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Home My WebLink About2015-09-01 REV Stormwater Report s SURVEYORSPROFESSIONAL ENGINEERS AND LAND 4:S111 160 SUMMER STREET,HAVERHILL,MA 01830 tel:978-373-0310 vwvw.csi-engr.com fax 978-372-3960 STORMWATER MANAGEMENT REPORT FOR THE PRD DEFINITIVE SUBII IPLAN FOR "WLINGTO WAY" IN NORTH ANOVER, MASSACHSETTS PREPARED FOR: Messina Development 277 Washington Street Groveland, MA DATE: June 26, 2015 Revised August 10, 2015 Stormwater Management Report for "Wellington Way" North Andover, MA Index I Introduction II Stormwater Management Checklist III Hydrologic Analysis IV Soils Analysis V Stormwater Recharge Calculations VI TSS Removal Calculations VII Water Quality Volume Calculations Vill Pollution Prevention and Operation and Maintenance Plan - Construction Phase - Post Construction Appendix A Existing Conditions HydroCAD Report Appendix B Proposed Conditions HydroCAD Report SECTION I INTRODUCTION Stormwater Management Report for "Wellington Woods", North Andover, MA Rev. 8/9/2015 1) Introduction Wellington Woods is a proposed 7 lot PRD subdivision to be located on 17.98 acres of land at 602 Boxford Street, North Andover, Massachusetts. The project will consist of the construction of a new residential road and 7 new single-family house lots. A 724.87 foot long roadway will provide street frontage for the new house lots. The proposed stormwater management system for the project includes swales, a forebay and infiltration areas. The swales, forebay and infiltration areas will remove suspended solids from the stormwater. The infiltration area will recharge runoff to the groundwater and mitigate peak runoff rates from the project so that post-development rates will be equal to or less than the runoff rates under existing conditions. A Runoff Treatment Train diagram is provided on the following page. RUNOFF TREATMENT TRAIN STREET DRIVEWAY AND STREET RUNOFF ROOF RUNOFF RUNOFF GRASS VEGETATED SWALES BUFFER (LAWN) DEEP SUMP HOODED CATCH BASIN SEDIMENT TRAPS INFILTRATION BASIN VEGETATED INFILTRATION BUFFER BASIN (UNDISTURBED NATURAL AREAS) ON SITE OFF SITE WETLANDS SECTION II STORMWATER MANAGEMENT CHECKLIST Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program . Introduction Important:When A Stormwater Report must be submitted with the Notice of Intent permit application to document filling out forms compliance with the Stormwater Management Standards. The following checklist is NOT a substitute for on the computer, f should h h hi R t St e Stormwater Report (which sou provide more substantive and detailed information)use only the tab the p ( p ) but is offered key to move your here as a tool to help the applicant organize their Stormwater Management documentation for their cursor-do not Report and for the reviewer to assess this information in a consistent format.As noted in the Checklist, use the return the Stormwater Report must contain the engineering computations and supporting information set forth in key. Volume 3 of the Massachusetts Stormwater Handbook. The Stormwater Report must be prepared and certified by a Registered Professional Engineer(RPE) licensed in the Commonwealth. The Stormwater Report must include: ® The Stormwater Checklist completed and stamped by a Registered Professional Engineer(see page 2)that certifies that the Stormwater Report contains all required submittals.' This Checklist is to be used as the cover for the completed Stormwater Report. ® Applicant/Project Name ® Project Address ® Name of Firm and Registered Professional Engineer that prepared the Report ® Long-Term Pollution Prevention Plan required by Standards 4-6 ® Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan required by Standard 82 ® Operation and Maintenance Plan required by Standard 9 In addition to all plans and supporting information, the Stormwater Report must include a brief narrative describing stormwater management practices, including environmentally sensitive site design and LID techniques, along with a diagram depicting runoff through the proposed BMP treatment train. Plans are required to show existing and proposed conditions, identify all wetland resource areas, NRCS soil types, critical areas, Land Uses with Higher Potential Pollutant Loads (LUHPPL), and any areas on the site where infiltration rate is greater than 2.4 inches per hour. The Plans shall identify the drainage areas for both existing and proposed conditions at a scale that enables verification of supporting calculations. As noted in the Checklist, the Stormwater Management Report shall document compliance with each of the Stormwater Management Standards as provided in the Massachusetts Stormwater Handbook. The soils evaluation and calculations shall be done using the methodologies set forth in Volume 3 of the Massachusetts Stormwater Handbook. To ensure that the Stormwater Report is complete, applicants are required to fill in the Stormwater Report Checklist by checking the box to indicate that the specified information has been included in the Stormwater Report. If any of the information specified in the checklist has not been submitted, the applicant must provide an explanation. The completed Stormwater Report Checklist and Certification must be submitted with the Stormwater Report. --------------------------------------------------------------------------___-....