designed to collect stormwater runoff from impervious areas on the site in a closed drainage system.The closed drainage system collects stormwater runoff in catch basins with 4 foot deep sumps and hooded outlets before discharging into a proposed extended detention pond with sediment forebay.Runoff from the remaining Site open space will be routed into the wetland area via overland flow.A 100-foot BV W Buffer and 25-foot no-build zone restricts development and disturbance in the wetland area. i ..................................................................... Water Quantity and Quality Control Source Control.A comprehensive source control program will be implemented at the site,which includes regular pavement sweeping,catch basin cleaning,and enclosure and maintenance of all dumpsters,compactors,and loading areas.Further discussion of the site maintenance is included in the Stormwater Regulations compliance Section 5. Deep Sum /Hooded Catch Basins. Catch basins at the site are to be constructed with sumps(minimum 4-feet) and hooded outlets to trap debris,sediment and floating contaminants. Water Quality Inlet. Stormceptor STC 450i inlet basins have been designed to protect the downstream natural resources from potential stormwater runoff impacts \\Mawald\ld\08354\does\reports\Drainage\08354_Drainage Report-03-09REV102303.doc 7 Proposed Conditions y Vanasse Hangen 13rustlin,Inc. by removing suspended solids and general grit and debris pollutants. The Stormceptor units will be inspected regularly and cleaned when necessary. Extended Detention Basin with Sediment Foreba .The infiltration/detention basin is designed to hold and infiltrate surface stormwater runoff from rainfall events up to 0.5 inch below the outlets.The infiltration volume is in excess of DEP requirements for infiltration for hydrologic soil groups'B' and'C'.The sediment forebay is designed to hold and infiltrate surface stormwater runoff from rainfall events up to 0.1 inch below the outlet weir,according to D> P guidelines(water quality volume calculations are included in the appendix),Runoff from larger events is collected and treated prior to being discharged through the basin outlet control culvert and weir. Proposed peak discharge rates match or are reduced from existing peak rates of stormwater runoff.The basin surfaces are vegetated with water-tolerant grasses. Based on subsurface investigation of Site soils and groundwater performed on August 28,2003,the proposed extended detention basin elevation was revised to provide a minimum 2-foot separation from the high groundwater table.Test data is included in Appendix B. Hydrologic Information For the proposed conditions hydrologic analysis,the site was divided into four drainage areas(see Figure 3). These areas discharge to the one design point where peak discharge rates were evaluated for both existing and proposed conditions. Drainage Area PR-1A—This approximately 8.17 acre area includes proposed Retail land all of the site parking,and the existing Northmark Bank parcel.Stormwater surface runoff from this area is collected in a closed drainage system and routed to the proposed extended detention basin and sediment forebay.Runoff from the detention basin that is not infiltrated is discharged at a reduced rate to the existing wetlands. Drainage Area PR-1B—This approximately 1.65 acre area includes roof runoff from proposed Retail 2 and 3,and part of the driveway and landscaping behind the buildings. Drainage Area PR-IQ—This approximately 1.29 acre area includes the portion of the site that runs directly to the pond via overland flow.This area is entirely landscaping,with the exception of the reserved parking field,which was analyzed as impervious area. Drainage Area PR-lD—This approximately 1.17 acre area includes portions of the Site that will not experience an increase in impervious area.Due to the construction of the extended detention basin and sediment forebay,most of this area will be \\Mawa1d\1d\08354\does\reports\Drainage\08354_DrainageReport-03-09REV102303RECQVER.doe 8 Proposed Conditions I1J Li Vanasse Hangen Brustlin,Inc. i regraded and replanted.Runoff from Drainage Area PR-1D will continue to discharge via overland flow to the existing wetlands. i Table 2 summarizes the key hydrologic parameters for each drainage area used in the proposed conditions analyses. Table 2; Proposed Conditions Hydrologic Data Description Discharge Design Area Curve Time of (Drainage Area#) Location Point (acres) Number Concentration(min) PR-IA Detention 1 8.17 91 8.8 Pond PR-1B Detention 1 1.65 95 5.0 Pond PR-1C Detention 1 1.29 73 5.0 Pond PR-1D Wetland 1 1.17 72 5.0 The site complies fully with the total suspended solids removal requirement of the Stormwater Management Policy.The calculated TSS removal rates for the site are shown on the Worksheets included in Appendix C. i \\Mawald\ld\08354\does\reports\Drainage\08354_Drainage Report-03.09REV102303,doe 9 Proposed Conditions Vanasse Hangen Brustlin,Inc. i ro HY dlo icl Hydraulic Analysis g Y Y Hydrologic Analysis The rainfall-runoff response of the Site under existing and proposed conditions was evaluated for storm events with recurrence intervals of 2-,10-,25-and 100-years. Rainfall volumes-used for this analysis were based on the Natural Resources Conservation Service(NRCS)Type III,24-hour storm event;they were 3.1,4.5,5.4 and 6.3 inches,respectively.The Site was also analyzed for the 1-year storm event with a rainfall volume of 2.9 inches in 24 hours.Runoff coefficients for the pre-and post-development conditions,as previously shown in Tables 1 and 2 respectively, were determined using NRCS Technical Release 55(TR-55)methodology as provided in HydroCAD. Drainage areas used in the analyses were described in previous sections and shown on Figures 2 and 3.The HydroCAD model is based on the NRCS Technical Release 20(TR-20)Model for Project Formulation Hydrology. Detailed printouts of the HydroCAD analyses are included in Appendix D. Table 3 presents a summary of the existing and proposed conditions peak discharge rates. Table 3: Peak Discharge Rates (cfs*) Design Point 1-Year 2-year 10-year 25-year 100-year Design Point 1:Wetlands Existing 3.4 4.2 10.9 16.0 21.5 Proposed 3.1 3.8 7.7 9.7 21.4 *expressed in cubic feet per second E E The results of the analysis indicate that there is no increase in peak discharge rates between the pre-and post-development conditions for the 1-,2-,10-,25-and 100-year j i storm events. \\Mawald\id\08354\docs\reports\Drainage\08354 Drainage Report-03-09REV102303.doe 11 Hydrologic/Hydraulic Analysis Vanasse Hangen Brustlin,Inc. ,II I Stormwater Management Regulations : The purpose of the Stormwater Management Plan(the Plan)is to provide long-term protection of natural resources in and around the Site.This is achieved by implementing water quality and quantity control measures designed to decrease the amount of pollutants discharged from the Site,increase the quality of stormwater recharged on the Site,and control discharge rates. The following sections describe the regulations pertinent to stormwater management and the specific components of the Plan to be implemented. Stormwater Regulations and Permitting The following stormwater related regulations and guidelines apply to the proposed site development: Massachusetts State Stormwater Management Performance Standards and Guidelines,Department of Environmental Protection and Office of Coastal Zone Management(DEP/CZM,March 1997). 1 Environmental Protection Agency(EPA)National Pollutant Discharge Elimination System(NPDES)Stormwater Permit for Construction Activities disturbing greater than one acre(EPA,Federal Register,December 8,1999) Compliance with these regulations is described in the following sections. Stormwater Management Standards and Guidelines The methods for compliance with the nine-stormwater performance standards developed by the MA DEP are summarized below. \\Mawald\id\08354\does\reports\Drainage\08354_Drainage Report-03-09REV102303.doc 12 Stormwater Management Regulations I Vanasse Hangen Brustlin,Inc. 1. No new stormwater conveyances may discharge untreated stormwater directly to or cause erosion in wetlands or waters of the Commonwealth. There will be a new stormwater conveyance from the outfall of the project detention basin.This discharge runoff will have been treated via deep sump catch basins, the sediment forebay and the extended detention basin,and water quality inlets.In addition,most of the untreated discharges from the bank parcel will be collected by the proposed stormwater management system and treated prior to release to improve existing conditions.The proposed outfall from the detention basin will also be constructed to prevent erosion in wetlands by using a flared end section,with an energy dissipater and riprap splash pad. 2. Stormwa ter management systems must be designed so that post-development peak discharge rates do not exceed pre-development peak discharge rates. The stormwater management system has been analyzed and designed to ensure the post-development discharge rates do not exceed the pre-development discharge rates.The analysis of the pre and post drainage conditions of the site, with the detention basin in place,has determined the post construction discharge rates are all reduced in comparison to pre construction rates. 3. Loss of annual recharge to groundwater should be minimized through the use of infiltration measures to the maximum extent practicable. The annual recharge from the post-development site should approximate the annual recharge from the pre-development site conditions based on soil types. The proposed detention basin design provides more recharge volume than is required. 4. For new development,stormwater management systems must be designed to remove 80 percent of the annual load(post-development conditions)of Total Suspended Solids (TSS). The proposed stormwater management system has been designed to remove a minimum of 80 percent of Total Suspended Solids(TSS)from the stormwater runoff prior the release to the wetlands.A Stormwater TSS Calculation sheet is provided in Appendix C. \\NMivald\ld\08354\does\reports\Drainage\08354 Drainage Report-03-09REV102303.doc 1.3 Stormwater Management Regulations 1 Vanasse Hangen Brustlin,Inc. 5. Stormwater discharges from areas with higher potential pollutant loads require the use of specific stormwater management BMPs.The use of infiltration practices without pretreatment is prohibited. j As a shopping center,the project will be a site of higher potential pollutant load. The proposed BMPs,including frequent pavement sweeping,deep sump hooded catch basins,sediment forebay,and detention basin,which are suitable for areas f higher potential pollutant load.Infiltration is proposed through the bottom of o g p the detention basin,which is after pretreatment in the deep sump catch basins and the sediment forebay,and water quality inlets. 6. Stormwater discharges to critical areas tt[[[st utilize certain stormwater management BMPs approved far critical areas. Critical areas are Outstanding Resource Waters (ORWs),shellfish beds,cold water fisheries and recharge areas for public water supplies. The project does not discharge to a state designated critical area,ephemeral pool habitat and is outside the watershed of Lake Cochichewick. 7. Redevelopment of previously developed sites must meet the Stormwater Management Standards to the maximum extent practicable.However,if it is not practicable to meet all the Standards,new(retrofitted or expanded)stortnwater management systems must be designed to improve existing conditions. The proposed project is considered a combination redevelopment/new development and has been designed to meet all of the Massachusetts Stormwater Management Policy standards and the North Andover Wetlands Protection Bylaw Stormwater Management and Flood Storage Standards. 8. Erosion and sediment controls must be implemented to prevent impacts during construction or land disturbance activities. An erosion and sediment control plan has been developed and is illustrated on Sheet C-3A,C-38 and C-3C,of the project plan set.Additional erosion and sediment control measures will be employed during construction as needed by the project contractor. 