------------------------------------.....-.._.._-------------- The Stormwater Report may also include the Illicit Discharge Compliance Statement required by Standard 10. If not included in the Stormwater Report,the Illicit Discharge Compliance Statement must be submitted prior to the discharge of stormwater runoff to the post-construction best management practices. 2 For some complex projects,it may not be possible to include the Construction Period Erosion and Sedimentation Control Plan in the Stormwater Report. In that event,the issuing authority has the discretion to issue an Order of Conditions that approves the project and includes a condition requiring the proponent to submit the Construction Period Erosion and Sedimentation Control Plan before commencing any land disturbance activity on the site. swcheck(1)•04/01/08 Stormwater Report Checklist•Page 1 of 8 ' Massachusetts Department of Environmental Protection � Bureau nf Resource Protection -Wetlands Program Checklist � �= �� Report � �� 0�� ~~ ~ ~��~ ~~�� ~ �� m �� m ma � �� m ��mmwr B. Stor00wa*er Checklist and Certification The following checklist is intended to serve as a guide for applicants as to the elements that ordinarily need to be addressed in a complete Stormwater Report. The checklist is also intended to provide conservation commissions and other reviewing authorities with a summary of the components necessary for m comprehensive Stonnwater Report that addresses the ten SbnmwaterStandards. Note: Because stormwater requirements vary from project to project, it is possible that a complete Stormwater Report may not include information on some of the subjects specified in the Checklist. |fitio determined that a specific item does not apply to the project under review, please note that the item is not applicable(N.A.)and provide the reasons for that determination. A complete checklist must include the Certification set forth below signed by the Registered Professional Engineer who prepared the GtormwoterReport. Registered Professional Engineer's Certification I have reviewed the Stormwater Report, including the soil evaluation, computations, Long-term Pollution Prevention Plan, the Construction Period Erosion and Sedimentation Control Plan (if included), the Long- term Post-Construction Operation and Maintenance Plan, the lilicit Discharge Compliance Statement(if included)and the plans showing the stormwater management system, and have determined that they have been prepared in accordance with the requirements of the Stormwater Management Standards as further elaborated by the Massachusetts GtormvwaterHandbook. | have also determined that the information presented in the Stormwater Checklist is accurate and that the information presented in the Stormwater Report accurately reflects conditions at the site as of the date of this permit application, Registered Professional Engineer Block and Signature PFHUP G. CIVIL ONAL � /r oa� / &/ V � Checklist Project Type: |a the application for new development, redevelopment, ore mix of new and � redevelopment? New development [l Redevelopment 1771 Mix mf New Development and Redevelopment Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program lChecklist for Stormwater Report Checklist (continued) LID Measures: Stormwater Standards require LID measures to be considered. Document what environmentally sensitive design and LID Techniques were considered during the planning and design of the project: ® No disturbance to any Wetland Resource Areas ® Site Design Practices (e.g. clustered development, reduced frontage setbacks) ❑ Reduced Impervious Area (Redevelopment Only) ® Minimizing disturbance to existing trees and shrubs ❑ LID Site Design Credit Requested: ❑ Credit 1 ❑ Credit 2 ❑ Credit 3 ® Use of"country drainage" versus curb and gutter conveyance and pipe ® Bioretention Cells (includes Rain Gardens) ❑ Constructed Stormwater Wetlands (includes Gravel Wetlands designs) ❑ Treebox Filter ❑ Water Quality Swale ® Grass Channel ❑ Green Roof ❑ Other(describe): Standard 1: No New Untreated Discharges ® No new untreated discharges ® Outlets have been designed so there is no erosion or scour to wetlands and waters of the Commonwealth ® Supporting calculations specified in Volume 3 of the Massachusetts Stormwater