9. All stormwater management systems must have an operation and maintenance plan to ensure that systems function as designed. An Operations and Management Plan has been prepared for the project. The Stormwater Management Policy issued by the DEP/CZM states that the"use of the standards.should prevent or minimize adverse environmental impacts due to unmanaged stormwater while limiting undue costs and recognizing site constraints." \\Mawald\ld\08354\does\reports\Drainage\09354 Drainage Report-03-09REV102303.doc 14 Stormwater Management Regulations Vanasse Hangen Brustlin,Inc. Federal NPDFS Construction-Related General Stormwater Permits The proposed project will result in the disturbance of more than once acre of land and thus requires the preparation and implementation of a Stormwater Pollution Prevention Plan(SWPPP)by the site contractor and owner in accordance with the Environmental Protection Agency's(EPA's)National Pollutant Discharge Elimination System(NPDES)General Permit Program for Stormwater Discharges from.Construction Sites. The SWPPP is not included in this report. \\MaNvald\ld\08354\does\reports\Drainage\08354_Drainage Report-03-09REV102303.doe 15 Stormwater Management Regulations MB Vanasse Hangen I3rustiin,Inc. Appendix A: Floodp lain Information i E fi \\Ma,.vald\ld\08354\docs\reports\Drainage\08354_Drainage Report-03-09REV102303.doc 16 Appendices W A V E R L Y APPROXIMATE 5CALE ROAD aoa a wooer NATIONAL, FLOOD INSURANCE PROGRAM ZONE:X 114 FIRNA FLOUP-1NSURANU RATE MAP i I� ! Project Site I TOWN 4F NORTH ANDOVER, MASSACHUSETTS ESSEX COUNTY CJ� I PANEL 6 OF 15 r. tSEE MAP[NOE%FOR PANELS NOT ppuNTSW V RSS� PANEL LOCATION Q��V COMMUKITV-PANEL,IiUMBER 250096 0,006 C MAP REVISED: JUNE 2r 1993 G Federal Emecge►icy Management Agency This is an oficlal copy of a portion of the above referenced good map. It was extracted using F-M r on-Une. This map does not reflect change$ or amendments which may have been made subsequent to the date on the title block. For the latest product Information about National Flood insurance Program For maps check the FEMA Flood Map Store at www.msc,fema.gov Fin iirQ ................. y� Vanasse Hangen BrvsElin,Inc. i Appendix B: NRCS Soil Survey Information Test Pit Data \\MatVald\ld\08354\docs\reports\Drainage\08354_Drainage Report-03409REV102303.doc 17 Appendices Massachusetts Department of Environmental Protection O Turnpike Street Map 24 Lot 16 ILIBureau of Resource Protection —Wastewater Permitting Program Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (minimum of two holes required at every proposed disposal area) Deep Observation Hole A. a- 0 Mid day gunny 0 d Tees Date Time Weather 1. Deep Observation Hole Logs Deep Hole Number 1 Ground Elevation at Surface of Hole i 23.0+/- Location (Identify on Plan) See Site Plans 6-8 2. Land Use: Wooded Surface Stones scope(%) (e.g.woodland,agricultural field,vacant lot,etc.) Ma le /Pin /L w Brush ground Morraine Position on landscape(attach sheet) Vegetation Land#orm 3. Distances from: Open Water Body Drainage Way Possible Wet Area feet feet feet Property Line 1 oo'+ Drinking Water Well Other feet feet 4. Parent Material: Glacial Till Unsuitable Materials Present: Yes ❑ No❑ If Yes: Disturbed Soil[] Fill Material❑ impervious Layer(s) ❑ Weathered/Fraotured Rock[] Bedrock[] 5. Groundwater Observed: Yes ® No ❑ if Yes: Depth Weeping from Pit�7'-9�_ Depth Standing Water in Hole Estimated Depth to High Groundwater: 39 120.0 inches elevation DEP Form I Soil Suitability Assessment for On-Site Sewage Disposal•Page 2 of 7 Massachusetts Department of Environmental Protection Bureau of Resource Protection —Wastewater Permitting Program TUMpike Form 71 - Soil Suitability Assessment for On-Site Sewage Dispposal Street Map za Lot,s Deep Observation Hole A: Deep Hole Number: 1 Soil Soil Matrix: Redoximorphic Features Depth Horizon/ Color-Moist mottles Soil Coarse Fr ure Fragments Sol Struct Texture Soil (!n,) layer (Munsell) (USDA) %by Volume Consistence Other Depth Color Percent Gravel Cobbles (Moist) &Stones 0-20" A 10YR 2/2 0 Sandy 0 0 Loam Friable Moist 20"-36" 8 1OYR 518 0 Sandy 0 0 Friable pry Loam 36"-48" C1 5YR 5/8 @36" 5YR 5/8 10 Horizon is Sandy 10 0 Massive Dry ry Oxidized 48"-99" C2 10YR 5/4 48-99 5YR 5/8 10-15 Sandy 5 0 Loam Massive Moist Additional Notes Area is bein used for storm ter detention ONLY!The site is serviced b Town Sewer Massachusetts Department of Environmental Protection Bureau of Resource Protection—Wastewater Permitting ProgramLll� 0 Turnpike Street Map 24 t_ot,s Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (Cont.) Deep Observation Hole B: Date Time Weather 1. Deep Observation Hole Logs Deep Hole Dumber Ground Elevation at Surface of Hole Location (Identify on Plan) 2. Land Use: (e.g.woodland,agricultural field,vacant lot,etc.) Surface Stones Slope ) Vegetation t_andform Position on landscape(attach shoot) 3. Distances from: Open Water Body Drainage Way Possible Wet Area feet feet feet Property Line Drinking Water Well Other feat feet 4. Parent Material: Unsuitable Materials Present: Yes❑ No❑ If Yes: Disturbed Soil❑ Fill Material[] impervious Layer(s) ❑ Weathered/Fractured Rock[] Bedrock❑ 5. Groundwater Observed: Yes ❑ No ❑ If Yes: Depth Weeping from Pit Depth Standing Water in Hole Estimated Depth to High Groundwater inches elevation DEP Form 11 Soil Suitability Assessment for On-Site Sewage Disposal•Page 4 of 7 -- Massachusetts Department of Environmental Protection Bureau of Resource Protection.—Wastewater Permitting Program O Tumpike Street Map 24 Lot 16 Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal Deep Observation Hole B: Deep Hole Number: oil Soil Matrix: Redoximorphic Features Soil Coarse Fragments Soil Soil Ht "L0" ryon/ (MunseI)t (mottles) Texture %by Volume Stricture ConsistenceOther a Layer (USDA) Depth Calar Percent (Moist) Gravel Gabbles &Stones Additional Notes Massachusetts Department of Environmental Protection Q Turnpike Street Map 24 Lot 16 Bureau of Resource Protection—Wastewater Permitting Program Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal D. Determination of High Groundwater Elevation 1. Method used: ❑ Depth observed standing water in observation hole A. B. inches inches ❑ Depth weeping from side of observation hole A. inches B. inches ® Depth to soil redoximorphic features (mottles) A.inches B.inches ❑ Groundwater adjustment(USGS methodology) A. B. inches inches 2. Index Well Number Reading Date Index Well Level Adjustment Factor Adjusted Groundwater Level E. Depth of Pervious Material 1. Depth of Naturally Occurring Pervious Material a. Does at least four feet of naturally occurring pervious material exist in all areas observed throughout the area proposed for the soil absorption system? Yes® No❑ b. if yes,at what depth was it observed? Upper boundary: Lower boundary: inches ncnes F. Certification certify that l have passed the soil evaluator examination*approved by the Department of Environmental Protection and that the above analysis w erf ved, e consistent with the required training, expertise and experience described in 310 CMR 15.017. October 27 2003 Signature of Soil Evaluator ©ate Jon D. Ste henson P.E. June 1995 Typed or Printed Name of Soil Evaluator 'Date of Soil Evaluator Exam Paul L BI nc —Mill River n ultin Board of Health Name of Board of Health Witness Note:This form must be submitted to the approving authority with Percolation Test Form 12 DEP Form 11 Soil Suitability Assessment for on-Site Sewage Disposal•Page 6 of 7 Massachusetts Department of Environmental Protection p ►P;ke Street Map za Lot�s Bureau of Resource Protection —Wastewater Permitting Program Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal Use this sheet for field diagrams: S� S(TC-- P S DEP Form 11 Soil Suitability Assessment for On-Site Sewage Disposal•Page 7 of 7 ..................._..._................... .......................... FORM 12-PERCOLATION TEST Location Address or Lot No.: Salem Turnpike 'COMMONWEALTH OF MASSACHUSETTS 1 . North Andover, Massachusetts Percolation Test* Date: August 28,2003 Time: E f5 l Observation Hole # Depth of Perc Start Pre-soak M End Pre-soak ; Time at 12" VC yVlvVivM�T Time at 9,, Time at 6" . Time (9" - 62) Rate Min./inch * Minimum of 1 percolation test must be performed in both the primary AND reserve area. Site Passed ❑ Site Failed ❑ Performed By: 5T Lip�-t Witnessed.By: P ` L L ri e� CAN L Comments: DEP.APPROVED FORM- 12/07195 VM Vanasse Hangen Brustlin,Ine. Appendix C. TSS Removal Worksheet 3 Drains a Re ort-03-09REV102303.doe 1$ Appendices \\Mativaid\1d\08354\does\reports\Drainage\08354_ g p VHB Vanasse Hangen Brustlfn, Inc TSS Removal _ _ Consulting Engineers and Planners 101 Wainut St., Watertown, MA 02471 Name: Eaglewood Shops Proj. No.: 08354 (617) 924-1770 Date: 10/27/2003 Location: N. Andover, MA Computed by: CEC Checked by: To Pond Inlet 1: A B C D E BMP TSS Removal Starting TSS Amount Remaining Rate Load* Removed BxC Load (C-D) Parking Lot Sweeping 10 .00 0.1 0.90 Deep Sump and Hooded Catch Catch 25 0.90 A.23 0.68 Basin Extended -- Detention Basin 70 0.68 0.47 0.20 with Forebay Total TSS Removal= 80% Notes: *Starting TSS'Load for first BMP, 1_o0. TSS load for subsequent BMP's is equal to the Remaining Load (E)from the previous BMP. VHB Vanasse Hangen Brustlin, Inc. Consulting Engineers and Planners 101 Walnut St., Watertown, MA 02471 Name: Eag[ewood Shops Date:No.: 10 27/2003 Date: (617) 924-1770 GEC Location: N. Andover, MA Computed by: Checked by: To Pond Inlet 2: A B C p E BMP TSS Removal Starting TSS Amount Remaining Rate Load* Removed BxC) Load C-D Parking Lot 10 1.00 0.1 0.90 Sweeping Stormceptor 80 0.90 0.72 0.18 Total TSS Removal= 82% Notes: *Starting TSS Load for first BMP= 1.00. TSS load for subsequent BMP's is equal to the Remaining Load (E)from the previous BMP. i i . 1 v Vanasse Hangen Bnvstlin,Inc • Appendix Do Hydrologic Y drolo is Analysis \\ivMaivald\Id\o8354\docs\reports\Drainage\48354 Drainage Report 03 09REV1023Ct3.dac 19 Appendices 1 I Vanasse Hangen Brmtlnt,Inc, f HydroCAD Analysis: Existing Conditions { I' �I A endices \\Mawaid\ld\0835A\docs\reports\Drainage\08354 Drainage Report-03-09REV102303•doc 20 PP C1 Gat Rly��" Drainage Diagram for 8354-ex = - Prepared by(enter your company name here) 10/28/2003 t tydroCAa ci.to s/n 001236 U 1986-2002 Applied Microcomputer Systems Vanasse Hangen Brustlln,Inc. `i-Year Storm Event- Existing R \\Mawald\ld\08354\docs\reports\Drainage\08354_Drainage Report-03-09REV102303.doc 21 Appendices 8354-ex Type N 24-hr Rainfall=2.90" Prepared by{eater your company name here} Page 1 H droCAD®6.10 s/n 001236 ©1986-2002 Applied Microcomputer Systems 10/28/2003 Time span=0.00-30.00 hrs, dt=0.01 hrs, 3001 points Runoff by SCS TR-20 method, UH=SCS, Type Ili 24-hr Rainfall=2.90" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment EX 1A: EX-1 Runoff Area=10.320 ac Runoff Depth=0.58" Length=1,459' Tc=32.5 min CN=68 Runoff=3.10 cfs 0.495 of Subcatchment EX-1 B: EX-2 Runoff Area=1.960 ac Runoff Depth=0.33" Length=826' Tc=23.9 min CN=61 Runoff=0.28 cis 0.054 of Reach 1 R: Design Point 1 Inflow=3.38 cfs 0.549 of Outflow=3.38 cfs 0.549 of Total Runoff Area= 12.280 ac Runoff Volume=0.549 of Average Runoff Depth=0.54" 8354-ex Type Uf 24-hr Rainfafl=2.90" Prepared by{enter your company name here) Page 2 i 9i62©02 A H droCADO 6,10 s/n 001236 • - lied Microco mputer uter S sterns 10/28/2003 Subcatchment EX-1 A: EX-1 Runoff — 3.10 cfs @ 12.53 hrs, Volume= 0.495 at, Depth= 0.58" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr Rainfall=2.90" Area ac CN_Description 6.135 70 Good Woods Group C 3.020 55 Good Woods Group B 0.695 98 Impervious 0.470 74 Good Grass Group C 10.320 68 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 9.5 50 0.0400 0.1 Flow,sheet Woods: Light underbrush n=0.400 P2=3.10" 1.8 82 0,0240 0.8 Shallow WoodlandoKv�S.Otratfp Flow, 12.5 767 0.0420 1.0 Shallow hona nCo c ntrated Flow, Woodl5. fps 2.5 237 0.1000 1.6 Concentrated Kv 50p Shallow f Flaw, Woodland 6.2 323 0.0300 0.9 Shallow Concentrated Flow, Woodland 32.5 1,459 Total 8354-ex Type 11124-hr Ralnfall_2 90`€Prepared by {enter your company name mere} H droCAD®6.10 s/n 001236 © 1986-2002 A lied Microcom uter S stems Page 3 10/28/2�03 Subcatchment EX-IA: EX-1 Hydrograph i , • 3 i € { I t F F € 1 f ! € k f�_E-'• F € ! - fiunoIf F I f 1 • t i f F € i I F € € i 1 € I t i I r r i ( i 1 F E F F 3 F € t F 1 i r F E € I i t ��_{--f` r I £ t-`-`t__#---+---t_--f---j---t--Y, ! € I t ( f I t � I k 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 ' 28 29 3D Time (hours) 8354-ex Type III 24-hr Rainfal1=2.90" Page 4 Prepared by{enter your company name here) H droCAD®6.10 s/n 001236 01986-2002 A iied Microcom uter Systems 10/28/2003 Subcatchment EX-1 B: EX-2 Runoff -- 0,28 cfs @ 12.51 hrs, Volume= 0.054 at, Depth= 0.33" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr Rainfall=2.90" Area ac CN Desari tlon 1.300 55 Good Woods Group B 0.120 98 Impervious 0280 74 Good Grass Group C 0.260 61 Good Grass Group B 1.960 61 Weighted Average Te Length Slope Velocity Capacity Description min feet ft/ft ftlsec cfs 12.5 50 0.0200 0.1 Sheet Flow, Woods: Light underbrush n=0.400 P2=3.10" 5.2 310 0A390 1.0 Shallow Concentrated Flow, Woodland Kv=5.0 fps Shallow 6.2 466 0.0620 1.2 Woodland v 5K 0fConcentrated Flow, ps 23.9 826 Total Subcatchment EX-1 B. EX-2 Hydrograph 0.3 Q- +- I-- -1--A- I # I i I k t F E i 1 ';,_-•,-�_'� .. f"--T--I-_�-T-_I"_.�-3'"-r""F-� 0,28 -T I -r-T--7- 0,26 _J__I__L_'it .f_ i _ i k I _J_I Q.2A 1 1 I [ ! € € l I ! I _ 0.227: 4--E--�-....;--I--r-j �€- 0.2 �T--i---E- ....-i--!-_ 0.1 _1__r_ L_1_J__€ _A !__i__!-J-- -# S__ _;-1-_'--F_1 -j-_� E i I 1 [ 1 I ! E I 0.04 --I--Y-+- €- I ! 0.02_ ---__k__�-�'--1---�-7-i F F �� _.._r -II ;_�_._€_-�-F--g--[' I [ I I F t i 1 i 0 0 1 2 3 4 5 6 7 8 9 10 11 12 f3TE 4 1(ho16 17 18 t9 20 21 22 23 24 25 26 27 28 29 30 8354ex Type 11124-hr Rainfal!