Handbook included. swcheck(1)•04/01/08 Stormwater Report Checklist•Page 3 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 2: Peak Rate Attenuation ❑ Standard 2 waiver requested because the project is located in land subject to coastal storm flowage and stormwater discharge is to a wetland subject to coastal flooding. ❑ Evaluation provided to determine whether off-site flooding increases during the 100-year 24-hour storm. ® Calculations provided to show that post-development peak discharge rates do not exceed pre- development rates for the 2-year and 10-year 24-hour storms. If evaluation shows that off-site flooding increases during the 100-year 24-hour storm, calculations are also provided to show that post-development peak discharge rates do not exceed pre-development rates for the 100-year 24- hour storm. Standard 3: Recharge ® Soil Analysis provided. ® Required Recharge Volume calculation provided. ❑ Required Recharge volume reduced through use of the LID site Design Credits. ® Sizing the infiltration, BMPs is based on the following method: Check the method used. ® Static ❑ Simple Dynamic ❑ Dynamic Field' ❑ Runoff from all impervious areas at the site discharging to the infiltration BMP. ® Runoff from all impervious areas at the site is not discharging to the infiltration BMP and calculations are provided showing that the drainage area contributing runoff to the infiltration BMPs is sufficient to generate the required recharge volume. ® Recharge BMPs have been sized to infiltrate the Required Recharge Volume. ❑ Recharge BMPs have been sized to infiltrate the Required Recharge Volume only to the maximum extent practicable for the following reason: ❑ Site is comprised solely of C and D soils and/or bedrock at the land surface ❑ M.G.L. c. 21 E sites pursuant to 310 CMR 40.0000 ❑ Solid Waste Landfill pursuant to 310 CMR 19.000 ❑ Project is otherwise subject to Stormwater Management Standards only to the maximum extent practicable. ® Calculations showing that the infiltration BMPs will drain in 72 hours are provided. ❑ Property includes a M.G.L. c. 21E site or a solid waste landfill and a mounding analysis is included. 80%TSS removal is required prior to discharge to infiltration BMP if Dynamic Field method is used. swcheck(1)•04/01/08 Stormwater Report Checklist•Page 4 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 3: Recharge (continued) ❑ The infiltration BMP is used to attenuate peak flows during storms greater than or equal to the 10- year 24-hour storm and separation to seasonal high groundwater is less than 4 feet and a mounding analysis is provided. ® Documentation is provided showing that infiltration BMPs do not adversely impact nearby wetland resource areas. Standard 4: Water Quality The Long-Term Pollution Prevention Plan typically includes the following: ® Good housekeeping practices; ® Provisions for storing materials and waste products inside or under cover; ® Vehicle washing controls; ® Requirements for routine inspections and maintenance of stormwater BMPs; ® Spill prevention and response plans; ® Provisions for maintenance of lawns, gardens, and other landscaped areas; ® Requirements for storage and use of fertilizers, herbicides, and pesticides; ® Pet waste management provisions; ® Provisions for operation and management of septic systems; ® Provisions for solid waste management; ® Snow disposal and plowing plans relative to Wetland Resource Areas; ® Winter Road Salt and/or Sand Use and Storage restrictions; ® Street sweeping schedules; ® Provisions for prevention of illicit discharges to the stormwater management system; ® Documentation that Stormwater BMPs are designed to provide for shutdown and containment in the event of a spill or discharges to or near critical areas or from LUHPPL; ® Training for staff or personnel involved with implementing Long-Term Pollution Prevention Plan; ® List of Emergency contacts for implementing Long-Term Pollution Prevention Plan. ® A Long-Term Pollution Prevention Plan is attached to Stormwater Report and is included as an attachment to the Wetlands Notice of Intent. ® Treatment BMPs subject to the 44% TSS removal pretreatment requirement and the one inch rule for calculating the water quality volume are included, and discharge: ❑ is within the Zone II or Interim Wellhead Protection Area ❑ is near or to other critical areas ® is within soils with a rapid infiltration rate (greater than 2.4 inches per hour) ❑ involves runoff from land uses with higher potential pollutant loads. ❑ The Required Water Quality Volume is reduced through use of the LID site Design Credits. ® Calculations documenting that the treatment train meets the 80%TSS removal requirement and, if applicable, the 44%TSS removal pretreatment requirement, are provided. swcheck(1)•04/01/08 Stormwater Report Checklist•Page 5 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwat-er Report Checklist (continued) Standard 4: Water Quality (continued) ® The BMP is sized (and calculations provided) based on: ® The'/2"or 1"Water Quality Volume or ❑ The equivalent flow rate associated with the Water Quality Volume and documentation is provided showing that the BMP treats the required water quality volume. ❑ The applicant proposes to use proprietary BMPs, and documentation supporting use of proprietary BMP and proposed TSS removal rate is provided. This documentation may be in the form of the propriety BMP checklist found in Volume 2, Chapter 4 of the Massachusetts Stormwater Handbook and submitting copies of the TARP Report, STEP Report, and/or other third party studies verifying performance of the proprietary BMPs. ❑ A TMDL exists that indicates a need to reduce pollutants other than TSS and documentation showing that the BMPs selected are consistent with the TMDL is provided. Standard 5: Land Uses With Higher Potential Pollutant Loads (LUHPPLs) ❑ The NPDES Multi-Sector General Permit covers the land use and the Stormwater Pollution Prevention Plan (SWPPP) has been included with the Stormwater Report. ❑ The NPDES Multi-Sector General Permit covers the land use and the SWPPP will be submitted prior to the discharge of stormwater to the post-construction stormwater BMPs. ❑ The NPDES Multi-Sector General Permit does not cover the land use. ❑ LUHPPLs are located at the site and industry specific source control and pollution prevention measures have been proposed to reduce or eliminate the exposure of LUHPPLs to rain, snow, snow melt and runoff, and been included in the long term Pollution Prevention Plan. ❑ All exposure has been eliminated. ❑ All exposure has not been eliminated and all BMPs selected are on MassDEP LUHPPL list. ❑ The LUHPPL has the potential to generate runoff with moderate to higher concentrations of oil and grease(e.g. all parking lots with >1000 vehicle trips per day) and the treatment train includes an oil grit separator, a filtering bioretention area, a sand filter or equivalent. Standard 6: Critical Areas ❑ The discharge is near or to a critical area and the treatment train includes only BMPs that MassDEP has approved for stormwater discharges to or near that particular class of critical area. ❑ Critical areas and BMPs are identified in the Stormwater Report. swcheck(1)•04/01/08 Stormwater Report Checklist•Page 6 of 8 Massachusetts Department of Environmental Protection E�una8UOf Resource Protection - Wetlands Program Checklist � �� Report �� 0�� 0�*�8 �� m ��^�� ~ ��~�~m�� w m au � �� Checklist (continued) Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum extent practicable �l The project is subject to the Stormwater Management Standards only to the maximum Extent Practicable aoa: �] Limited Project [] Small Residential Projects: 5-0 single family houses or 5-0 units in a multi-family development provided there is no discharge that may potentially affect acritical area. [l Small Residential Projects: 2'4 single family houses or2'4 units in a multi-family development with a discharge to a critical area F1 Marina and/or boatyard provided the hull pointing, service and maintenance areas are protected from exposure to rain, snow, snow melt and runoff F] Bike Path and/or Foot Path Fl Redevelopment Project n Redevelopment portion of mix of new and redevelopment. [l Certain standards are not fully met(Standard No. 1, 8. 0. and 10 must always be fully met)and an explanation of why these standards are not met is contained in the Stormwater Report. �l The project involves redevelopment and a description of all measures that have been taken to improve existing conditions io provided in the StormwaterReport. The redevelopment checklist found in Volume 2 Chapter 3 of the Massachusetts Stormwater Handbook may be used to document that the proposed stormwater management system (a) complies with Standards 2, 3 and the pretreatment and structural BN1P requirements of Standards 4-S to the maximum extent practicable and (b) improves existing conditions. Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan must include the following information: ° Narrative; ° Construction Period Operation and Maintenance P|an� 0 Names of Persons or Entity Responsible for Plan Compliance; 0 Construction Period Pollution Prevention Measures; ° Erosion and Sedimentation Control Plan Drawingo� ° Detail drawings and specifications for erosion control BK8Po, including sizing calculations; 0 Vegetation Planning; = Site Development Plan; a Construction Sequencing P|an� a Sequencing of Erosion and Sedimentation Controls; ° Operation and Maintenance of Erosion and Sedimentation Controls; " Inspection Suhedu|e� ° Maintenance Schedule; ° Inspection and Maintenance Log