-2.90" Prepared by{enter your company name here) Page 5 Hydro CADO 6.10 s/ra 001236 OO 1986-2002 A lied Microcom uter Systems ?0/28/2003 Reach 1 R: Design Point 1 (40] Hint: Not Described (Outflow=Inflow) Inflow Area; 12.280 ac, Inflow Depth ; 0,54" Inflow — 3.38 cfs @ 12.53 hrs, Volume 0.549 of Outflow — 3.38 cfs @ 12.53 hrs, Volume= 0.549 af, Atten= 0%, Lag=0.0 min Routing by Stor-Ind+Trans method, Time Span,0.00-30.00 hrs, dt 0.01 his Reach 1 R: Design Point 1 Hydrograph 3 1 i 1 t i € i F t i •;-.I_p--1 1 € € € € t 1 [ 1 € F I i i 1 F -outflowv 2 -�-- � _ i 1 I �_-F __ -1- 1 r t t F_ 1 i 1 F # f F F t � l F t F 1 1 € ! t - 1 l I 1 0 1 2 3 4 5 t3 7 8 9 10 7i 12 13 14 15 i6 i7 18 19 2D 21 22 23 24 A 26 27 28 29 30 Time (hours) Vanasse Hangen Brustlin,Ine- 2-Year Storm Event- Existing \\Mawald\ld\08354\does\reports\Drainage\08354 Drainage Report-03-09REV102303.doc 22 Appendices 8354-ex TYPe 1i12�4-hr i�alnfa11�3.1 D"Prepared by {enter your company name here} H droCAD®6.i0 s/n OO1236 01986-2002 A lied Microcom uter S stems 1012 Page 1 8/2003 Time span=0.00-30.00 hrs, dt=0.01 hrs, 3001 points Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=3.10" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment EX-IA: EX-1 Runoff Area=10.320 ac Runoff Depth=0.68" Length=1,459' Tc=32.5 min CN=68 Runoff=3.80 cfs 0.584 of Subcatchment EX-113: EX-2 Runoff Area=1.960 ac Runoff Depth=0.40" Length=826' Tc=23.9 min CN=61 Runoff=0.37 cfs 0.066 of Reach 1R: Design Point 1 Inflow=4.17 cfs 0.650 of Outflow=4.17 cfs 0.650 of Total Runoff area- 12.280 ac Runoff Volume=0.650 of Average Runoff Depth=0.64" Type 11124-hr Rainfall-3:10" 8354-ex Page 2 prepared by (enter your company name here) 10/2812003 uter Systems H droCAD®6.10 s/n 001236 �1986-2002 Applied Mtcrocom Subcatchment EX-1 A: EX-1 i Runoff — 3.80 cfs @ 12.53 hrs, Volume= 0.584 af, Depth= 0.68" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr Rainfall=3.10" Area ac CN Description 6.135 70 Good Woods Group C 3.020 55 Good Woods Group B 0.695 98 Impervious 0.470 74 Good Grass Gmup C 10.320 68 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 9.5 50 0.0400 0.1 Sheet Woods: Lightunderbrush n=0.400 P2-3.10" 1.8 82 0.0240 0.8 Shallow Concentrated Flaw, Woodland Kv=5.0 fps 12.5 767 0.0420 1.0 Shallow Concentrated Flow, Woodland Kv=5.0 fps 2.5 237 0.1000 1.6 Shallow Concentrated Flow, Woodland Kv=5.0 fps 6.2 323 0.0300 0.9 Shallow Concentrated Flow, Woodland Kv=5,0 fps 32.5 1,459 Total i f 8354-ex Type 11124-hr Rafnfa11-3.T 0" Page Prepared by {enter your company name here} H droCAD®6.10 s!n 001236 01986-2002 A fled Micro titer S stems 1012Page 3 Subcatchment EX-1A: EX-1 Hydrograph - 4 3-T- I i i E I I z_ 1 € I F I E F { 1 I I F € t 1 F 1 I--r-T---E--r-T--1`_r- F Q V F 1 € € F r 0 1 2 3 4 5 6 7 B 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 26 26 27 28 29 30 Time (hours) it $354-ex Type /it 24-hr Rainfall-3.10" Prepared by (enter your company name here) Page 4 H droCAD®6.10 s/n 001236 OO 1986-2002 Applied Microcomputer Systems 10/28/2003 Subcatchment EX-1 B: EX-2 Runoff — 0.37 cfs @ 12.48 hrs, Volume= 0.066 af, Depth= 0.40" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr Rainfall-3.10" Area ac CN Description 1.300 55 Good Woods Group B 0.120 98 Impervious 0.280 74 Good Grass Group C 0.260 61 Good Grass Group B 1.960 61 Weighted Average To Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 12,5 50 0.0200 0.1 Sheet Flow, Woods: Light underbrush n= 0.400 P2=3.10" 5.2 310 0.0390 1.0 Shallow Concentrated Flow, Woodland Kv=5.0 fps 6.2 466 0.0620 1.2 Shallow Concentrated Flow, Woodland Kv=5.0 f s 23.9 826 Total Subcatchment EX-1 B: EX-2 Hydrograph Z RunoiE 0.4 - --1--1 `s -,-- ac T--I -I--� I 0.38 -;-__ 1 l--'I--1 r I 1 1 ! € I 1 1 1 € I € 0.34 - -_t__t ._�- s__L i_ __I__L_ ___ { ;-.A _-i__�_ I E I I F I i 1 i I I 0.32- _1__E__L F_J - -1_J__I__1 L_I__I__L 013 I E Q.26 0.24 I k -!--1--:- .v. 0.22 i 1 t - _-r_-1__f"'iW } 0.2 €y I r 1 € Y--I-- - r-�--r - f 0.14 I I I r I 1 I F ! € I E # 1 I 1 I I k i € 1 i ! 0.12 -i 1 ! i 0.1 r € I t I r t 0.08 --I_ p -F- 0.06 -- i _I---€--'--'._._?_!-'- --I-` I I I I I I i I I- i t i 1 1 i ! ! I 1 _ ,_-t IL_k--1__I__l._J__3__l__ 0.04 1 I I--I- _! J_J--€ _1__€__i F [ I I F r € € I I I 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 25 28 27 28 29 30 Time (hours) 8354-ex Type 11124-hr Ralnfall=3.1 D" Prepared by {enter your company name here)H drvCAD Page C 6.10 s/n 001236 U 1986-2002 A lied Microcomputer Systems 10/2812003 Reach 1 R: Design Point 1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area= 12.280 ac, Inflow Depth= 0.64" Inflow - 4.17 cfs @ 12.53 hrs, Volume= 0.650 of Outflow _ 4.17 cfs @ 12.53 hrs, Volume= 0.650 af, Men=0%, Lague 0.0 min Routing by Stor-Ind+Trans method, Time Span=0.00-30.00 hrs, dt=0.01 hrs Reach 1 R: Design Point 1 Hydrograph ' 1 1 € 1 F F E E I ( € r I ( 1 [ E F # € ( I € { 7=F I ( 1 r € t F € € 1 t € , '"-fnfiow 1 1 E I F I € 1 1 I F F I I 1 1 --Outflow 4- 3- _t__i_-.L_E� L_.f._J__L.-.1__F__ _ �_J_.._€ JL_A._J__�._1_J_�L I 0 F r i I t r 1 2 --t--_I--P._fi_J-„_F_�_y__t.._.,__t__� _.. t F I F 1 F f i 1 € _3T._ Q_ o 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 3o Time (hours) Vanasse Hangen BIUstUn,Inc. 1 O-Year Storm Event - Existing 1 \\Mawald\ld\08354\does\reports\Drainage\08354—DrainageReport-03-09F.EV102303.doc 23 Appendices 8354-ex Type 11124-hr Rainfall=4.50" Prepared by (enter your company name here) Page 1 H droCAD®6.10 s/n 001236 © 1986-2002 Applied Microc&n uter Systems 10/28/2003 Time span=0.00-30.00 hrs, dt=0.01 hrs, 3001 points Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=4.50" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment EMA: EX-1 Runoff Area=10.320 ac Runoff Depth=1.53" Length=1,459' Tc=32.5 min CN=68 Runoff=9.64 cis 1.318 of Subcatchment EX-1 B: EX-2 Runoff Area=1.960 ac Runoff Depth=1.08" length=826' Tc=23.9 min CN=61 Runoff= 1.35 cfs 0.176 of Reach 1R: Design Point 1 Inflow= 10.91 cfs 1.494 of Outflow= 10.91 cfs 1.494 of Total Runoff Area= 12.280 ac Runoff Volume= 1.494 of Average Runoff Depth = 1.46" 8354-ex Type fff 24-hr Rainfall=4.50" Prepared by {enter your company name here} Page 2 H droCAD®6.10 s/n 001236 01986-2002 Applied Microcomputer Systems 10/28/2003 Subcatchment EX-1 A: EX-1 Runoff - 9.64 cfs @ 12.49 hrs, Volume= 1.318 at, Depth= 1.53" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr Rainfall--4.50" Area ac CN Description 6.135 70 Good Woods Group C 3.020 55 Good Woods Group B 0.695 98 Impervious 0.470 74 Good Grass Grouo C 10.320 68 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ftlsec cfs 9.5 50 0.0400 0.1 Sheet Flow, Woods: Light underbrush n= 0.400 P2=3.10" 1.8 82 0.0240 0.8 Shallow Concentrated Flow, Woodland Kv=5.0 fps 12.5 767 0.0420 1.0 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.5 237 0.1000 1.6 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 6.2 323 0.0300 0.9 Shallow Concentrated Flow, Woodland Kv=5.0 fps 32.5 1,459 Total i r 8354-ex Type III 24-hr Rainfall 4.50€, Prepared by'{enter your company name here} Page 3 H droCADO 6.10 s/n 001236 01986-2002 Applied Microcomputer Systems 10/28/2003 Subcatchment EX-1A: EX-1 Hydrog raph r -1--r -€--r- €--f-T--1_ r 7 . Runoff F 1 ( € k € t 1 [ F E # € € € € F F { F 3 I E I r I € € F .... — € F E —L 1 fi _.k__I__L_-1FL_! L_1 -1__F__L.�,F__1__t 7 € i €'. Z _1 '.t"'T—' _s_1 € I 3 r 1 # 1 1 I r I I 1 1€ F 1 1 I k r ( 1 I € I € E [ E E { 1 F € 1 r r I i [ 4 3 —*--(---t--�—"r--t--€—�#--r--I---F--- �--s —F--i—."1»--t---i--€--r—�---I—»t-1--�--E--r--�--*-- _ _-TI__ F t € E t F 1 € F € [ F [ 1 E I I r— ( D 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) I 8354-ex Type 11I 24-hr Rainfall-4.50" Prepared by {enter your company name here) Page 4 H droCAD®6.10 s/n 001236 © 1986-2002 Applied Microcom uter Systems 10/28/2003 i Subcatchment EX-1 B: EX-2 Runoff — 1.35 cfs @ 12.39 hrs, Volume= 0.176 af, Depth= 1.08" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr Rainfall=4.50" Area ac CN Description 1.300 55 Good Woods Group B 0.120 98 Impervious 0.280 74 Good Grass Group C 0.260 61 Good Grass Group B 1.960 61 Weighted Average To Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 12.5 50 0.0200 0.1 Sheet Flow, Woods: Light underbrush n=0.400 P2= 3.10" 5.2 310 0.0390 1.0 Shallow Concentrated Flow, Woodland Kv=5.0 fps 6.2 466 0.0620 1.2 Shallow Concentrated Flow, Woodland Kv=5.0 f s 23.9 826 Total Subcatchment EX 1 B: EX-2 Hydrograph 1 ] ! r ] € k I € € 1 € ! € r f I € [ I I I E I k € t I € I t F _ I I € r 3 F € € } ! 1 k ! ! € s I [ t [ I € ] I € F € I I € I i 0_ e 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 8354-ex Type 11124-hr Rainfall 4.50" Prepared by {enter your company name here} Page H droCAD@ 6.10 s/n 001236 @ 1986-2002 Applied Microcom e 5 uter Systems 10/28/2 5 Reach 1 R: Design Point 1 [4D] Hint: Not Described (Outflow=Inflow) Inflow Area = 12.280 ac, Inflow Depth = 1.46" Inflow = 10.91 cfs @ '12.46 hrs, Volume= 1.494 of Outflow — 10.91 cfs @ 12.46 hrs, Volume= 1.494 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method, Time Span=0.00-30.00 hrs, dt=0.01 hrs Reach 1 R: Design Point 1 Hydrograph ------I ;_----- 2 € ----'------ -L------ F I 3 r F ! I� --inflow t 3 t t [ 1 ---3--_4__i_'--t--f-�--�--r- _ zouliiaw £ F 1()-: -"3 `I__E-_.{�-1- 1 { fE € E 3 3 1 r r i 1 1 £ t -�-"'�-- ��--�-.�j -�--t_�?_�--€_"; 1 1 E E 3 I 3 t F 3 I € I F ! ! F t t 1 ! 1 I E F F F V, 7 L-�--1- ? € 1 € L L _i I k i CIL t 1 -I-_r_1-__- F t € E t € k 1 F 3 1 1 E [ 1 1 € t £ 3 3 2 F1 -F F I f E I E t 1 F E I 1 F -3" -'F"-i--F--f- - £ 1 € I 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) i YB Vanasse Hangen Brnstlin,Inc. l 25-Year Storm Event - Existing a i \\Mawald\ld\08354\docs\reports\Drainage\08354 Drainage Report-03-09REV102301doc 24 Appendices $354-ex Type 11124-hr Rainfall=5.40" Prepared by {enter your company name here) Page 1 H droCAD®6.10 s/n 001236 U 1986-2002 Applied Microcomputer Systems 10f28/2D03 Time span=0.00-30.00 hrs, dt=0.01 hrs, 3001 points Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=5.40" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment EX-1A: EX-1 Runoff Area=10.320 ac Runoff Depth=2.17" Length=1,459' Tc=32.5 min CN=68 Runoff= 14.00 cfs 1.866 of Subcatchment EX-1 B: EX-2 Runoff Area=1.960 ac Runoff Depth=1.62" Length=826' Tc=23.9 min CN=61 Runoff=2.15 cfs 0.264 of Reach 1 R: Design Point 1 Inflow= 16.00 cfs 2.129 of Outflow= 16.00 cfs 2.129 of Total Runoff Area 12.280 ac Runoff Volume=2.129 of Average Runoff Depth=2.08" 8354-ex Type 1l124-hr Rainfa11-5.40" Page 2 Prepared by (enter your company name here) H droCAD®6.10 s/n 001236 01986-2002 A lied Microcomputer S stems 10/28/2003 Subcatchment EMA: EX-1 Runoff = 14.00 cfs @ 12.46 hrs, Volume= 1.866 af, Depth= 2.17" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-30,00 hrs, dt=0.01 hrs Type III 24-hr Rainfall=5.40" Area ac ON Description 6.135 70 Good Woods Group C 3.020 55 Good Woods Group B 0,695 98 Impervious 0.470 74 Good Grass Group C 10.320 68 Weighted Average Tc Length Slope Velocity Capacity Description min feet fO ft/sec cfs 9.5 50 0.0400 0.1 Sheet Wods:ILight underbrush n= 0.400 P2=3.10" 1.8 82 0.0240 0.8 Shallow Concentrated Plow, Woodland Kv=5.0 fps 12.5 767 0.0420 1.0 Shallow Woodland Concentrated Kv 5Plow, p fps 2,5 237 0,1000 1.6 Shallow Concentrated Plow, Woodland Kv=5.0 fps 6.2 323 0.0300 0•9 Shallow hallo ndo c nt a te{d Plow, Woodl32.5 1,459 Total I 8354ex Type 11124-hr Rainfall--5.40" Prepared by tenter your company name here) page 3 H droCAD®6.10 s/n 001226 O 1986-2002 A lied Microcom user S stems #0128/2flE}3 Subcatchment EX-1 A: EX-1 Hydrograph 14 1 13 -,-_I_-r-,i--E`.'_ .7__ 12 - L_.€_�t__L_J�_i__1_�__3__,1_J__1--J__i__L ['-`t--€--T-�--1--t-1"'r--Y--t--t`--�-- I E € € I E 1 E € — N { 1 1 ! € I € € [ t 1 i F i �~_��_I--ti�a__E_•.+---r_._I__t'.'--.I-_E__.'€---i_"t-_�_�1 -�I -1-!--t-- -- --1---1-,1--E---A [ € 4 3 € 1 1 1 € 3 t E # ! 2 _.�--_r__�_..E-.._I_._;_�,... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (flours) 8354-ex Type flf 24-hr Rainfall=5.40" Prepared by (enter your company name here) Page 4 H droCAD®6.10 s/n 001236 01986-2002 Applied Microcomputer Systems 10/28/2003 Subcatchment EX-1 B. EX-2 Runoff — 2.15 cfs @ 12.36 hrs, Volume- 0.264 af, Depth- 1.62" Runoff by SCS TR-20 method, UH=SCS, Time Span-0.00-30.00 hrs, dt-0.01 hrs Type III 24-hr Rainfall=5.40" Area ac CN Description 1.300 55 Good Woods Group B 0.120 98 Impervious 0.280 74 Good Grass Group C 0.260 61 Good Grass Group B 1,960 61 Weighted Average Tc Length Slope Velocity Capacity Description ruin feet ft/ft ft/sec cfs 12.5 50 0.0200 0.1 Sheet Flow, Woods: Light underbrush n=0.400 P2=3.10" 5.2 310 0.0390 1.0 Shallow Concentrated Flow, Woodland Kv=5.0 fps 6.2 466 0.0620 1.2 Shallow Concentrated Flow, Woodland Kv=5.0 fps 23.9 826 Total Subcatchment EX-1 B: EX-2 Hydrograph {—-j__k_ .._ �_. I_—�—i--}—�--f--j—1 _._;_T. _1 17—T — I I F ! 1 1 r E E 1 I € I k I € € £ F 1 I £ I E I s I ! F 1 I I �' 1 L_J— €__L_J...._� € i 0- 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 8354-ex Type 11124-hr Rainfall=5.40" Prepared by (enter your company name here) Page H droCAM 6.10 s!n 001236 01986-2002 A e 5 lied Microcom uter Systems 10l28l2 Reach 1 R: Design Point 1 [401 Hint: Not Described (Outflow=Inflow) Inflow Area= 12.280 ac, inflow Depth= 2.0811 Inflow — 16.00 cfs @ 12.46 hrs, Volume= 2.129 of Outflow - 16.00 cfs @ 12.46 hrs, Volume= 2.129 af, Atten=0%, Lag=0.0 min Routing by Star-ind+Trans method, Time Span= 0.00-30.00 hrs, dt=0.01 hrs Reach 1 R: Design Point 1 Hydrograph r r J 17 -1--I--r"`€--t-"r-�--I"�r-'t-- ._..<-- F € € I €--f-- -i--r--t--[---r-.-- rtTlow _ t I —I I I 4--i- OEttIIOW L_a -�__€-I L t € 14 [ 1 € 3 t t € I 1 1 I I 1 3 E r 13 -rt--J---t---t---1--r--t--3--'-�-t--€--i--�--t-- t 12� 4__1-€ 1- --t--L- t - t H 10 -, 1 t € 1 [ --€ 1 [ t -- _ -- T Fi-- 1C 8 A __t__L_1 - f I L_J _€__L t- -_t_-L- --1--L--A--`--L_a__I__L_!