Form. �� A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan containing Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control (continued) ❑ The project is highly complex and information is included in the Stormwater Report that explains why it is not possible to submit the Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan with the application. A Construction Period Pollution Prevention and Erosion and Sedimentation Control has not been included in the Stormwater Report but will be submitted before land disturbance begins. ❑ The project is not covered by a NPDES Construction General Permit. ❑ The project is covered by a NPDES Construction General Permit and a copy of the SWPPP is in the Stormwater Report. ® The project is covered by a NPDES Construction General Permit but no SWPPP been submitted. The SWPPP will be submitted BEFORE land disturbance begins. Standard 9: Operation and Maintenance Plan ❑ The Post Construction Operation and Maintenance Plan is included in the Stormwater Report and includes the following information: ® Name of the stormwater management system owners; ® Party responsible for operation and maintenance; ® Schedule for implementation of routine and non-routine maintenance tasks; ® Plan showing the location of all stormwater BMPs maintenance access areas; ❑ Description and delineation of public safety features; ® Estimated operation and maintenance budget; and ® Operation and Maintenance Log Form. ❑ The responsible party is not the owner of the parcel where the BMP is located and the Stormwater Report includes the following submissions: ❑ A copy of the legal instrument(deed, homeowner's association, utility trust or other legal entity) that establishes the terms of and legal responsibility for the operation and maintenance of the project site stormwater BMPs; ❑ A plan and easement deed that allows site access for the legal entity to operate and maintain BMP functions. Standard 10: Prohibition of Illicit Discharges ❑ The Long-Term Pollution Prevention Plan includes measures to prevent illicit discharges; ❑ An Illicit Discharge Compliance Statement is attached; ❑ NO Illicit Discharge Compliance Statement is attached but will be submitted prior to the discharge of any stormwater to post-construction BMPs. swcheck(1)•04/01/08 Stormwater Report Checklist•Page 8 of 8 SECTION III HYDROLOGIC ANALYSIS Stormwater Management Report for Wellington Way North Andover, MA Rev 8/9/2015 111) Hydrologic Analysis A hydrologic analysis has been performed to determine the impact that the development of the project site will have on off-site peak runoff rates. The "HydroCAD" Stormwater Modeling System has been used to compare the pre- and post-development runoff rates, to design the stormwater infiltration/detention area, and to ensure that the pipes in the drainage system have sufficient capacity to convey the peak flows. The stormwater management system as designed will keep post-development peak runoff rates equal to or less than the pre-development peak rates for the 2-, 10- , 25- and 100-year storm events. Under existing conditions, stormwater runoff from the project site splits and flows two directions. Flows from Area 1 and 2 combine and flow to the North East property line. The remainder of the flow as designated in Area 3 flows to the wetlands in the southwest direction. Drainage subcatchments have been delineated for the both areas and are included here as Plan of Existing Drainage Conditions. Appendix A contains the HydroCAD report for the analysis of storms for existing conditions. Plan of Proposed Drainage Conditions shows the project site under the proposed post-development conditions. The drainage areas will be altered under post- development conditions as follows: 10 Subcatchments: B1, B1A, B1B, B2, B3, B3-A, B4, B5 and 136A and 13613 areas and eight discharge areas (1 P, 2P, 3P, 4P, 5P, 6P, 7P and 8P) are defined in the proposed plan. Subcatchments 131 and B2, Subcatchment 131A to Pond 7P and Subcatchment 131 B to Pond 8P flows will combine and flow to the North East Property Line. 2P. Subcatchemnt B3 (West of roadway and upland portion of Open space B) flow to 5P Subcatchment 133-A flows to Pond 4P. Subcatchment B4 (Cul-de-sac) flows go to Pond 1 P. Subcatchment B5 (flow from roadway) will flow to infiltration/detention area — POND 3P which flows to POND 5P Subcatchment 136A (from land at beginning of roadway in west side of road) and Subcatchment 13613 (beginning of road east side) flow to POND 6P Subcatchment B3, Ponds 3P, and 6P flow to southwest to wetland, 5P. The land that won't be disturbed by the subdivision and is located south and west of the proposed roadway and is in the Open space area as it crosses the wetlands. Appendix D contains the HydroCAD report for the analysis of the storms for the proposed conditions. The peak rate of flow leaving the property under proposed conditions will be less than under existing conditions as the summary table below indicated. This reduction is due primarily to the Use of the forebay and infiltration area. SUMMARY OF HYDROLOGIC ANALYSIS Peak Runoff Rates (cfs) NE PL SW PL 2- Year Existing Conditions 0.0 0.0 Storm Proposed Conditions 0.0 0.0 10-Year Existing Conditions 0.0 0.0 Storm Proposed Conditions 0.01 0.01 25-Year Existing Conditions 0.05 0.05 Storm Proposed Conditions 0.05 0.05 100-Year Existing Conditions 1.85 1.76 Storm Proposed Conditions 1.73 1.59 Discharge Velocity There aren't any discharges from the Detention Infiltration area up to and including the 25 yr storm At the 100 yr storm the peak flow rate from the Detention Pond will be .75 cfs at a depth of 0.11 feet The discharge will be over a surface of stones. However a simple calculation assuming a smooth surface shows that the velocity will be minimal. The spillway is 10 feet wide and the flow depth is .11 ft. Thus the cross sectional area of the flow will be 1.1 s.f. The velocity of the flow will be .75 cfs/1.19 sf= .68 ft/sec The stone at the discharge widens to 20 feet at the end of the spillway and the velocity will be reduced further by that widening. From there the water will flow 100 feet over the forest floor with a velocity under 1 fps. II EDCEDG *It, , _- LOCUS MAP °FOP°STaFET Rz°NE - SCALE:NO SCALE 10 , , , r ' M1 ' \ \` y• t ,� 4 JJ I I ` on Y EXISTING DRAINAGE AREAS WELLINGTON WOODS IN NORTH ANDS VER,MASS. PREPARED FOR: Oz H1402 - MESSINA DEVELOPMENT DATE:JUNE 23,2015 REV:8I10115 PROFESSIONAL ENGINEERS&LAND SURVEYORS CHRISTIANSEN&SERGI,INC. 160$V.-ERST.HAVERHILL,-01830 VJWW.C51-ENGR.- TEL.9-37-0 F-9-72-3960 QCOPYRIGHT2015 \I, I` LOCUS MAP 6 SCALE:NO SCALE , '/f •a )r ' M OPEN SPACE ••• PARCEL B i \ ...t vEcAT..wE1LANo tr Rg a ,� yf _� } .�/, ,�� I` 1 / �" POND OAEN S A, R PROPOSED DRAINAGE AREAS AT �\ ." _�\``. • �„ _�� ' WELLINGTON WOODS IN NORTH ANDOVER,MASS. \ c PREPARED FOR: ,v.,sss irvv ucOOCM MESSINA DEVELOPMENT aa2- et<oz , DATE:DUNE 23,2015 _ REV:B/10/15 CSPROFESEIONAL ENGINE.-L4ND SURVEYORS CHRISTIANSEN&SERGI,INC. MMERST.HAVERHILL,MA 01930 WWW SI-ENGR.COM TEL.97-310 FAX 97&3I2-3960 000PTRIGHTz015 SECTION IV SOILSANALYSIS and DEEP TEST PITS AND PERCOLATION TESTING RESULTS 3: Soil Map—Essex County,Massachusetts,Northern Part (BRADSHAW) 331800 331900 332000 332100 332200 332300 332400 332500 332600 332700 42°40'20"N {{}} Q 42°40'20"N t. N � kt S S y N p � V N i Y"rya ik v i O n 8 N S NO S � N N a N "e 42°39'59"N 42°39'59"N 331800 331900 332000 332100 332200 332300 332400 332500 332600 332700 o N Map Sole:1:4,440 if printed on A landscape(11"x 8.5")sheet. - Meters N ° 0 50 100 200 300 Feet 0 200 400 800 1200 Map projection:Web Mercator Comer coordinates:WGS84 Edgetio:UTM Zone 19N WGS84 _USDA Natural Resources Web Soil Survey 6/12/2015 Conservation Service National Cooperative Soil Survey Page 1 of 3 Soil Map—Essex County,Massachusetts,Northern Part (BRADSHAW) .MAP LEGEND MAP INFORMATION Area of Interest(A01) Spoil Area: .. . The soil surveys that comprise your.A01 were mapped at 1:15,800, 1. Area of interest{AOI) 5Yony Spot Soils: Warning Soil fvtap may not be valid atthisacale Very Stony Spot Soil Unit Polygons: Enlargementof maps.beyond the'scale of'cnapping can:cause Wet'spot misunderstanding of the detail of hia in and,accura Solt Map Unit Unes.. .: t?P .9`,. . cY:of soil line oilier placement.°The maps?.dq not show the small areas:of.conirasting Map unit Points sals:Ehat could have been shown;at a:more.detailed scale_. Special line Features Special.Point Features:1. 4. Please rely on,the bar scale cn each map sheet for map . a Blowout Watei Features 'C.,3 measurements • Strearris and canals Borrow Pt Source of Map Naturaf Resources Consarva#ion.Service h Tragsportateon'- Web S01 SU . .. Giay Spof. i rvey UR ht#pmvebsailsurve ,ni cMusda.gov. Rails Coordinate System L.1Neb Me cator{EF'SG 3857 "x Closed Depression interstate Highways Maps from the Web Soil:Survey are.based'on the Web Mercator Gravel.Pit :. US Routes projection which preserves direction and shape but distorts a Grflveliy Spot distance and area A projectian,that preseies area;:such.as the Major Roads be equal area conic;:pr.oIjebtion,should be used ff more accurate Landfill " calculations of;distance:or area are required. Local Roads. Lava the Flow This product is.genera(ed`fr om USDA=NRCS'certified data as of¢` Background the versron date's)listed below. : .Marsh or swamp Aerial Photography Mine or G2uarry Soil Survey Area ::Essex County Massachusetts N rth,erri Part Survey Area Data Version 10 Sep 19.2014 Miscellaneous'.Water Sod rriap units are labeled(as space allows)for map scales 1'S0,000 Perennial Water.. . o{.larger a Rock outcrop date's)aenaltfnages,werephotagraphed:. .Aug 29.2014—Sep T Saline Spot 19.201' h. Sandy,spo The orthophoto orother:base map on which the soil.fines:Were compitetl and.digittt d probably differs from the background Severely Eroded Spot imagery displayed on these maps'_As a',result;same minor shifting of map unrt laoundanes'may be eviden Sinkhole t Slide or F �.. Sbdic Sppt :. 