_JL_S_�1__ 6i'_`(�-t--E-- --r-"r-1--t'�_. F t t r € € 1 t € 1 [ [ € € 1 r F t € 1 1 € € f F [ € --t--.r--t-"'L--T_ 4 _1__t__L_1__t__L_.S__J__L_J__€__ _ _€__ J [ I € € F 1 € [ I 3 E 1 € t t [ € € 3 t 3 -€ -- �� 1-- T 2 -7-�"_-€"""`f--r--T-�--F�-r-,--€-- F I t I [ I E E 1 I t i € ,t__T_ 1- rt I- F 0 1 2 3 4 5 6 7 $ 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) �i Vanasse Hangen Brustlin,Ina 100-Year Storm Event- Existing \\Mawald\ld\08354\does\reports\Drainage\08354_Drainage Report-03.09REV102303.doe 25 Appendices 8354ex Type 11124-hr Rainfall=6.30„ Prepared by fenter your company name here} Page 1 H droCADO 6.10 s/n 001236 01986-2002 Applied Microcomputer S Meras 10/28/2003 Time span=0.00-30.00 hrs, dt=0.01 hrs, 3001 points Runoff by SOS TR-20 method, UH=SCS, Type Ill 24-hr Rainfal1=6.30" Reach routing by Stor-End+Trans method - Pond routing by Stor-Ind method Subcatchment EX-1A: EX-1 Runoff Area=10.320 ac Runoff Depth=2.85" Length=1,459' Tc=32.5 min CN=68 Runoff= 18.66 cfs 2.454 of Subcatchment EX-1B: EX-2 Runoff Area=1.960 ac Runoff Depth=2.21" Length=826' Tc=23.9 min CN=61 Runoff=3.04 cfs 0.361 of Reach 1 R: Design Point 1 Inflow=21.45 cfs 2.815 of Outflow=21.45 cfs 2.816 of Total Runoff Area= 12.280 ac Runoff Volume=2.815 of Average Runoff Depth=2.75" i 8354-ex Type 1/124-hr Rainfall=6 30" Prepared by (enter your company name here) Page 2 HydroCAD®6.10 s/n 001236 O 1986-2002 Applied Microcomputer Systems 10/28/2003 Subcatchment EX-1 A: EX-1 Runoff — 18.66 cfs @ 12.46 hrs, Volume= 2.454 at, Depth= 2.85" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr Rainfall=6.30" Area (ac) CN Description 6.135 70 Good Woods Group C 3.020 55 Good Woods Group B 0.695 98 Impervious 0.470 74 Good Grass Group C 10.320 68 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 9.5 50 0.0400 0.1 Sheet Flow, Woods: Light underbrush n=0.400 P2=3.10" 1.8 82 0.0240 0.8 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 12.5 767 0.0420 1.0 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.5 237 0.1000 1.6 Shallow Concentrated Flow, Woodland Kv=5.0 fps 6.2 323 0.0300 0.9 Shallow Concentrated Flow, Woodland Kv=5.0 fps 32.5 1,459 Total F i 8354-ex Type 11124-hr Rainfa11�6 30" Prepared by{enter your company name here} Page 3 H droCAD®6.10 s/n 001236 ©1986-2002 A Iced Mierocorri uter S stems 10/28/2003 Subcatchment EMA: EX-1 Hydrograph � f F 1 £ 1 -- • _1.__I__L_ __E__t_J__r 18 E__L_.�__€__�_�_ f I i F t k t 16 t__,__t_ 15 -- 14 -I--I-•'-t--��-I__"_-L�_t---l�...3__{-_-+_- 13 t _r -`r--1--r--�--1�--t--t---t---t--t---r-K-- 1 ---i--t--r-- 9 '-�--1- r_-f_ I Fr"'t--i-�r-�--I-"r-'i--r-T--t--r-�-- 8 �-_€--r--�--€---p--,--i-"r-�-_£--T--€---,----r-- 7 € _--F---t _ i L 1 r t 1 E r ( € 1 € E t I € -- -- -- -- i I € ! i _-__ t - I 1 I F I l € F [ Q i 2 3 4 5 6 7 8 9 10 11 12 i 3 14 15 16 17 18 19 26 21 22 23 24 25 26 27 28 29 36 Time (hours) I 8354ex Type 11124-hr Rainfall=6.30" Page 4 Prepared by {enter your company name here uter S stems 10128l2003 H droCAD®6.10 s/n 001236 © 1986-2002 Applied Microcom Subcatchment EX-1 B: EX-2 Runoff — 3.04 cfs @ 12.35 hrs, Volume= 0.361 af, Depth= 2.21" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr Rainfall=6.30Ik Area ac CN Description 1.300 55 Good Woods Group B 0.120 98 Impervious 0.280 74 Good Grass Group C 0.260 61 Good Grass Group B 1.960 61 Weighted Average Te Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 12.5 50 0.0200 0,1 Sheet Flow, Woods: Light underbrush n=0.400 P2= 3.10" 5.2 310 0.0390 1.0 Shallow Concentrated Flow, Woodland Kv=5.0 fps 6.2 466 0.0620 1.2 Shallow Concentrated Flow, Woodland Kv=5.0 fps 23.9 826 Total Subcatchment EX-1 B: EX-2 Hydrograph 1 t t E € E F 2 - --I--k--- 1k I 1 3 1 i k 1 1 t 1 I l t 1 I I 1 -�--€ -�--1--L_i__L I I € 1 k I € € [ 1 t € F I t t [ S I € { t 1 € I F € 0- 0 1 2 3 A 5 6 7 8 9 10 11 12 13 J7 18 19 20 21 Time thou 22 23 24 25 26 27 28 29 30 8354-ex Type Iff 24-hr Rainfall=6.30,, Prepared by{enter your company name here} H droCADO 6.10 s/n 001236 OO 1986-2002 Applied Microcom uter Systems Page 5 10/28/2003 Reach 1 R: Design Point 1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 12.280 ac, Inflow Depth = 2.75" Inflow _ 21.45 cfs @ 12.46 hrs, Volume= 2.815 of Outflow _ 21.45 cfs @ 12.46 hrs, Volume= 21815 af, Atten=0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span=0.00-30.00 hrs, dt=0.01 hrs Reach 1 R: Design Point 1 24 i ydrograph 1 23 : 1 1 , i f ,' f J-_t._-I 22 _(n1foW s I F F i 1 F I fF 1 i r 1Iz—o€1fflply r ,__I__t.-�--€__t_ I 18 ---e--€---r-�--r--r- i--l--r--s- -t--r -1--t__t-Y --1--t--�--I---r--I---€--r_rt_-�_--<_ti__�16 - __l-_L_1 _t__L I ; t _J_ F _f t__1__i _-1 t € # k F t I f 1 € , , # _L_.J i 1 --r-�i--Y--t--1_--s-_ 14 f- I i € _t- .y -F -t""-r_i-- r _F_ v 13 _, L_J_....F_...L_J__€__I — f_-L_J__F-..._L_J_�€__L._;__ 3 •F. -;-_r_ _.i_`F'"_I."-t {_-1-_ _t_�.F F 1 t # 1 ! I F i f # { r«. i -I r-`f'-'r--=.--r--�--I`-r-�--_I_-- - --i-L-�_--, i _ I __F _ F__E__F _ r__F__+ F , L__I__F_ L_J__1L,J__E_,L_�_..-i _I„_t• _{__i_ F-- r k € t 3 F € t F E r I i I r t I -- !--# €- I -I _ t t _+ I F 1 F F F 1 __ E 1 F F € I F F F t I 1 F t i -+ l---r-T"F--[•-,T--1-`_r_"t-�€_-r-----1-"'S'--1--1-- 1 , I t F I i �I' _ t 1 i € 1 1 i + i _1__I__L_.1__ice_L_1__t__L 1 ! € r-r- ,- �- I t ! 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 i 8 19 20 21 22 23 24 25 26 27 28 29 W30 Time (hours) Vanasse Hangen Brmtiin,Inc. HydroCAD.Analysis: Proposed Conditions \\Maivald\ld\08354\dots\reports\Drainage\09354_DrainageReport03-09REV102303.doc 26 Appendices R * EAIW Drainage Diagram for 8354-pr Prepared by(enter your company name mere) 10/28/2003 FiydrOCAE)®6.10 s/n 001236 id 19W-2002 Applied Microcomputer Systems Vanasse Hangen Br"ilin,Inc• 1-Year Storm Event - Proposed i i \\Mawald\Id\08354\docs\reports\Drainage\08354 Drainage Report-03-09REV102303.doe 27 Appendices [ E 8354-pr Type 1/124-hr Rainfall=2.90" Prepared by {eriter your company name here} page 1 H droCADO 6.10 s/n 001236 01986-2002 Applied Microcomputer systems 10/28/2003 Time span=0.00-30.00 hrs, dt=0.01 hrs, 3001 points Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=2.90" Reach routing by Stor-Ind+Trans method - Pond routing by Star-Ind method Subcatchment PR-1A: PR-1A Proposed Retail 1 and Parking fof8iteff Area=8.170 ac Runoff Depth=l_.98" Length=1,430' Tc=8.8 min CN=91 Runoff= 17.03 cfs 1.347.af Subcatchment PRAB: PR-1B Proposed Retail Buildings 2 and 3 RaWfArea=1.645 ac Runoff Depth=2.35" Tc=5.0 min CN=95 Runoff=4.47 cfs 0.322 of Subcatchment PR-1C: PR-1C Overland to Pond Runoff Area=1.290 ac Runoff Depth=0.80" Tc=5.0 min CN=73 Runoff= 1.14 ofs 0.086 of Subcatchment PR-1 D: PR-2 Overland to Wetiand Runoff Area=1.170 ac Runoff Depth=0.75" Tc=5.0 min CN=72 Runoff=0.95 cfs 0.073 of Reach 1 R: Design Point 1 Inflow= 3.09 cfs 1.781 of Outflow=3.09 cfs 1.781 of Pond 1: Pond 1 Peak Storage=50,009 cf @ 125.60' Inflow 21.96 cfs 1.755 of Primary--2.94 cfs 1.708 of Outflow=2.94 ofs 1.70E of Total Runoff Area= 12.275 ac Runoff Volume= 1.828 of Average Runoff Depth = 1.79" i I 8354-pr Type /H 24-hr Rainfall 2.90' Prepared by (enter your company name here) Page 2 H droCAD®6.10 s/n 001238 01 M-2002 APplied Microcomputer Systems i0/28/2003 Subcatchment PR-1 A: PRA A Proposed Retail 1 and Parking for Site Runoff = 17.03 cfs @ 12.12 hrs, Volume= 1.347 af, Depth= 1.98" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-30.00 hrs, dt=0.01 hrs Type ill 24-hr Rainfall=2.90" Area ac ON Description 0.530 98 Retail 1 Roof 0.130 98 Existing Bank Roof 0.720 61 >75%Grass cover, Good, HSG B 0,650 74 >75% Grass cover, Good, HSG C 0.590 74 Bank:>75%Grass cover, Good, HSG C 5.550 98 Parking,,sidewalks 8.170 91 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 5.3 50 0.0240 0.2 Sheet Flow, Grass: Short n=0.150 P2= 3.10" 0.4 40 0.0500 1.6 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 1.8 450 0.0400 4.1 Shallow Concentrated Flow, Paved Kv=20.3 fps 1.3 890 0.0500 11.0 8.63 Circular Channel (pipe), Diam= 12.0 Area=0.8 sf Perim=3.1' r=0.25' n=0.012 8.8 1,430 Total i i 8354-pr Type I//24-hr Rainfall=2.90" Prepared by {enter your company name here} Page.3 H droCAD®6.10 s/n 001236 © 1986-2002 Applied Microcom uter Sy stems 10/28/2003 Subcatchment PR-1A: PR-IA Proposed Retain and Parking for Site 1 Hydrograph - 18F--i--f__.l--�--i--�---1-_€---�---�-_r__.y__t--_���__ F-! F € t 1 I € € F 1 € •i.. V � � I € € 1 i F € 1 t € F F F € 1 t -Eiunoll 1 _[__L_.I__i__i_J�_L_i_J_._# : 1J__L-_1__5_�#„_-,�__ r I i r i € 3 13 r_ _1-'-1-- --F-�,---5 -f--r -1 -�€---€--r--r--1---r�-s--r-r---I---r- --7--r--t--1--r---r---s--r-�-[--t--r---€--r-T---€--r-7__. I 1 --I--}--1�,_�-.}-_.E._-F-_�__ .l i 1 r t T. - -_T_- _ _,f-_ l - 1-J -L_-I--€_ € ' _ 1- L- [_-1 3 1 t [ 1 k 1 1 1 I 1 i I i _I___ _ _L___._t_,- # J, - 1 I€ 1r � � � r- ---r--'t--1...�r1 -€`--r-�---I-�r--1--r" _-I-€ r3r r€ IltI I1 _.F_ € + .T__ � _+[ [ i 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) i i 8354pr Type I//24-hr Ralnfall=2.90" Prepared by (enter your company name here) Page 4 H droCAD®6.10 s/n 001236 01986-2002 Applied Microcomputer S stems 10/28/2003 Subcatchment PR-1 B: PR-1 B Proposed Retail Buildings 2 and 3 Roof Runoff 4.47 cfs @ 12.07 hrs, Volume= 0.322 af, Depth= 2.35" Runoff by SCS TR-20 method, UH-SCS,Time Span 0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr Rainfall=2.90" Area ac CN Description 0.523 98 Retail 2 Roof 0.702 98 Retail 3 Roof 0.270 98 Driveway 0.150 61 >75%Grass cover, Good, HSG B 1.645 95 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 5.0 Direct Entry, Subcatchment PR-1 B: PR-1 B Proposed Retail Buildings 2 and 3 Roof Hydrograph t 1 1 I t l I { F I € t ! € i 1 1 € E t 1 f E [ l I I • 4 --r-- 1 I € 1 F I 1 1 [ € € 1 I I F t k € 1 1 I 1 1 ! 1 I 1 3 --+---F---t--{--1---€---I- r-- �--I-- --,--1---r---€--F--t--1--r--r--€--�---t--,--r-t--I---[-- 1 1 i 1 t I € 1 1 I € 1 I I 1 [ I I 1 [ I t I F r I 1 1 1 € I 1 I I 1 F € 1 1 l € I [ 3 1 1 I 1 F F t F F I € € t 1 € € F I I € t 1 € I e I I I € { € € t I 3 F € 1 2 a--3— €---1— 4— -I__ 1 I € 1 1 I 1 I 1 3 € 1 l I € [ ) € 1 F I € f 3 € € I 1 1 € € [ 1 € € [ ! € € 1 F [ 3 1 f I I F 1 I I 1 l I ! I 3 1 f € € € 1 1 I 3 E € I € E 1 1 € { € 0 0 i 2 3 4 5 6 7 8 9 10 ii 12 1317 if3 i9 20 9-1 22 23 24 25 26 27 28 Time (hours) 29 30 8354-pr Type 1H 24-hr Ralnfall_2.94" Prepared by (enter your company name here}. Page 5 H droCAD®6.10 s/n 001236 O 1986-2002 Applied Microcomputer Systems 10/28/2003 Subcatchment PR-1 C: PR-1 C Overland to Pond Runoff — 1.14 cfs @ 12.08 hrs, Volume= 0.086 af, Depth= 0.801, Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr Rainfall=2.901E Area ac) CN Description 0.380 74 >75%Grass cover, Good, HSG C 0.620 61 >75%Grass cover, Good, HSG B 0.290 98 Reserve Parking Area 1.290 73 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 5.0 Direct Entry, Subcatchment PR-1 C: PR-1 C Overland to Pond Hydrograph 1 F I_ I E I_ 1 ! i i _ I 1 I__s,£ t € F 1 I E WI mi i LL€ i_ € I 4 € f 1 t 1 F S 1 t E 3 1 t 1 1 1 t F ! € E F t F ! F t 1 F E 1 ( !0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 I 8354-pr Type /if 24-hr Rainfall=2.90[F Prepared by (eater your company name here) Page 6 H droCADO 6.10 s/n 001236 ©1986-2002 Applied Microcom uter Systems 10/28J2003 I Subcatchment PR-1 D: PR-2 Overland to Wetland Runoff — 0.95 cfs @ 12,09 hrs, Volume= 0,073 af, Depth= 0.75`t Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr Rainfall=2.90" Area ac CN Description 0.980 74 >75%Grass cover, Good, HSG C 0.190 61 >75%Grass cover, Good HSG B 1.170 72 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 5 0 Direct Entry, Subcatchment PR-1 D: PR-2 Overland to Wetland Hydrograph t I I E { 1 { 1 k t I 1 I I E 1 k [ I I t I i 1 1 I I I • E k t I 1 I 1 E i S 1 1 1 S l l f E 1 1 [ I I I F 1 1 I I i I t S 1 t i I t 4 I k t I I 3 t F I E S t 1 E t 1 1 I [ 1 € 1 1 1 I 1 I I i 1 1 I i E t l i 1 i i F I 1 I I 1 3 € I I t 1 t 1 t l S 1 1 I ! I I F L I i 3 I I 1 i I t F I E 1 F I t I F I k I 1 F t 1 I F F S I [ k t ! k I 1 [ k t I E 1 I 1 1 [ 1 € 1 1 ( F t I [ F € I t [ S 1 [ I E 1 t E € l i i i t 1 1 I F 1 1 i 0 1 2 3 4 6 6 7 8 6 10 11 12 13Ttme (hours)17 i6 19 20 21 22 23 24 25 26 27 28 29 30 8354-pr Type 11124-hrRainfa11-2.g0" Prepared by {enter your company name here} page 7 H droCADO 6.10 s1n 001236 OO 1986-2002 Ap2lied Microcomputer Systems 10/28/2003 Reach 1 R: Design Point 1 [401 Hint; Not Described (Outflow=lnflow) Inflow Area= 12.275 ac, Inflow Depth = 1.74" Inflow _ 3.09 cfs @ 12.72 hrs, Volume= 1.781 of Outflow _ 3.09 cfs @ 12.72 hrs, Volume= 1.781 af, Men=0%, Lag=0.0 min Routing by Star-Ind+Trans method, Time Span=0.00-30.00 hrs, dt=0.01 hrs Reach 1 R: Design Point 1 Hydrograph -•Inf i I tow 3 L F € —Outflow JLL_L__l__t.._1_J-_i__}•._�__i__t__a__ t F i I 1 f 1 I ! 3 I t I t I r € 3 € I 1 F [ € F I rL S 1 i € € I r I t t I r 3 1 t I I r € t i 1 1 I € 3 € € 1 - _T__I7._j__� F 1 € I [ 1 E { t [ t r E t 1 t 1 1 I t I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 1R 75 1B 77 18 19 20 27 22 23 24 25 26 27 28 29 30 Time (hours) i 8354-pr Type Ill 24-hr Rainfall=2.90" . Prepared by (enter your company name here} Page 8 H droCAD®6.10 s/n 001236 © 1986-2002 Applied microcomputer systems 10/28/2003 Pond 1: Pond 1 Inflow Area = 11.105 ac, inflow Depth= 1.901, Inflow - 21.96 cfs @ 12;11 hrs, Volume= 1.755 of Outflow - 2.94 cfs @ 12.77 hrs, Volume= 1.708 af, Atten=87%, Lag=39.5 min Primary 2.94 cfs @ 12.77 hrs, Volume= 1.708 of Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt=0.01 hrs Starting Elev= 123.40' Surf.Area-- 14,833 sf Storage= 12,852 cf Peak Elev= 125.60' Surf.Area= 18,975 sf Storage=50,009 cf (37,157 cf above starting storage) Plug-Flow detention time=326.8 min calculated for 1.413 of (81%of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store feet s -ft cubic-feet cubic feet 122.50 13,270 0 0 123.00 14,120 6,848 6,848 124.00 15,903 15,012 21,859 125.00 17,800 16,852 38,711 126.00 19,753 18,777 57,487 127.00 21,758 20,756 78,243 128.00 23,836 22,797 101,040 Primary OutFlow Max=2.93 cfs 0 12.77 hrs HW=125.60' (Free Discharge) 1=Orifice/Grate (Controls 2.30 cfs) 2-Orifice/Grate (Controls 0.64 cfs) 3=Broad-Crested Rectangular Weir (Controls 0.00 cfs) # Routin Invert Outlet Devices 1 Primary 123.40' 8.0" Vert. Orifice/Grate C=0.600 2 Primary 125.20' 12.0" Vert. Orifice/Grate C=0.600 3 Primary 127.50' 15.0' long x 11.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64 9 a _ -0 co Flaw (CIS) W I I f 1 I r I r 111 I 1 I I 1 3 I I I I I I I I I I CL I I i I_I I_ I I f^ 1 I 1 E I _I_I_ 1 m� I I ^I^-IAI I t^11 I I I ^I !_f 1I-I^�i�!-I I 1{ I I 1 ..i W '"'7'-'I'-r^i'-•T-r1-r-r^'7-r--€-'Z-r--1---r-r^I'-'r--r'7^^r^'r7_ O (D I I 1 1 1 E e l l l l 1 1 1 1 t E 3 1 1 1 1 1 E 10 I I I I I i 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 CD W T-r-t � E I I I E I I I I I f l 1 1 1 1 1 1 1 1 1 ^� V -{�...4�...I•'-1 .!. E..J_L..!».J r.L-..I_..1.,.L_1....A«»l.._l^.!,.»1.,J_J...1....«I 0) 3 i l O L_I-,J,.L..I_��.l..ter..1..1....1 W.A_I.,•,J O I I E 1 1 1 l 3 1 1 1 ! { I I I 1 1 1 1 i l l l I I E I I I 1 I I I i _.L I-r-I.»7`f.,.E»"f-r-I_T..r-1..7."r7 (D 2) 1 1 ! I I I € I E I I E I I I 1 1 1 1 1 1 1 1 1 co Q "+-M--I-.F..}••W-E..Ih-.4�..F,.1..».,.E^F_I�...F....3-_I i•.,4--1-F,»1»-J cm I 1 E I ! I r ! I 1 I E I I I»^I j_Ljj`-1' Ir "�`" ON •io+.i I 1 I 4 1 I �� I © ¢1 T E I D( I { I 1 1 1 I I 1 I 1 3 (D I I 'I t 1 'E 1-I I- I I f I { ! I I 1 j CD ^ I 1 I I 1^ 1 (Q . I I I I I I l i l l 1 3 1 ! I I I I 1 1 1 1 r-I-T„r.'"I"`.r_r,..1".r_I_..1.'t.^1_,.1,""I'•.-I-T..1'"-I-T..r»I SV Qr - I I I I I I I I I I I I 1 3 I l E l l I l 3 E 1 1 1 1 1 t I I I I"TC"1'T""f'""f Q L»,L J_i,M i.,,wl^L...I.».,1..L,.I,.,.I.»,4._I^.3....L J_.I,.,..1...,E- C: CD I--11 I IT»I I I I l l l l l l l l l l l l l l l 1 1 1 3 l l I E I I I { t l l l l f l l l € I I 1 1 1 1 1 1 ! f 3 1 1 1 1 1 1 1 € 1 3 1 ! I I ! I I I I I I a »1`T,r-1--r-r^�-r-r�•.r`I-^r-r^'I--r�r•-'E'-T-'r�l-T-E-�- N I I I I I I I 1 1 I I I I I 1 l 3 1 ! I I f I 3 1 1 ! 1 1 1 1 1 1 l I l E 1 1 1 1 E 1 1 1 3 1 1 N .I 7 W !^ -L.^I I-I I N f i I l E E r l l l l E l l 1 f 1 1 1 1 1 1 1 1 ^r r^r-r�1-�'-i^-I-r-r�-r-r-r-r^�-T^r'�--T-r-I � I I I l I l I f l E 1 1 r 1 I t I I ! I I I n` o i13 of W co y Vanasse Hangen Brustlin,Inc. 2-Year Storm Event - Proposed \\Mawald\ld\08354\does\reports\Drainage\08354 Drainage Report-03-09REV102303.doe 28 Appendices ' 8354-pr Type 1N 24-hr Rainfall-3.1 D" Prepared by {enter your company name Isere} Page 1 H droCADO 6.10 s/n 001236 01986-2002 Applied Microcomputer Systems 10/28/2003 Time span=0.00-30.00 hrs, dt=0.01 hrs, 3001 points Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=3.10" Reach routing by Stor-Ind*Trans method - Pond routing by Stor-Ind method Subcatchment PR-1A: PRAA-Proposed Retail 1 and Parking fof6iteff Area=8.170 ac Runoff Depth=2.16" Length=1,430' Tc=8.8 min CN=91 Runoff= 18.58 cfs 1.474 of Subcatchment PR-1 B: PR-1 B Proposed Retail Buildings 2 and TROW Area=1.645 ac Runoff Depth=2.55" Tc=5.0 min CN=95 Runoff=4.82 cfs 0.349 of Subcatchment PR-1C: PR-1C Overland to Pond Runoff Area=1.290 ac Runoff Depth=0.92" Tc=5.0 min CN=73 Runoff= 1.34 cfs 0.099 of Subcatchment PRA D: PR-2 Overland to Wetland Runoff Area=1.170 ac Runoff Depth=0.87" Tc=5.0 min CN=72 Runoff= 1.13 cfs 0.085 of Reach 1 R: Design Point 1 Inflow=3.76 cfs 1.958 of Outflow=3.76 cfs 1.958 of Pond 1: pond 1 Peak Storage=53,075 of @ 125.77' Inflow=23.99 cfs 1.922 of Primary=3.57 cfs 1.873 of Outflow=3.57 cfs 1.873 of Total Runoff Area=12.275 ac Runoff Volume W 2.006 of Average Runoff Depth 1.96" I I 8354-pr Type /H 24-hr Rainfaii=3.10" Prepared by{enter your company name here} Page 2 H droCAD®6.10 s/n 001236 01986-2002 Applied Microcomputer Systems 10/2$12003 Subcatchment PRA A: PR-1 A Proposed Retail I and Parking for Site Runoff — 18.58 efs @ 12.12 hrs, Volume= 1.474 af, Depth= 2.16" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr Rainfall=3.10" Area ac CN Description 0.530 98 Retail 1 Roof 0.130 98 Existing Bank Roof 0720 61 >75%Grass cover, Good, HSG B 0.650 74 >75%Grass cover, Good, HSG C 0.590 74 Bank>75%Grass cover, Good, HSG C 5.550 98 Parking, sidewalks 8.170 91 Weighted Average Tc Length Slope Velocity Capacity Description min feet tYlt ftisec ds 5.3 50 0.0240 0.2 Sheet Flow, Grass: Short n= 0.150 P2=3.10" oA 40 0.0500 1.6 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 1.8 450 0.0400 4,1 Shallow Concentrated Flow, Paved Kv=20.3 fps 1.3 890 0.0500 11.0 8.63 Circular Channel (pipe), Diem= 12.0" Area=0.8 sf Perim=3.1' r=0.25' n=0.012 8.8 1,430 Total i 8354-pr Type W 24-hr Rainfa11-3.10" Prepared by {enter your company name here} Page 3 H droCAD®6.10 s/n 001236 ©1986-2002 Applied Microcomputer Systems 10/28/2003 Subcatchment PR-1A: PR-1A Proposed Retail 1 and Parking for Site Hydrograph 20 -1--€-_� i--'--L_ l__- _1__ 1 €__L__1__I_-L_J_.-.r__3_r��L I 1 i6 17 --a._._r__3-_.1 I - i -4--1__ 14 -3--€---t-"-+--€---+--€--}--t--1---t--- -i---F-'{---I---t'-'{---I--s---1---r--t---i--F----�--€--€-"-+-- E F r € I i 3 F 3 1 1 € F 1 t I -�-7-� -r-T- i I 1 I € ! i 1 F € r [ F € E F € t t F'-Z-_} F_lf_T_-!__f-"_ -t_--1--_r_Z__t_-'T__i__1Y_T I ( 1 1 i € 1 t t J 1 F _"..i"""'r-"i--k_..._T. �-- i 6 ; € € 1 i E- 1 1 - 3 r ._-t--L_J_.,t,__.E__t�_L-3__ 0 0 1 2 3 4 5 S 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) I I 8354-pr Type ill 24-hr Rainfa11=3.10`T Prepared by (enter your company name here) Page 4 H droCAD®6.10 s/n 001236 01986-2002 Applied Microcomputer Systems 10l2812003 Subcatchment PR-1 B: PR-1 B Proposed Retail Buildings 2 and 3 Roof Runoff — 4.82 cfs @ 12.07 hrs, Volume= 0.349 af, Depth= 2,55" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr Rainfall=3.1011 Area ac CN Description 0.523 98 Retail 2 Roof 0.702 98 Retail 3 Roof 0.270 98 Driveway 0.150 61 >75%Grass cover, Good HSG B 1.645 95 Weighted Average Tc Length Slope Velocity Capacity Description min feet ftlft ft/sec cfs 5.0 Direct Entry, Subcatchment PR-1 B: PR-1 B Proposed Retail Buildings 2 and 3 Roof Hydrograph 5 4--f- 4 t--r-r- 1 € t 4 3 ---t---#----r--r--r--r--3--r-r--€--t-- --€--r-r--�---r-r--I--r--r--I--r-r�-�---r--r-�--r--- v t l t i [ t 1 € 1 I I E I t k I t l € 1 € 1 € I I F € F [ € I 1 [ ILL 1 4 1 € 1 I ! € { 1 € 1 1 I i I t i 4 1 1 --€--€__r-�--t--r---r--t--r-�€--€- r 7---r-r-�--€ r--€- r-r---I"-r-r-_I_--r-r- t 1 € F t I 1 I € I 1 I 1 € € F € I 1 I € I I fill 11221. 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 4 Time (hours) I 8354-pr Type N 24-hr Rainfaih3.10" Prepared by{enter your company name here) Page 5 H droCADO 6.10 s/n 001236 01986-2002 Applied Microcomputer Systems 10/28/2003 Subcatchment PR-1 C: PR-1 C Overland to Pond Runoff — 1.34 cfs @ 12.08 hrs, Volume= 0.099 af, Depth= 0.92" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr Rainfall=3.10" Area ac CN Description 0.380 74 >75% cover, Goo° Grass , d, HSG C -'- 0.620 61 >75% Grass cover, Good, HSG B 0.290 98 Reserve Parking Area 1.290 73 Weighted Average Te Length Slope Velocity Capacity Description min feet ftlft ft/sec cfs 5.0 _ Direct Entry, Subcatchment PR-1 C: PR-1 C Overland to Pond Hydrograph F E E € r 1 t F F I 1 F I t I 1 1 E t t I € 1 1 I 3 E [F E € t 1 1 t € E I 1 1 1 € I € I E € 1 I € 1 1 I € E F 1 ( [ E ( 3 F I 1 I F ; 1 1 t € E 0 1 2 3 4 6 . 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 25 26 27, 28 29 30 Time (hours) I 8354-pr Type Ill 24-hr Rainfall=3.10" Prepared by (enter your company name here) Page 6 M droCAD®6.10 s/r1001236 ©1986-2002 A lied Microcomputer S stems 10/28/2003 Subcatchment PR-1 D: PR-2 Overland to Wetland Runoff — 1.13 cfs @ 12.08 hrs, Volume= 0.085 af, Depth= 0.87" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr Rainfall=3.10" Area ac CN Description 0.980 74 >75% Grass cover, Good, HSG C 0.190 61 >75%Grass cover, Good, HSG B 1.170 72 Weighted Average Te Length Slope Velocity Capacity Description min feet ftlft ftlsec cfs 5.0 Direct Entry, Subcatchment PR-1 D: PR-2 Overland to Wetland Hydrograph :4_ a LL 4 1 1 1 F I F I 1 E F f i I t t [ 1 1 1 F k I t 1 1 F I 1 1 I l € i 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 `� ( 17 18 19 20 21 22 2-3 24 25 26 27 28 29 30 Tehau s) (f f 8354`pr Type 11124-hr Rainfall-3.101, Prepared by{enter your company name here) page 7 Fi droCAD®6A 0 s/n 001236 01986-2002 Applied Microcom puter Systems 10/28/2003 Reach 1 R. Design Point 1 J40] Hint: Not Described (Outflow=Inflow) Inflow Area- 12.275 ac, Inflow Depth= 1.911, Inflow -- 3.76 cfs @ 12.65 hrs, Volume= 1.958 a€ Outflow = 3.76 cfs @ 12.65 hrs, Volume= 1.958 af; Aften=0%, Lag=O.O min Routing by Stor-Ind+Trans method, Time Span= 0.00-30.00 hrs, dt=0.01 hrs Reach 1 R: Design Point 1 Hydrograph 4 --t--T i--t-`I�- -r -'l-�l---r-�_-- t Inflow outri { € f [ i t 1 F € 1 t t k € f �-1__E-_?- t--€--E - - k--t---' `--€- t p 2 -*--t---€--t---I----r---t---1----E--+--€-- --r--s--t-- � -{--r--:---1--:--r--:---t--r--s---€--}--�--- � ._;--#_-r --r--1--r-T--#_--,---T--{- r-,---1--r-T-�---r-�--€_-1 _r_ _"r--T-�--#- -r-E-- F t r F I ( 1 E t I [ t t F t 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 10 19 20 21 22 23 24 25 26 27 28 29 30 Tlme (hours) 1 8354-pr Type ill 24-hr Rainfall-3.10" Prepared by (enter your company name here} Page 8 H droCADO 6.10 s/n 001236 © 1986-2002 Applied Microcomputer Systems 10/28/2003 Pond 1: Pond 1 Inflow Area = 11.105 ac, Inflow Depth = 2.08" Inflow 23.99 cfs @ 12.11 hrs, Volume= 1,922 of Outflow _ 3.57 cfs @ 12.68 hrs, Volume= 1.873 af, Atten=85%, Lag=34.4 min Primary - 3.57 cfs @ 12.68 hrs, Volume= 1.873 a# Routing by Stor-Ind method, Time Span=0.00-30.00 hrs, dt= 0.01 hrs Starting EIev= 123.40' Surf.Area= 14,833 sf Storage= 12,852 cf Peak EIev= 125.77' Surf.Area= 19,294 sf Storage=53,075 cf (40,223 cf above starting storage) Plug-Flow detention time=314.3 min calculated for 1.578 of (82%of Inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store feet s -ft cubic-feet cubic-feet 122.50 13,270 0 0 123.00 14,120 6,848 6,848 124.00 15,903 15,012 21,859 125.00 17,800 16,852 38,711 126.00 19,753 18,777 57,487 127.00 21,758 20,756 78,243 128.00 23,836 22,797 101,040 Primary OutFlow Max=3.57 cfs @ 12.68 hrs HW=125.77' (Free Discharge) 1=Orifice/Grate (Controls 2.40 cfs) 2=Orifice/Grate (Controls 1.17 cfs) 3=Broad-Crested Rectangular Weir (Controls 0.00 cfs) # Routing Invert Outlet Devices 1 Primary 123.40' 8.0" Vert. Orifice/Grate C=0.600 2 Primary 125.20' 12.0" Vert. Orifice/Grate C= 0.600 3 Primary 127.50' 15.0' long x 11.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1,20 1.40 1.60 Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64 = -0 co Flow (cfs) fl. " ytW�r •+N W.A C10J r[ CO CDO� N W AfSi d1 �I OO�N� N(.Ny•Np CN71� 0 i O > CD 4^N^]^1--4^6-4-6-1 1--4^FBI S.-I..1-..I..1•-I-a•-I»a•_t F_1 {. � Q E I I I 1 1 1 1 E ! 1 1 I I I I t l 1 I 3 1 r 1 1 1 N r L I I _! 1 I E ! i I I 1 I_i I'I I I �1-1 ICI I I I-I IT! 1 f 3-I-I 11 1 1 -I-I I I CF)� r-rr O CD. 1 1 1 1 ! I 1 7 E 1 1 1 1 1 i .p ,.3.,.kJ_4.J_1-_1.»4--�-1..,1_a-_I..L-�-I-.»i�1-I...�--I-.I„-iW = CD . 1 1 1 1 1 1 1 ! ! 1 t i l l E Ua 1 I i I^'1^! 1'1 WI-I ^I-� 1-f ml` I W �- 1 CA) -1 V .-!�E_J...L_! I...d�J--f..1.J_�..•-•i..�J-J..»L_I_d...�t....J-J,...I�I_.J...,!«..J. 0) 0 W JL _L Q OI » i 1 1 1 1 1 1 1 1 1 1 1 t l l l 7 CID I I I I [ 1 3 1 1 1 1 1 1 1 E 1 1 1 9 1 1 [ ] ! I N J_LJ,L 1_IL L C]1 E I I I I E I I I I 3 I I I 1 1 I I I > (D. I i-1L — J_i i—i_r L_r L � I r_1J_L 0 m 1 I ! I I I I 1 I I 1 = ��. a Ga "7 ! -r•`7-r"7""r'1"r"]-r-i•` 1 I Er'Z^r-"1`r`71 -i-^r-71-r-11 I I 1 1 I I 1 I I I l I I I I I I I I I I a•-I^4,-1-L_[.,a•-1_a, � ..�► (] y 1 1 1 1 1 E i 1 t 1 3 1 1 1 1 1 E E I I l l l 1 r ! r I 1 � I 1 ml�•i 1 i MI'I'f µ I• I'1-E ['3'f-E'3^I'i'[^1�1-7- O -I I I I [ t ! I I I I I I E 1 1 1 1 1 1 1 1 3 1 1 1 0 n-r^I-"r -[-r-I-Y '7 E I 1 1 1 1 1 ! 1 1 f 1 I 1 1 1 E I l E l l l l l CD C I I I I E I I I I I I I ! 1 1 I I I I I E ! I I I 1 f N I I I I I I I I I I I I I I I i l i 1 1 I S 1 1 f (p I I I I 1 t I I l E I l E 1 l I I 1 1 1 1 1 1 1 i 1 E I I I I t E I l l 1 1 1 1 1 1 ! E I f 1 1 t E l 1 i i l l l t 1 1 1 1 1 1 1 1 1 1 f 1 1 1 1 1 i l 1 1 r'7 r-I`r`E`r"'"I'"r-1^r-1 T`I T-I-r I I E E I I I I I I I f 1 1 1 1 1 1 1 ! I I I I� -a-I-«!..1-"a.,t..-a-�«€-I_-I..J•W I-it..{..H-1�a•^I-�_I..1.,.I,.a.^I W✓.CD I E I E I I I E 1 i I 1 1 I I 1 I I I I I i I I I E t_J _I_L a ! 1 I I 1 0 1 ! I i 1 I I 1 ! I -r E I I I I I f f E CD N I I E I I 1 I I I I I I I E 1 1 1 1 1 1 1 I 1 1 1 1 1 � '-1^I-•�•-r^r--r-I-r-a-r^I-•r-E-r-�`r-^I-•r`7-r^�-^r-t^r•^I`r "� co N' 1 1 1 1 1 7 1 1 1 I I I I 1 1 1 1 I I I I t i 1 1 1 i»w_IF»..E� ..1„I _I„ I ^I I «I.. r ,.1 1 -I- I � O E l l l l f f 42 N GJ CQ ►t CD CCS LO Vanasse Hangen Brustlin,hie. 10-Year Storm Event- Proposed i \\Mawald\ld\08354\does\reports\Drainage\08354_Drainage Report-03-09REV102303.doe 29 Appendices 8354-pr Type 11124-hr Rainfall=4.5D" Prepared by {enter your company name here} Page 1 H droCAD@ 6.10 s/n 001236 U 1986-2002 Aeplied Microcomputer Systems 10/28/2003 Time span=0.00-30.00 hrs, dt=0.01 hrs, 3001 points Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall 4.50" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment PRAA: PRAA Proposed Retail 1 and Parking fotr'iteff Area=8.170 ac Runoff Depth=3.50" Length=1,430' Tc=8.8 ruin CN=91 Runoff=29.40 cfs 2.382 of Subcatchment PR-1 B: PR-1 B Proposed Retail Buildings 2 and TRWf Area=1.645 ac Runoff Depth=3.92" Tc=5.0 min CN=95 Runoff=7.25 cfs 0.538 of Subcatchment PR-1C: PRAC Overland to Pond Runoff Area=1.290 ac Runoff Depth=1.90" Tc=5.0 min CN=73 Runoff=2.93 cfs 0.204 of Subcatchment PR-1 D: PR-2 Overland to Wetland Runoff Area=1.170 ac Runoff Depth=1.82" Tc=5,0 rein CN=72 Runoff 2.54 cfs 0.177 of Reach 1 R: Design Point 1 Inflow=7.66 cfs 3.245 of Outflow=7.66 cfs 3.245 of Pond 1: Pond 1 Peak Storage=75,410 of @ 126.86' Inflow=38.38 cfs 3.123 of Primary=7.05 cfs 3.067 of Outflow=7.05 cfs 3.067 of Total Runoff Area- 12.275 ac Runoff Volume=3.301 of Average Runoff Depth 3.23" 8354-pr Type H124-hr Rarnfaf1=4.50" Prepared by {enter your company name here} Page 2 H droCAD4 6.10 sIn 001236 © 1986-2002 A lied Microcom uter S stems 10/28/2003 Subcatchment PR-1 A: PR-1A Proposed Retail 1 and Parking for Site Runoff _ 29.40 cfs @ 12.12 hrs, Volume= 2.382 af, Depth= 3,50" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-30.00 hrs, dt=0.01 hrs Type Ill 24-hr Rainfall-:.4.50" Area ac CN Description 0,530 98 Retail 1 Roof 0.130 98 Existing Bank Roof 0.720 61 >75%Grass cover, Good, HSG B 0.650 74 >75%Grass cover, Good, HSG C 0.590 74 Bank:>75%Grass cover, Good, HSG C 5.550 98 Parkin , sidewalks 8.170 91 Weighted Average To Length Slope Velocity Capacity Description min feet fVft ftlsec cfs 5.3 50 0.0244 0.2 Sheet Flow, Grass: Short n=0.150 P2= 3.10" d Flow, 0.4 40 0.0500 1.6 Shallow Short Grass Pasture e Kv=7.0 fps 1.8 450 00400 4.1 Shallow Concentrated Flow, Paved Kv=20.3 fps 1.3 890 0.0500 11.0 8.63 Circular Channel (pipe), Nam= 12.0" Area=0.8 sf Perim=3.1' r=0.25' n=0.012 8.8 1,430 Total 1 i 8354-pr Type M 24-hr Rainfai1=4.50" Prepared by {enter your company name here} Page 3 H droCAD®6.10 s/n 001236 01986-2002 Applied Microcomputer S stems 10/28/2003 Subcatchment PR-1 A: PR-1A Proposed Retail 1 and Parking for Site Hydrograph £ r i 32. -T--1--t-"-s-_r'-f_-i--1--r-y--7--Y--t--r--l -^1--r--t -^I--I---r---7--t--t- -t--i--€"_r---e-' �� 2A� f _ 28 1 1 26 1-_€- L_ € r l_J _t 3L_. - --L-1 _I-_L_1 -I- IL T _1 IL i 1 I I E I i i t 24 £ € € 1 1 1 I 1 [ F E I [ € 1 € r i € r� I € € £ 1 € { 7 1 I 1 1 I E -..