115DA Natural Resources Web Soil Survey 6l12/2015 '�® Conservation Service National Cooperative Soil Survey Page 2 of 3 Soll Map—Essex County,Massachusetts,Northern Part BRADSHAW Map nit Legend Essex Cauttty,Clfasschusetts,fJorthern Dart{N�Ati05j Ntap Unit,Symbpl Map_Unit luarre Acres 1n A01 i'eresnt of AOI 6A Scarboro mucky fine sandy 5.7 7.1% loam,0 to 3 percent slopes 51A Swansea muck,0 to 1 percent 10.7 13,4% slopes 52A Freetown Muck,0 to 1 percent 1.1 1.4% slopes 253E Hinckley loamy sand,3 to 8 3.2 4.0% percent slopes 260A Sudbury fine sandy loam,0 to 3 3.1 3.8% percent slopes 421 B Canton fine sandy loam,3 to 8 28.8 36.1% percent slopes,very stony 421 C Canton fine sandy loam 8 to 15 11.6 14,6% percent slopes,very stony 422C Canton fine sandy loam,8 to 15 15.7 19.6% percent slopes,extremely stony Totals for Area of Interest 79.7 100.0% USDA Natural Resources Web Soil Survey 6/12/2015 Conservation Service National Cooperative Soil Survey Page 3 of 3 i Map Unit Description,Hinckley loamy sand,3 to 8 percent slopes---Essex County, BRADSHAW Massachusetts,Northern Part j Essex County, Massachusetts, Northern Part 253E--Hinckley loamy sand, 3 to 8 percent slopes Map Unit Setting National map unit symbol.,.vj85. Elevation: 0 to 1,000 feet Mean annual precipitation: 45 to 54 inches Mean annual air temperature `43 to 54 degrees F Frost.free period. 145 to 240 days Farmland classification: Farmland of statewide importance Map Unit Composition Hinckley and similar soils: 80 percent Mitiorcomponents` 20 percent Estimates are based on observations,descriptions,And transects of the mapunit. Description of Hinckley Setting Landform: Qutwash plains on terraces;deltas on terraces Landform position(two-dimensional): Footslope, shoulder Landform position (three-dimensional): Tread Down-slope shape: Convex Across-slope shape: Convex Parent material: Loose sandy and gravelly glaciofluvial deposits Typical profile 0-0 to 1 inches: muck H2- 1 to 8 inches: loamy sand H3-8 to 20 inches: very gravelly loamy sand H4-20 to 60 inches: stratified cobbly coarse sand to very gravelly loamy fine sand Properties and qualities Slope: 3 to 8 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Excessively drained Capacity of the most limiting layer to transmit water(Ksat): High to very high (6.00 to 20..00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Low(about 3.1 inches) interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3s Hydrologic Soil Group: A usDA Natural Resources Web Soil Survey 6/12/2015 Conservation Service National Cooperative Soil Survey page 1 of Map Unit Description:Hinckley loamy sand,3 to 8 percent slopes---Essex County, BRADSHAW Massachusetts,Northern Part Minor Components Windsor. . Percent of map unit: 12 percent Sudbury Percent of map unit: 3 percent Wareham Percent of map unit: 2 percent Landform: Terraces Carver" Percent of map unit., 2 percent Swansea Percent of map unit: 1 percent Landform: Bogs t rc -Information Soil Survey Area: Essex County, Massachusetts, Northern Part Survey Area Data: Version 10,:Sep 19, 2014 USDA Natural Resources Web Soil Surrey 611212015 Conservation Service National Cooperative Soil Survey Page 2 of 2 Map Unit Description;Sudbury fine sandy loam,0 to 3 percent slopes---Essex County, BRADSHAW Massachusetts,Northern Part Essex County, Massachusetts, Northern Part 260A Sudbury fine sandy loam,0 to 3 percent slopes Map Unit Setting National map unit symbol vjsk Elevation: 0 to 2,100 feet Mean annual precipitation: 45 to 54 inches Mean annual air temperature: 43 to 54.degreeS F Frost-free period. 145 to.240 days . Farmland classification: All areas are prime farmland Map Unit composition Sudbuty and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations,descriptions, and transects of the mapunit. Description of Sudbury Setting Landform: Flats Landform position(two-dimensional): Footslope Landform position(three-dimensional): Rise Down-slope shape: Concave Across-slope shape: Concave Parent material: Friable loamy eolian deposits over loose sandy glaciofluvial deposits derived from granite and gneiss Typical profile O-0 to 1 inches: muck H2- 1 to 5 inches: fine sandy.loam H3-5 to 21 inches: sandy loam H4-21 to 27 inches: loamy sand .H5-27.to 60 inches: Error Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Moderately well drained Capacity of the most limiting layerto transmit water(Ksat): High(2.00 to 6.00 inthr) Depth to water table: About 18 to 36 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Low(about 