�_""€�'_F "j I ( r t -- E ! 1 [ I 7 I 1 I € t I I I t G 1 _ 1 _E I _i _1 F _t I € I 1 1 € 1 t t I ��----.-_--- i 1 i I t F 1 7 1 7 [ r 1 S t -i- i € ""i- i € f I 1 FL 1 I I F 1 € F F E # 1 1 I I [ f 1--1 F ( - 1 1 I i I r I t I s t 1 i j- 1 } _ ,.i—_;—""F—"'7——f -.T--`i,... _ .� _I——!-—"r----€——Y—Y•-._1—— —-t'-—!"—-f—"'I``1-— i r y 1 I € t 1 € 1 I_-L_L__I__L_ i _ # t 1 E i I 6_ _:.'_"1__t-_ 7! i # i _i._.�--� �- --�._.J--i--E' 3--'--'t--i--I-_-f.__. t l # 1 t I 4 1 i € € [ 1 i t 1 0 i 2 3 4 5 6 7 8 9 i0 11 12 13 ik 16 16 17 18 19 20 21 22 23 24 25 2& 27 28 29 30 Time (hours) 8354=pr Type 11124-hr Rainfal1W4.50" Prepared by{enter your company.name here} Page 4 HydroCAD@ 6.10 s/n 001236 U 1986-2002 Applied Microcomputer Systems 10/28/2003 Subcatchment PR-1 B: PRA B Proposed Retail Buildings 2 and 3 Roof Runoff - 7.25 cfs @ 12.07 hrs, Volume= 0.538 af, Depth= 3.92" Runoff by SCS TR-20 method, UH-SCS,Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr Rainfall=4.50" Area ac CN Description 0.523 98 Retail 2 Roof 0.702 98 Retail 3 Roof 0.270 98 Driveway 0.150 61 >75% Grass cover, Good HSG B 1.645 95 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) _ 5.0 Direct Entry, Subcatchment PRA B: PRA B Proposed Retail Buildings 2 and 3 Roof Hydrograph 7 5 2 i v I I 1 I r 1 l I ! 1 t [ I I 1 [ E I € € I 1 I r k I I [ t I I IL 1 € t 2 ...L_J__1...�1�.--1__L_.1--1--_L_1__E--L__ € -I-.._E_-:--AI _J.- 1 I € I € I € I I 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) I i 8354-pr Type III 24-hr Rainfall=4.50" Prepared by tenter your company name here} Page 5 H droCAD®6.10 s/n 001236 01986-2002 A lied Microcom uter S stems 10/28/2003 Subcatchment PR-1 C. PR-1 C Overland to Pond Runoff _ 2.93 cfs @ 12.08 hrs, Volume= 0.204 af, Depth= 1.90° Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr Rainfall=4.50tt Area ac CN Description 0.380 74 >75% Grass cover, Good, HSG C 0.620 61 >75% Grass cover, Good, HSG 6 0.290 98 Reserve Parking Area 1.290 73 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 5.0 Direct Entry, Subcatchment PR-1 C. PR-1 C Overland to Pond Hydrograph I 3 _ _ ll 1I € f € F I t 1 I € l [ 1 € € I [ 3 € ! 4 1 I I 1 } I € S l € € 1 1 € I € ! I I t € k I I E 1 1 € t F [ I I I [ t t 1 [ € 1 t 1 1 I [ 1 € 1 t 1 € € F 1 € I E 1 € f ? 1 € € 1 I € I 1 € I 1 F I € € € F E € 3 F I € I ! € 1 1 [ 1 € I r 1 € F 1 1 1 [ I I I I E I f F I ! 1 1 € € f F E 1 1 I € 1 1 [ I ! € € [ k 1 I t ! € € F I F 1 [ [ 2 _€_ € _ 1 1 _i 1 _I 1 € € _ 1— 1 � -(— [ i f € ? 1 1 1 1 I f I I 1 1 I 1 I t I I I F 1 I f € € t [ € 1 1 1 1 I 1 l k € [ 1 f ! [ I € 1 F 1 F 1 € 1 1 I I F I € € I [ n 1 I f I 1 I f F ! I t I 1 1 1 1 1 1 1 1 1 1 1 1 € € [ 1 t 1 [ I € 1 I 1 1 r 1 I 1 1 [ E F I € 1 1 t 1 € F s € € € I € 1 1 1 F F E t 1 1 I 1 € t ! I 1 € € [ I { 1 [ - I I t F 1 1 f I I 1 t 1 1 1 t 1 1 € 1 I 1 1 1 I 1 f I 1 1 € € € [ 1 1 k t I ! I [ [ 1 I I t I F € 1 0 sollin. 1 1 Al 111V P 11 1 ill, I I I € [ I € € [ 1 € 1 I Q 1 2 3 4 5 6 7 8 9 10 i 1 12 13 14 i 5 .16 17 1 B 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) i 3 i 8354-pr Type Ili 24-hr Rainfall-4.50" Page 6 Prepared by {enter your company name here} H droCAD®6.10 s/n 001236 01986-2002 Applied Microcom later Systems 10/28/2003 Subcatchment PRA D: PR-2 Overland to Wetland Runoff — 2.54 cfs @ 12.08 hrs, Volume= 0.177 af, Depth- 1.82" Runoff by SCS TR-20 method, UH-SCS, Time Span= 0,00-30.00 hrs, dt=0.01 hrs Type 11124-hr Rainfall--4.50" Area ac CN Descri tion 0.980 74 >75% Grass cover, Good, HSG C 0.190 61 >75%Grass cover, Good, HSG B 1.170 72 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 5 0 Direct Entry, Subcatchment PR-1 D: PR-2 Overland to Wetland Hydrograph -I__t- t # _r Y 1 _t r- f t - 1 F € 1 I 4 k I k I I 1 0 0 1 2 3 4 6 fi 7 8 9 19 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 4 g i 8354pr Type 11124-hr Rainfall=4.50" Prepared by{enter your company name here} Page 7 H droCAD®6.10 s/n 001236 01986-2002.Applied Microeom uter Systems 10/28/2003 Reach 1 R: Design Point 'I [40] Hint: Not Described (Outflow-Inflow) Inflow Area- 12.275 ac, Inflow Depth = 3.17" Inflow — 7.66 cfs @ 12.43 hrs, Volume, 3.245 of Outflow _ 7.66 cfs @ 12.43 hrs, Volume- 3.245 af, Mon=0%, Lag=0.0 min Routing by Stor-Ind+Trans method, Time Span=0.00-30.00 hrs, dt=0.01 hrs Reach 1 R: Design Point 1 Hydrograph —Inilow € -outflow F 1 i i I V i f 1 1 t F F 3 i i F } € 1 i € 1 I I } t € --1 . 3 k 1 i 1 3 I 1 [ , I t I r [ E € f € E 1 [ I 1 1 } 1 ( F�_-- r 1 € € E I I € t [ € i [ I E I i i 4 _;.__€ E_t_� L_s._J.__L_1_J _1_J L_._1_J.__L_L_J__i__t_..3_-+ 1 3- 4 -4- '1".i'-7--i-_r.-T-'-i- I-._T_"1'-t--T-�-" - E _-T-`r._.r_,__1-T_,__€_... 1 k 1 € I- € t [ 1 1 2 3 4 5 & 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 28 27 28 29 30 Time (hours) 8354-pr Type I//24-hr Rainfa1114.50" Prepared by (enter your company name here) Page 8 HydroCAD®6.10 s/n 001236 01986-2002 Applied Microcomputer Systems 10/28/2003 Pond 1: Pond 1 Inflow Area = 11.105 ac, Inflow Depth= 3.38" Inflow - 38.38 cfs @ 12.11 hrs, Volume= 3.123 of Outflow - 7.05 cfs @ 12.59 hrs, Volume= 3,067 af, Atten= 82%, Lag=29.0 min Primary - 7.05 cfs @ 12.59 hrs, Volume= 3.067 of Routing by Stor-lnd method, Time Span= 0.00-30.00 hrs, dt=0.01 hrs Starting Elev= 123.40' Surf.Area= 14,833 sf Storage= 12,852 cf Peak Elev= 126,86' Surf.Area=21,484 sf Storage=76,410 cf (62,558 cf above starting storage) Plug-Flow detention time=255.6 min calculated for 2.772 of (89%of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum,Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.50 13,270 0 0 123.00 14,120 6,848 6,848 124.00 15,903 15,012 21,859 125.00 17,800 16,852 38,711 126.00 19,753 18,777 57,487 127.00 21,758 20,756 78,243 128.00 23,836 22,797 101,040 Primary OutFlow Max=7.05 cfs 12.59 hrs HW=126.86' (Free Discharge) 1=Orifice/Grate (Controls 2.97 cfs) 2=Orifice/Grate (Controls 4.08 cfs) 3=Broad-Crested Rectangular Weir (Controls 0.00 cfs) # Routing Invert Outlet Devices 1 Primary 123.40' 8.0" Vert. Orifice/Grate C=0.600 2 Primary 125.20' 12.0" Vert. Orifice/Grate C=0.600 3 Primary 127.50' 15.0' long x 11.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coe#. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64 8354-pr Type H/24-hr Rainfall 4.50'1 Prepared by (enter your company name here) Page 9 H droCAD®6.10 s/n 001236 OO 1986-2002 ADP11ad Microcomputer Systems 10/28/2003 Pond 1: Pond 1 Hydrograph 42. —i"_�—._E"—Z--F—{-...".��j_-'-[ —T--{--r- 4 � j- »Inflow i--,-- - -- 38 rPrimary 3C - L-1__i__!_._1--�--L_S-_€__ --k--i--r--t-�-`"�"'-r----i--€--rt--t_- i 28 -'t--'1�--r--t--]--r-.7_-,__r -1--1-- -T---#-"-Y-*--[--Y-9 --,----t"-i--€--r--]--1--r-*--[--- 1 26 24 I 1 1 I t i --[�T[__�_�__]"._._,T,_�- 1--f--"r--{-"_ "r--{--r-F-_..i-'-�.._1--I -I-�--i--r_.7,_`"J--�-7_._,i-_. Z _ F-_l_ F I__]__J 1 i t E _k_- - 1__€--I _ 1 1 # t 1 F 1 1 i € J # 1 I € E , I 1-" oi"mil"" t I i I i-_,__I_- '_._I i"."_I__I_j__t_-I O 2 1 i { - 1__]__ t ! 1 i I__ t t L_ 1__i_ € ri_j_ F__L F I ] __]__L_I_ i__-L_J__€ L_1__€ L_1__,_— 3 1 i I i l € i 1 { 1 I € I F F 1__I__L_.._E � !_1_.� � k__L_1__F__t."-"�—_[_.,L i 1 12= --"---1`--i--*--=---r--t---'i--r--F---#-- �' rt--k-- -*--1--_t-_`F---1--+---€- --t----t--i---€--*--,-- _ ! I #r- i I 1 - r--i- --=.-- r- r-T -I- -T--s- i -�-�--'_�-7__i--f'-'I--,--- 6. I i ] F f [ ! • i 4- T -t--L - 1 v1 I i - _- --------__ _ ------ -- € Z_ _1__l _i 1_-i-_L_1_ _-L 1 _i C 0 1 2 3 4 b 6 7 8 9 10 11 12 13 14 16 16 V 18 19 20 21 22 23 24 26 26 27 28 29 30 Time (hours) I, Vanasse Hangen Dmsilin,Inc. 25-Year Storm Event - Proposed \\Mawald\ld\08354\does\reports\Drainage\08354_Drainage Report-03-09RRV102303.doc 30 Appendices 8354-pr Type 11124-hr Rainfall=5.40" Prepared by (enter your company name here) page 1 H droCADO 6.10 s/n 001236 OO 1986-2002 Applied Mlerocom uter Systems 10/28/2003 Time span=0.00-30.00 hrs, dt=0.01 hrs, 3001 points Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=5.40" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment PR-1A: PR-1A Proposed Retail 1 and Parking foGlteff Area=8.170 ac Runoff Depth=4.37" Length=1,430' Tc=8.8 min CN=91 Runoff--36.30 cfs 2.976 of Subcatchment PR-1B: PR-1B Proposed Retail Buildings 2 and 33FbqffArea=1,645 ac Runoff Depth=4.82" Tc=5.0 min CN=95 Runoff= 8.79 cfs 0.660 of Subcatchment PR-1 C: PR-1 C Overland to Pond Runoff Area=1.290 ac Runoff Depth=2.60" Tc=5.0 min CN=73 Runoff=4.06 cfs 0.279 of Subcatchment PR-1D: PR-2 Overland to Wetland Runoff Area=1.170 ac Runoff Depth=2.51" Tc=5.0 min CN=72 Runoff=3.55 cfs 0,245 of Reach 1 R: Design Point 1 Inflow=9.71 cfs 4.099 of Outflow=9.71 cfs 4.099 of Pond 1: Pond i Peak Storage=91,152 of @ 127.57' Inflow=47.67 cfs 3.916 of Primary= 9.12 cfs 3.854 of Outflow= 9.12 cfs 3.854 of Total Runoff Area 12.275 ac Runoff Volume =4.160 of Average Runoff Depth =4.07" 9 8354-pr Type 1Il 24-hr Rainfall=5.40 Prepared by tenter your company name here) Page 2 H droCAD®6.10 s/n 001236 01986-2002 Applied Microcomputer Systems 10/28/2003 Subcatchment PR-IA: PR-1A Proposed Retail 1 and Parking for Site Runoff - 36.30 cfs @ 12.12 hrs, Volume= 2.976 af, Depth= 4.37" i Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr Rainfall=5.40" Area ac CN Description 0.530 98 Retail 1 Roof 0.130 98 Existing Bank Roof 0.720 61 >75%Grass cover, Good, HSG B 0.650 74 >75% Grass cover, Good, HSG C 0.590 74 Bank:>75%Grass cover, Good, HSG C 5.550 98 Parking, sidewalks 8.170 91 Weighted Average Tc Length Slope Velocity Capacity Description min feet fVft ft/sec cfs 5.3 50 0.0240 0.2 Sheet Flow, Grass: Short n= 0.150 P2=3.10" 0.4 40 0.0500 1.6 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 1.8 450 0.0400 4.1 Shallow Concentrated Flow, Paved Kv=20.3 fps 1.3 890 0.0500 11.0 8.63 Circular Channel (pipe), Diam= 12.0" Area=0.8 sf Perim=3.1' r=0.25' n=0.012 8.8 1,430 Total 8354-pr Type If124-hr Rainfall=5,40" Prepared by{enter your company name here} Page 3 H droCAD®6.10 sln 001236 O 1986-2002 Applied Microcomputer Systems 10/28/2003 Subcatchment PR-1 A: PR-1A Proposed Retail 1 and Parking for Site Hydrograph[ i---1---k-I--I--;-f- i--' _E_uL- --;--'- --€_...L t I € t _r _ t I I 1 i t € I t I i t I 1 E I 3 f F -i�-i_-t _ f� [ L_J_-'__!__I__t_-: --t--'-- 1 1 € { I 1 € i I i € i ( i I --1--L_._€_ € t € 1 ] 1 i 1 t 28 -'--'--L- L__I__L 1-J--F- F S _I__1 -L--1 U L- €- I-_J _J_-I- 3--i--f---`--t-_r 26 i 24 N �-- 1 I 3 ) I 1 t 16- t t t r t 2 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) V i 8354-pr Type 11124-hr Rainfall=5.40" Prepared by (enter your company name here) Page 4 H droCADO 6.10 s/n 001236 01986-2002 Applied Microcom Titer Systems 1 012 8/2 0 0 3 Subcatchment PR-1 B: PR-1 B Proposed Retail Buildings 2 and 3 Roof Runoff - 8.79 cfs @ 12.07 hrs, Volume= 0.660 af, Depth= 4.82" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr Rainfall=5.40" Area (ac) CN Description 0.523 98 Retail 2 Roof 0.702 98 Retail 3 Roof 0.270 98 Driveway 0.150 61 >75%Grass cover, Good, HSG B 1.645 95 Weighted Average To Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) - __-- 5.0 Direct Entry, Subcatchment PR-1 B: PR-1 B Proposed Retail Buildings 2 and 3 Roof Hydrograph I t ! € I i I I E 1 I t i I I I 1 8 t--L_3__1__L_1_-1__L_J__r-- -.!__I__L_ !__1 -1-J--1--1-J-_!- !- !__L_1--I--1--- — i——1 1 € I I I 1 t I t € I I I 1 1 t € € I E I t I 1 I I 1 S € [ 1 t I 1 I 1 _1 1 I I 4- -_1 �_(_-#__I__T_�__r_T__I_ r_T O __I__r i a --t--I--t -,--t--I - �- r- ,--1-- ,--€--� -€-- 3 --r--1--F--t--r-3--�f__I.---r--1--€--t -,--I--i---€--I--t—i--I--r._.�..._I--t—�--t--='--i--r_ 2 _t-_'a'__I__t__. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 8354-pr Type 11124-hr Rainfall=5.40" Prepared by{enter your company name here} Page 5 HydroCAD®6.10 s/n 001236 01986-2002 Applied Microcomputer Systems 10/28/2003 Subcatchment PR-1 C: PR-1 C Overland to Pond Runoff — 4.06 cfs @ 12.08 hrs, Volume= 0.279 af, Depth- 2.60" Runoff by SCS TR-20 method, UH=SCS, Time Span-0.00-30.00 hrs, dt-0.01 hrs Type Ill 24-hr Rainfall-5.401! Area (ac) CN Description /°74 >75 Grass cover, 0.380 ° Good, HSG C 0.620 61 >75% Grass cover, Good, HSG B 0.290 98 Reserve Parking Area 1.290 73 Weighted Average Te Length Slope Velocity Capacity Description (min) (feet) (ft/ft)(ft/sec) (cfs) Direct Ent ry, Subcatchment PR-1 C: PR-1 C Overland to Pond Hydrograph ! 1 I € 1 t f I € I RuFiOfl 1 ( F [ t € € 1 1 k I ! 1 F € € € t I 1 € t 3 t € € £ t I € £ 1 € € € € E I t I 1 1 r € ! t 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) i 8354-p r Type 11124-hr Rainfall=5.40" Prepared by (enter your company name here) Page 6 s/n 0„ HydroCAD®6, 0 1 01238 01986-2002 Applied ied Microcomputer Systems 10/28/2003 Subcatchment PR-1 D. PR-2 Overland to Wetland Runoff — 3.55 efs @ 12.08 hrs, Volume= 0.245 af, Depth= 2.51" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr Rainfall=5.40" Area ac CN Description 0.980 74 >76%Grass cover, Good, HSG C 0.190 61 >75%Grass cover, Good, HSG B 1,170 72 Weighted Average To Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 5.0 Direct Entry, Subcatchment PR-1 D: PR-2 Overland to Wetland Hydrograph 1 I t I 1 1 t I I I 1 k t I 1 r t t I t € € I 3 I I 1 I ! ! 1 1 t I I I 1 € I 3 € I I 3 3 1 I F { I I 1 } 1 1 1 s I I { s I f I 1 € I [ 1 I r 3 } 1 I F I # I 1 } I r—i__I_ 1_r_l— _ T__I__T_i--�—T—l— ;_T_,__ _ _ —r_T _E__r_ 1 1 3 I 1 I l f I 1 [ 1 I 1 1 I 1 ] I I t l € 1 } t I 1 3 I I 1 s I I I I F l I 1 I 3 F 1 1 # { € 1 1 I 1 I I 3 I 1 1 ! I 1 I I [ [ [ 1 1 I t 1 1 I 3 t € 1 1 E t 1 I I 1 1 F l 1 I 1 ! k I I I I 3 S 1 I 3 t € 1 1 [ 1 4- 4 I [ _t-_ I I 3 # I I F I 1 1 I I I t # 1 I 1 I 1 I F I € I 1 I I 1 -- ---i--3--5--1-- i__1__ -4__I__ }_ -1_ a._I__I_1_.. mill H. t € 3 I I 1 [ I 1 € I 1 1 k t I t 1 I { I { t 1 1 I I I I 1 € 3 I I I s 1 I € 1 I 1 F I t 1 [ t 1 € t # [ I I I I 3 € t { 1 € [ 1 I € t I f I 1 1 t t I € [ 1 k I I I 1 U 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 25 26 27 28 23 30 Time (hours) 8354-pr Type 1l124-hr Rainfa11=5.40" Prepared by (enter your company name here) Page 7 H droCADO 6.10 s/n 001236 01986-2002 Applied Microcomputer Systems 10/28/2003 Reach 1 R: Design Point 1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area= 12.275 ac, Inflow Depth= 4.01" Inflow = 9.71 cfs @ 12.56 hrs, Volume= 4.099 of Outflow = 9.71 cfs @ 12.56 hrs, Volume= 4.099 af, Atten=0%, Lag=0.0 min Routing by Star-Ind+Trans method, Time Span=0.00-30.00 hrs, dt=0.01 hrs Reach 1 R: Design Point 1 Hydrograph • F � i +. *W t 1 £ € 1 r 3 t 1 r [ € € [ 1 ^ittilOW ?). t 1 --�--1-- k-_-€--i--I---t--1--t'--t---€ r_"t---*--F--F--€--r--t---:---1--F--1---3----i---£--1-- I € € I F € € € t t € € 1 € 1 1 i t k t t Outflow IF i I I 1 I € t 1 [ ] 1 € 7 1 € 3 1 IF k t , 1 t 1 F € € r t F_T._�I__L_�__F__�__t__I__ _ __I L_,3-"_F__r_1__f__€.__f__k_._r 1 I I I 3 F k t t 1 I B 1 I € I t L € 3 i r i i 1 € I F r I I 1 t i 7 --t__t.__t-._'t--1--~_'�_-E--t---J--€-- ....-[__ .-t---r�--t--�-µ--1--,'._-t_. 0 1 € 1 1 r # € 1 F I f t 1 € F 1 # € t t t ! E ( k 1 E [ 1 l t I F I € F t I t F 1 ( I r IF- I _.S_ t 2 _ _3__I_..-.i__I_ -€_»[_ I,- t 1 i 1 F 1 £ ; i I t [ [ 1 , I € £ 1 € € t t k € 1 € k 1 t..-F..._f_-__r.__.}-€ ---- -- --- 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 i 5 26 27 28 29 30 Time (hours) i $354_pr Type /it 24-hr Rainfall.-5.40" Prepared by {enter your company name here) Page 8 H droCADO 6.10 s/n 001236 © 1986-2002 Applied Microcomputer Systems 10/28/2003 Pond 1: Pond 1 Inflow Area= 11.105 ac, Inflow Depth = 4.23" Inflow - 47.67 cfs @ 12.11 hrs, Volume= 3.916 of Outflow 9.12 cfs @ 12.58 hrs, Volume= 3.854 af, Atten= 81%, Lag=28.3 min Primary - 9.12 cfs @ 12.58 hrs, Volume= 3.854 of Routing by Stor-Ind method, Time Span=0.00-30.00 hrs, dt= 0.01 hrs Starting Elev= 123.40' Surf.Area= 14,833 sf Storage= 12,852 cf Peak Elev= 127.57' Surf.Area=22,935 sf Storage=91,152 of (78,300 cf above starting storage) Plug-Flow detention time=238.5 rein calculated for 3.558 of (91%of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store feet s -ft cubic-feet cubic-feet 122.50 13,270 0 0 123.00 14,120 6,848 6,848 124.00 15,903 15,012 21,859 125.00 17,800 16,852 38,711 126.00 19,753 18,777 57,487 127.00 21,758 20,756 78,243 128.00 23,836 22,797 101,040 rimary OutFlow Max=9.10 cfs @ 12.58 hrs HW=127.57' (Free Discharge) 1=Orifice/Grate (Controls 3.29 cfs) 2=Orifice/Grate (Controls 5.17 cfs) 3=Broad-Crested Rectangular Weir (Controls 0.65 cfs) # Routing Invert Outlet Devices 1 Primary 123.40' 8.0"Vert. Orifice/Grate C=0.600 2 Primary 125.20' 12.0" Vert. Orifice/Grate C=0.600 3 Primary 127.50' 15.0' long x 11.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64 8354-pr Type N 24-hr Rainfall=5.40" Prepared by{enter your company name here) Page 9 H droCAD®6.10 s/n 001236 OO 1986-2002 A lied Microcomputer Systems 10/28/2003 Pond 1: Pond 1 Hydrograph F 52. —�--t--r--�---i`-`t_t_..�__r—Y--€--r—T--€---(-` r----k--t—i--l--€----tµ—f---r--�--t--t--�r---!-- ' 5 !—_t__L_1_-,1-_L_1_ __! __F__ ~ r € € € E i t t t k f € t I f —Inlow 48 - r- €--r----£--r- s- ,- r r- 1 r--€--r- F--1 r y--1--r- t--€--; - € -r- r--1-- -'Primary 46 -- i 44 --Y__I--r---- ---�--{--t---r--1—`-r�`t--r—r--(--l--r—�--1---I---r--F-- 42 --I--L- --t- E 34 - 4 t ; € 32 -*---€---€.--t--{--�-z--t--'---t_y---- _Y---I--€--*--1---r--�---t--r--{--#--r---*__(--_r--rt--k-� 28_ . 26- 0 F € € k � 24 -*--1--€--*--r--�-�--+--F--�--t-- �--€_-F_�---'--r---+--1- -� - t�---r--�--*--1--€-_-!--_;__ 22 1 1 ! 1 18 i I 16- —'-_—(---�'—'�--'--1-_-€_.��_�-1_—€_ _—t—_1__-'_--1__t---'€--'--'---4—_+—_€.—.s_-a-- —=--{-- [ i F £ I I 1 [ 14= —7—`t` # 3 — —;--{--;— z t F--(—- —7--£— ( — ( —1--,-- f—j--F E--( —;--Y--,-- -t__I-._!--- l--F--1- 4--1---'-i--.--`-.--1-. 4--f-_�-`-L�-�"--t--�--t-- 12 - �y --t--�--F_-- t I f-7 1 _Y--I--f--- (--F _r_1_!__F_T_-I- 1 7_ €"-'_['""-(__F__t" -(-'-1 3'_-f_-1-_1_-f 8 �__I__1- A _F_ L i____r _1_.�_ - 1 6. --F--I--f-- Y —F- r I--I--i—T--(— — --( —f—r--T--r t '-{--I--r-7 f_ r—T 4 t I t 2 _I_ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 7 8 19 20 21 22 23 24 25 26 27 26 29 30 Time (hours) �11uu Vanasse Hangen Brustlin,Inc. 1 00-Year Storm Event- Proposed \\Mawald\ld\08354\dons\reports\Drainage\08354 Drainage Report-03-09REV102303.doc 31 Appendices 8354-pr Type 11124-hr Rainfall=6.30" Prepared by {enter your company name here} Page 1 H droCADO 6.10 s/n 001236 01986-2002 Applied Microcomputer Systems 10/28/2003 Time span=0.00-30.00 hrs, dt=0.01 hrs, 3001 points Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=6.30" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment PR-1A: PR-1A Proposed Retail 1 and Parking foF$Iteff Area=8.170 ac Runoff Depth=5.25" Length=1,430' Tc=8.8 min CN=91 Runoff=43.17 cfs 3.575 of Subcatchment PR-1B: PR-113 Proposed Retail Buildings 2 and 331fArea=1.645 ac Runoff Depth=5.71" Tc=5.0 min CN=95 Runoff 10.33 cfs 0.783 of Subcatchment PR-1C: PR-1C Overland to Pond Runoff Area=1.290 ac Runoff Depth=3.34" Tc=5.0 min CN=73 Runoff=5.24 cfs 0.359 of Subcatchment PRAD: PR-2 Overland to Wetland Runoff Area=1.170 ac Runoff Depth=3.24" Tc=5.0 min CN=72 Runoff=4.61 cfs 0.316 of Reach 1 R: Design Point 1 Inflow=21.35 cfs 4.966 of Outflow=21.35 cfs 4.966 of Pond 1: Pond 1 Peak Storage=99,338 cf @ 127.93' Inflow=56.95 cfs 4.717 of Primary-- 19.94 cfs 4.651 of Outflow= 19.94 cfs 4.651 of Total Runoff Area= 12.275 ac Runoff Volume=5.033 of Average Runoff Depth =4.92" 8354-pr Type 111 24-hr Ralnfal1-6.30" Prepared by{enter your company name here) Page 2 HydroCAD®„6.10 s/n 001236 01986-2002 Applied Microcomputer Systems __ 10/28/2003 Subcatchment PR-1 A: PR-1A Proposed Retail 1 and Parking for Site Runoff — 43.17 cfs @ 12.12 hrs, Volume= 3.575 af, Depth= 5.25" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr Rainfall=6.30" Area (ac) CN Description 0.530 98 Retail 1 Roof 0.130 98 Existing Bank Roof 0.720 61 >75% Grass cover, Good, HSG B 0.650 74 >75%Grass cover, Good, HSG C 0.590 74 Bank:>75%Grass cover, Good, HSG C 5.550 98 Parking, sidewalks 8.170 91 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 5.3 50 0.0240 0.2 Sheet Flow, Grass: Short n=0.150 P2=3.10" 0.4 40 0.0500 1.6 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 1.8 450 0.0400 4.1 Shallow Concentrated Flow, Paved Kv=20.3 fps 1.3 890 0.0500 11.0 8.63 Circular Channel (pipe), Diam= 12.0" Area=0.8 sf Perim-3.1' r=0.25' n=0,012 8.8 1,430 Total 8354-pr Type 11124-hr Ralnfal1=6.30" Prepared by {enter your company name here} Page 3 HydroCAD®-6.10 s/n 001236 ©1986-2002 Applied Mierocom uter Systems 10/28/2003, Subcatchment PR-1A: PR-1A Proposed Retail 1 and Parking for Site Hydrograph t I € E [ 1 ! l i 1 € ! r 1 t E e [ # 4S - I r- t--r-r- --# -r-�- € - €-- -r-_T--�-r -- 44 's7t s —Rurtaff .._._ _- i""L_.1_-i--L- _-1--L._J__I--�---1--L-�-_ t E E 1 1 i i E [ 1 r i t E 1 # f € 1 € 1 I € 40 --r--r-#--�_-1---r-�_-r--r--I"Tr--� -�--r-�--€---r-7--€„r-�--r-F-�--;-7- -t-- 3$ _J-_t__i_J__€__ _J__1__. __t_ !_J__I- !_! # __1__€__1 J__r__i-_r__L_ 1 1 € 1 t 1 1 I t ; I e -€ 1 € I i i € t i i 1 E € € 3 t 36 -t--I--i--4--t-_1-A__€_-F--€--I--. -' --�-4--r--[ a # I - �--1-- r 3 € 1 ! 1 # t t € I € I € $ 34 T E__E _ I__i__ -A__� r_�__E -- __I__r_�__t__€ _�__€__Y_ E__1__ _ t__F_14__ ._1--a-- N 28_---r--I--r--t__r---r_-I--F--r--I--r -€--r--r-- 26 1 F € { F 1 1 I 1 , -------- - - -------- - ----------- _ --- .� F 1 1 1 t I € 1 E € € E 1 1 I 1 ! --r---I_._5..._1__I__1- -_�-s_..j..-._L- „-_t.__..j__I__L_�_-II--L_;�,_i_._..1__1__L-3__I---r---T 3 24 22 -z--E--r- r--r-r-rC 1--r-r- t--r- - r --I--r-�--1- r 1--r -t--r--€--r- I 2 r --L-'-- I 1 r 16. - � -I--f--t--r--t_�---€_-'r---r--r-- --r-'€- -i-.'E.._-t---t--1--t--1--1"--t--E--r-'t-- 14 _ ------- F t € i 1 I I t 1 __r_t_ _"y__I_--r_i__?__�_y__E_"t--.t-_1----t_-]__r_-r__ t I _€ _ 1 t F i I ! i € € i t f I_,.__.._-_ __ i t I I �- 6 __}—_t_�—_I__L_..l__r__1—_#—_L�3__ r 1 € 1 1 t € 1 t 1 ( I € 1 1 F 1 t t I I I i r t € I F 4 -Y I t --r- i--r—Y— —! —.t—"" `t-- I--- -1--1--g--i—`i---t. ——F 1 F f F I 1 1 t 1 t 4 1 1 .__.____-_ _{-!_-1--F 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 71me (hours) 8354-pr Type N 24-hr Rainfall=6.30" Prepared by {enter your company name here} Page 4 HydroCADB 6.10 s/n 001236 01986-2002 Applied Microcomputer Systems 10/28/2003 Subcatchment PR-1 B: PR-1 B Proposed Retail Buildings 2 and 3 Roof Runoff — 10.33 cfs @ 12.07 hrs, Volume= 0.783 af, Depth= 5.71" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr Rainfall=6.30" Area (ac) CN Description 0.523 98 Retail 2 Roof 0.702 98 Retail 3 Roof 0.270 98 Driveway 0.150 61 >75% Grass cover, Good, HSG B 1.645 95 Weighted Average Te Length Slope Velocity Capacity Description (min) (feet - (ft/ft) (ftlsec) (cfs) - 5.0 Direct Entry, Subcatchment PR-1 B. PR-1 B Proposed Retail Buildings 2 and 3 Roof Hydrograph 3 I ! I • I l i 1 F 1 i I ! '.. -1- _E.._,_-1__r_- -_1_��_�ir_`f__ € `. s_ ._1__f__L-J__.I.,,._L,_-i__I__1_J�_L_ _.s�_L,_,1_..-I-_L_J__F__L_J_-1__1_J__I--.2__i__L_S - F 1 i 5--_-c__F--r_ r-7__r._r_�__r"._ 1 4 _s__F__L_1__I__1-J--L_a._J__.L_. J__L_J__L_F _J__€__L_J__I__L_J__1__1__1__L_J__ r F 1 { tt r 3_ -T--1--r--r--I--r--�--r-r-�--r- r -I--r--t--r-r-�--I--r_-�---I__r--€--r--r---1----€'---r__ t ! E 1 ! ! I 1 1 € 1 [ t r L. 1. I 1 i 1 'i I ( I F t € I i I i I I t t 1=--T__I— -r-z--r-r-�--r-r--�--r r - _--r--t--€--r--€--r-r--I--t-r-�--r-7-�--r--r-- 0 1 2 3 4 5 fi 7 8 8 10 11 12 13. 14 15 1 B 17 1$ 1$ 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 8354-pr Type Ilf 24-hr Rainfaf1=6.30" Prepared by {enter your company name here} Page 5 p er Systems 10/28/2003 HydroCAt]C�?6.10 s/n 001236 0 1386-2002 Applied Microcom„_ut S„ ,., Subcatchment PR-1 C. PRA C Overland to Pond Runoff — 5.24 cfs @ 12.08 hrs, Volume= 0.359 af, Depth= 3.34" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-30.00 hrs, dt=0.01 hrs Type III 24-hr Rainfall=6.301E Area ac CN Description 0.380 74 >75% Grass cover, Good, HSG C 0.620 61 >75% Grass cover, Good, HSG B 0.290 98 Reserve Parking Area 1290 73 Weighted Average To Length Slope Velocity Capacity Description (min) _(feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PR-1 C: PRA C Overland to Pond Hydrograph E , , 1 t € , € € F 3 E _���1•5. 1 € F E 1 i [ , I 1 € , I € 1 [ -RUElOii 5 _ F__€__r_�__F__ _€__ '"`t"_I_r-`I__E�T_..I_.,,f.,._.{._�__€.._T__I__r_T___1__r_ [ € E I F r 1 € I € € 1 1 ! 1 t € F 1 € I E # € € [ F E E I F F F E E I i F 1 € 1 [ I i w ------------------ 2 ----1-_ --!_-I--I _�--€--1 E--€-- I 1--€ - --1--1 ----1--I--1--i-- 1 i 1 , L__{__€__ € I F I € € F 1 € € E 1 F { F I 1 1 F I € F k € € € I t I F I 1 t F ] E € F I I € [ 1 F 1 1 t F t E € F I I S I I I € 1 F 1 € € [ 1 F k f 1 i a 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 8354-pr Type 11124-hr Ralnfall=6.30" Prepared by {enter your company name here} Page 6 HydroCAD46.10 s/n 001236 O 1986-2002 Applied Microcomputer Systems 10/28/2003 Subcatchment PR-1 D: PR-2 Overland to Wetland Runoff — 4.61 cfs @ 12.08 his, Volume= 0.316 af, Depth= 3.24" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr Rainfall=6.30€I Area (ac) CN Description 0.980 74 >75% Grass cover, Good, HSG C _ 0.190 61 >75%Grass cover, Good, HSG B 1.170 72 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 5.0 Direct Entry, Subcatchment PR-1 D: PR-2 Overland to Wetland Hydrograph 1 � 4 - --r- r W r-r- --r-r-�- r- *- --r-t- r- --r-Y-7--r- t .. 3 -r --i--r -i- t--r- --r- I I i i 1 t t t i I I 1 -1--I-- - S--€--� l--I-- € I [ a- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 8354-pr Type 11124-17r Rainfall=6.30" Prepared by{enter your company name here} Page 7 droCADU �- Microcomputer Systems 10/28/2 6.10 s/n U01236 O 1986-20f}2 Applied Mfcroc 003_ Reach 1 R: Design Point 1 [401 Hint: Not Described (Outflow=Inflow) Inflow Area 12.275 ac, Inflow Depth = 4.86" Inflow _ 21.35 cfs @ 12.41 hrs, Volume= 4.966 of Outflow = 21.35 cfs @ 12.41 hrs, Volume= 4.966 af, Atten=0%, Lag=0.0 ruin Routing by Stor-Ind+Trans method, Time Span=0.00-30.00 hrs, dt=0.01 hrs Reach 1 R: Design Point 1 Hydrograph L_A__1__1- 1----- r ( 1 E E t r E 1 t t 1 E i r r —Inflow . T r-- -Y--t - - t--t -_ --€--f-rt E- 21 F [ € I [ i € i t k E E I 1 — E I t F Outflow j-_I__€-_�__£__F_'t-_I_.--i-�__.i""�"r ,__�- -._Y._._l__F_..E.�_ _F -I I f -T- --t--. 20 -'E"_I__L_1 _F__L"-i--'--L-J--.If-.�L !�.-.1--L_�_"t--I"'-'1--E-_L_1--_€--L- t i t i I 1 i t 1 1 r 1 F I t I 1 1 € 1 i 18 --r--k--r--�---1--r--€--r--r-�---t--r �--t--r--r---1--F--s--F----:-3--E--r-�---F--r--�--F--- 17 t # 3 t F —1 —T— r--r—r Y —r- 14 i 1 E t i I € F F t F I 1 i t 1 [ I 1 E [ i I F F E € 1 I i t F I € E i F i E'-S r 1 € I i 1 I 13 J,. € i F F € I2 _y__,_-�_i__€__� _E__t 3 I € I E 1 - --(----I__1 _�—_�._ '� 10 _A_-r__t ?__I _1_.._E-_} ._.J__I__ 1L1EL...�trE 1 1 ! 1 11 € i t t 1 1 F t € I-_- - ---1__F_"s-�-i----I__€ I 4 i E g --'€--�-F-.�__I...-7 - --t--LA--t 4 L- �--I-- tL-3--k--L1IL f !-'--r--Lt1E F 1 E t r €t-- F--I -4--1-- ♦ — €—-I-- €t t I 1 t I F I I I I 1 E I F f r I F t € F F I € 1 1 5 -T--1`^F—Z— i r--F--r— t _r —I- r—i--I— t--t--I--r— F--€— 'r—Z--1- 4 1 11 ; 1 1 I t t_ I I } I F t t 1 IF 1 t i E € tri____I_____-_ .--____-__ ___._„� „_________I I E ! i 1 lt- I i I 1 3 - -F- 1 1 -'EW-i -ti a--E- L- 1--I--S -_€--- F.__t--1-_'--I- - a--i }_€ i t I ( i ! i_Y_-E__r--`F�- r `.` ---__€ [ F 1 kI I- - I- i- k-'i� l 0 i 2 3 A 5 B 7 8 9 10 11 12 13 19 15 16 17 18 19 20 21 22 23 2q 25 26 27 28 29 30 Time (hours) 8354-pr Type 11124-hr Rainfall=6.34" Prepared by tenter your company name here} Page 8 HydroCADO 6.10 s/n 001236 01986-2002 Applied Microcomputer Systems 10/28/2003 Pond 1: Pond 1 Inflow Area= 11.105 ac, Inflow Depth = 5.10" Inflow - 56.95 cfs @ 12.11 hrs, Volume= 4.717 of Outflow = 19.94 cfs @ 12.42 hrs, Volume= 4.651 af, Aden= 65%, l_ag= 18.8 min Primary - 19,94 cfs @ 12.42 hrs, Volume= 4.651 of Routing by Stor-ind method, Time Span=0.00-30.00 hrs, dt=0.01 hrs Starting Elev= 123.40' Surf.Area= 14,833 sf Storage= 12,852 of Peak Elev= 127.93' Surf.Area=23,681 sf Storage= 99,338 of (86,486 of above starting storage) Plug-Flow detention time=216.8 min calculated for 4.355 of (92%of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.50 13,270 0 0 123.00 14,120 6,848 6,848 124.00 15,903 15,012 21,859 125.00 17,800 16,852 38,711 126.00 19,753 18,777 57,487 127.00 21,758 20,756 78,243 128.00 23,836 22,797 101,040 Primary OutFlow Max=19.92 cfs @ 12.42 hrs HW=127.93' (Free Discharge) 1=Orifice/Grate (Controls 3.44 cfs) 2=Orifice/Grate (Controls 5.64 cfs) 3=Broad-Crested Rectangular Weir (Controls 10.83 cfs) # Routing Invert Outlet Devices 1 Primary 123.40' 8.0" Vert. Orifice/Grate C= 0.600 2 Primary 125.20' 12.0" Vert. Orif lce/G rate C=0.600 3 Primary 127.50' 15.0' long x 11.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0,40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2,53 2.59 2.70 2,68 2.67 2.68 2.66 2.64 8354-pr Type 1/124-hr Rafnfa11-6.30 Prepared by{enter your company name here) Page 9 HydroCAD®6.10 s/n 001236 01986-2002 Applied„Microcomputer Systems 10/28/2003 Pond 1: Pond 1 Hydrograph - b` 4--_.4__i__�_4_.4__L_3--1__ —s._._I Inflow F € { 1 t 1 € [ [ € I I F € 3 3 € 1 F 3 € € 3 1 F € [ F r Primary _2__F__L—A.__t_—L,_!�,-,F-„--�_,a—J--s ,�,—_€__L_1__[__ € i V E I ( € € F F € € F F F € E t E € I k € I t € € t 3 € € 1 f F I F € [ ( € € ( [ I ; 1 I t k F ( € I i F € t 3 1 I F ,45 7 I r_T—-(--r-z--(--r-7--E-- —T--I--r-T _t f € F r 7 _F f _T —1—-r-1--I-- F I € t I F IC ( 25 t-- I F t £ t € [ t € 1 ] ( ( € 1 [ I 1 € F I { € t s t F 1 15 --i—"'€---r-—[--I--t--z—:--r—l--F— -r--t--`r_"I""I""—r--I--i--r—i—t— r—T--€--r—;--E-- f r --r-r--r- -I---r--t__,_--,---�__I_ -F--:--€--r-=--(-- £ s F 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) YHR Vanasse Hangen Brustlin,Inc. Infiltration Calculations Sediment Forebay Calculations Water Quality Volume Calculations \\Mawald\ld\08354\does\reports\Drainage\08354_DrainageReport-03-09REV102303.doe 32 Appendices VHB Infiltration Vol-Lime Calculations Project Name: Eaglewood Shops Retail Proj. No.: 8354.0 Project location: North Andover, MA Date: 10/27/2003 Calculated by: CEC Proposed Impervious Surface Summary Net Proposed Impervious Areas by Hydrologic Soil Group(HSG)in acres Subcatchment HSG A HSG B HSG C HSG D Total Area 1 A 2.68 2.73 5.41 1 B 0.31 1.18 1.49 1 C 0.29 0.29 1 D 0.00 TOTAL fl.flfl 1 2.99 4.20 0.00 7.19 Required Infiltration Volume (Cubic Feet) HSG Area Recharge Depth Volume acres (in.) (c.f.) A 0.0 0.40 0 B 3.0 025 2,713 C 4.2 0.10 1,525 D 0.0 0.00 T 0 TOTAL. 4,238 Assum dons: 1. Massachusetts DEP Infiltration requirement:HSG A=0.4 in;HSG B=0.25 in;HSG C=0.1 In;HSQ D=0 in. Provided Infiltration Volume (Cubic Feet) Infiltration Volume Provided in Extended Detention Basin (below lowest overflow outlet-see attached sheets) Basin 1 13,050 c.f. VHB Water ;#ivality Volume Calculations Project Name: Eaglewood Shops Proj. No.: 08354 Project Location: N.Andover, MA Date: 10/27/2003 Calculated by: CEC Water Quality Basin 1 Net Proposed Impervious Area To Forebay= 6.21 Acres Net Proposed Impervious Area for Site= 7.19 Acres Required: Runoff Depth to Required be Treated(in.) Volume(c.f.) Forebay Volume 0.1 2,254 Water Quality Volume 0.5 13,050 Provided.• Cumulative Forebay Elevation Area(s.f.) Volume(c.f.) 124.5 218 0 125.0 316 134 126.0 581 582 127.0 927 1,336 128.0 1,325 2.462 Cumulative Basin Elevation Area(s.f.) Volume (c.f.) 122.5 13,270 0 123.0 14,120 6,848 123.4 14,810 13,067 Page 1 of 1 Ilil) Vanasse Hangen Brustlin,Inc. Appendix E: Long Term StormwaterMgt. O&M Information L:\08354\docs\reports\Drainage\08354_Drainage Report-03-09.doc 24 Stormwater Management Plan v� vanasse Hangen Brustiin,Inc. Long Term Stormwater Maintenance Program The following maintenance program is proposed to ensure the continued effectiveness of the structural water quality controls previously described. Inspect extended detention basin once annually,in the spring,for cracking or erosion of side slopes,embankments,and accumulated sediment. Necessary sediment removal,earth repair,and/or reseeding will be performed immediately upon identification. Y Inspect sediment forebay monthly for erosion.of side slopes and accumulated sediment.Necessary sediment removal,earth repair and/or reseeding shall be performed immediately upon identification.Clean traps/ forebays approximately four times per year or as needed. > Clean all catch basins twice annually to remove accumulated sand,sediment, and floatable products or as needed based on use. Paved areas will be swept regularly. Routinely pick up and remove litter from the parking areas,islands and perimeter landscape areas in addition to regular pavement sweeping. > Routinely inspect all dumpster and compactor locations for spills.Remove all trash litter from the enclosure and dispose of properly. L.\08354\dots\reports\Drainage\08354_Drainage Report-03-09.doc 25 Stormwater Management Plan Eaglewood Shops Operations and Maintenance Plan This Revised Operation and Maintenance Plan identify inspection and maintenance requirements for the proposed Eagle Wood Shopping Center in North Andover,Massachusetts.The Plan addresses requirements contained in the Stormwater Management Policy developed by the Massachusetts DEP and CZM. Project Eagle Wood Shopping Center Salem Turnpike(Route 114) North Andover,Massachusetts i Developer/Responsible Party Developer: Owner/Manager: Eaglewood Properties,LLC Eaglewood Properties,LLC PO Box 337 PO Box 337 Topsfield,Massachusetts 01983 Topsfield,Massachusetts 01983 Pavement Sweeping All paved surfaces shall be swept and cleaned quarterly between April 1 and November 30,depending on weather conditions and equipment availability.The site will also be swept immediately after any chemical release of 5 gallons or more. Between December and May,the site will be swept at least once monthly. Pavement sweeping will be conducted with a combination brush and vacuum type sweeper. Gwa3sa �er� ew ��orat�ayo.doc Appendix B Catch Basin Maintenance Inspect all drainage structures monthly during the first 12-month period following the completion of construction and quarterly thereafter.Accumulated debris in the deep-sump catch basins will be removed.Catch basins will be cleaned with a vacuum or clamshell type apparatus annually or more frequently as needed based on quarterly inspections.Cleaning will be conducted between April 1 and November 30.Any structural damage to the catch basins or indication of malfunction will be recorded in the maintenance log and repaired accordingly. All drainage structures shall be thoroughly cleaned immediately after any chemical release involving 5 gallons or more. All removed sediments shall be disposed of in a proper manner. Liquids collected from the catch basins may be decanted at the site and allowed to drain back into the catch basins.Liquids removed from the site shall be taken to a water treatment plant for disposal.Solids collected form the catch basins are classified as a solid waste and will be disposed of properly at a solid waste landfill facility.Analytical testing of the collected solids may be required by the receiving facility prior to acceptance for disposal. Sorbent pillows have been placed in each catch basin to adsorb petroleum hydrocarbons. Replacement of sorbent pillows within catch basins will be undertaken at least four times per year on a quarterly basis at the same time as the catch basin inspection. The attached site plan illustrates the locations of the catch basins on site. Drainage System Maintenance Drainage system maintenance shall include quarterly inspection of the extended detention basin,sediment forebay,and basin inlet.Inspection shall look for evidence of erosion of slopes inside and outside the basin,failure of berm,lack of stabilizing vegetation,erosion at the inlet or outlet,erosion downstream of the outlet or blockage of the outlet culvert or flow paths.Evidence of any erosion will be addressed immediately to correct the situation by reconstruction,placement of crushed stone or other additional stabilization.During the inspections,trash, debris and other foreign materials will be collected or picked up and disposed of properly. L10B354tidxs4eportsSENF_EzpandecilAppendx_B_Rrat�gadoc Appendix B Mowing of the detention basin slopes shall be conducted on an annual basis in the fall to prevent the establishment of woody plant species. Trash Removal The parking lot and the adjacent wetland resource areas will be inspected for litter and trash on a weekly basis.Perimeter trash will be removed as observed, with a major litter pick occurring at least every month.Trash cans will be provided at the building entrances, No disposal of trash,landscaping debris,or sediment collected from the stormwater management system shall be disposed of in wetland resource areas or buffer zone. Snow Removal Snow removal will be undertaken as the weather dictates. Snow removed from parking areas will be stored within the Snow Storage areas as indicated on the Site Plan. Materials to be used for snow and ice control will be stored within the designated Maintenance Storage area as shown on the Site Plan. Materials used for onsite snow and ice control will not contain rock salt(sodium chloride).The attached site plan illustrates the suitable locations of the snow storage areas on site. Invasive Species Control The detention basins will be inspected at least once a year in late summer for invasive and unwanted plant species. This inspection will occur prior to the scheduled annual mowing.If invasive plants are found they will be uprooted and removed from the area.Invasive plants will be removed from these areas throughout the year as they are observed.Invasive plants will include Purple Loosestrife(Lythrum salicaria),Reed Canary Grass(Phalaris drundinacea),and Common Reed(Phragmites australfs). Reporting and Documentation A site maintenance log will be kept.This log will record the dates of completion of maintenance task, the person or company who completed the task,and any �108354�aocsU +sSErrF_ pardedAppon�K e_oralnage.aoe Appendix B observations of malfunctions in components of the stormwater management system.A sample of the Maintenance log follows this narrative. LW8354Woa4ef*H.3%ENF F.xpandedAppen&X_B_Dretnage.doc Appendix B r� Vanasse Hangen Brustlin,Inc. i Appendix F: Hydraulic Calculations a i \\Mawald\ld\08354\does\reports\Drainage\08354_DrainageReport-03-09REV102303.doe 34 Appendices I Vanasse Hangen Brusllln,Inc, i Transportation Land pevebpment Name: Eaglewood Shops Prof.No.: 08354.00 Environmental Services North Andover,Massachusetts Date: 10/27/2003 101 Walnut St.,Watertown,MA 02471 Ctient: Eaglewood Properties,LLC Computed by: CEC (617)924.1770 Checked by: i CB ff Ftow to CB Grate Type Grate Area }lead a Grate Capacity (cfs) (cis) All 0.1 A 1,56 0.10 1.66 Al2 0.3 A 1.56 0.10 s 1.66 A7 1.6 A 1.56 0.10 1.66 B29 1.2 A 1.56 0.10 1.68 B28 1.2 A 1.56 0.10 1.66 027 1.6 A 1,66 0.10 1.66 B25 2.1 A 1.56 0.20 2.35 B22 1.4 A 1.56 0.10 1.66 823 0.3 A 1.56 0.10 1.66 B20 0.5 A 1,56 0.10 1.66 B19 015 A 1.56 0.10 1.66 B17 2.0 A 1,56 0.20 4 2.35 B11 2.4 A 1,56 0130 2.00 B114 1.5 A 1.56 0.10 1.66 B13 1.9 A 1.56 0.20 2.35 S 139 2,6 A 1.56 0.30 2.88 B6 0.7 A 1.56 0.10 0 t 1.66 85 0.8 A 1.56 0.10 1.60 t D5 0.2 A 1.56 0.10 �1 9 1.66 D4 0.3 A 1.56 0,10 1.66 E7 2.8 A 1.56 0.30 2.88 E6 0.7 A 1.56 0.10M2 1.66 E4 3.5 A 1.56 0.503.72 Notes: I. CxA values from storm drainage calcs. 2. Grate Types: Name TVge Area s Lebaron LF 248.2 A 1.56 Lebaron LV 2448.2 B 3.13 Lebaron LG 248G1 G 1.56 Lebaron LG 24SG18 D 1.73 Neenah R3405A E 1.30 Neenah R34058 F 1.50 Neenah R3405A-Double G 2.60 Neenah R340513-Double H 3.00 4. The Orifice Equation was used to evaluate grate capacity: Q=CxAx(2gh)1l2xf where: Q=Grate Capacity C=Orifice CoeiWont, 0.6 A=Free Open Area of grate in square feet h=Head over grate In feet g Gravity, ft/sz, 32.2 't Clogging Factor, 0.7 "Assumes the catch basin is 30%clogged i