4.7 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: B usDA Natural Resources Web Soil Survey 6112/2015 Conservation Service National Cooperative Soil Survey page 1 of 2 Map Unit Description:Sudbury fine sandy loam,0 to 3 percent slopes--Essex County, BRADSHAW Massachusetts,Northern Part Minor Components Merrimac - Percent of map unit., 15 percent Walpole Percent of map unit., 5 percent Landform; Terraces Data Source Information Soil Survey Area: Essex County, Massachusetts, Northern Part Survey Area Data; Version 19, Sep 19,2014 usDA Natural Resources Web.Soil Survey 6/12/2015 Conservation Service National Cooperative Soil Survey Page 2 of 2 Map Unit Description;Canton flue sandy loam,3 to&percent slopes,very stony---Essex County; BRADSHAW Massachusetts,Northern Part Essex County, Massachusetts, Northern Fart 421 B—Canton Fine sandy loam,3 to 8 percent slopes,very stony Map knit Setting National map unit symbol. vj4z Elevation: 0 to 1,000 feet Mean annual precipitation: 45 to 54 Inches Mean annual air temperature: 4.3 to 54 degrees F Frost-free period, 145 to 240 days Farmland classification. Farmland of statewide.importance Map Unit Composition Canton and similar soils: 80 percent Minor.components: 20 percent Estimates are based on observations,descriptions,and transects of the mapunit. Description of Canton Setting Landform: Hills Landform position(two-dimensional): Footslope Landform position(three-dimensional): Base slope DoWh-slope shape: Convex Across-slope shape: Convex Parent material: Friable coarse-loamy eolian deposits over friable sandy acid gravelly basal till derived from granite and gneiss Typical profile H7-0 to 6 inches: fine sandy loam H2-6 to 33 inches: fine sandy loam H3-33 to 60 inches: gravelly loamy sand Properties and qualities Slope: 3 to 8 percent Percent of area covered with surface fragments: 1.6 percent Depth torestrictive feature: 18 to 36 inches to strongly contrasting textural stratification Natural drainage class: Well drained Capacity of the most limiting layerto transmit water(Ksat): High(2.00 to 6.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available wafer storage in profile: Low(about 4.5 inches) Interpretive groups Land capability classification(irrigated): None specified Land capability classification (nonirrigated): 6s Hydrologic Soil Group: A USDA Natural Resources Web Soil Survey 6/1 212 01 5 Conservation Service National Cooperative Soil Survey Page 1 of 2 Map Unit Description:Canton fine sandy loam,3 to 8 percent slopes,very stony;--Essex County, BRADSHAW Massachusetts,Northern Part Minor Components Scituate. . Percent of map unit: 15 percent Swansea Percent of map unit: 5 percent Landform: Bogs Data Source Information Soil Survey Area: Essex,County,.Massachusetts,Northern Part Survey Area Data: Version 10, Sep 19,201`4 USDA Natural Resources Web Soil Survey 6/12/2015 Conservation service National Cooperative Soil Survey Page 2 of 2 Map Unit Description:Canton fine sandy loam,8 to 15 percent slopes,extremely stony---Essex BRADSHAW County,Massachusetts,Northern Part Essex County, Massachusetts, Northern Part 422C—Canton fine sandy loam, 8 to is percent slopes,, extremely stony Map Unit setting National map unit symbol.• vj5m Elevation: 0 to 1,000 feet Mean annual precipitation: 45.16 54 inches Mean annual air temperature: 43 to 54 degrees F Frost-free*period.- 145 to 240 days Farmland classification: Not prime farmland Map Unit Composition Canton and similar soils: 85 percent Minor.components: 15 percent Estimates are based on observations,descriptions, and transacts of the mapunit. Description of Canton Setting Landform: Hills Landform position(two-dimensional): Backslope Landform position(three-dimensional): Side slope Down;slope shape: Linear Across-slope shape: Convex Parent material, Friable coarse-loamy eolian deposits over friable sandy and gravelly basal till derived from granite and gneiss Typical profile H1-0 to 3 inches: fine sandy loam H2-3 to 33 inches: fine sandy loam H3-33 to 80 inches: gravelly loamy sand Properties and qualities Slope: 8 to 15,percent Percent of area covered with surface fragments: 9.0 percent Depth to restrictive feature: 18 to 36 inches to strongly contrasting textural stratification Natural drainage.class: Well drained Capacity of the most limiting layerto transmit water(Ksat): High(2.00 to 6,00 inihr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Low(about 4A inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7s Hydrologic Soil Group: A USDA Natural Resources Web Soil Survey 611212015 Conservation Service National Cooperative Soil Survey Page 1 of 2 Map Unit Description:Canton tine sandy loam,8 to 15 percent slopes,extremely stony---Essex BRADSHAW County,Massachusetts, Northern Part Minor Components Scituate Percent of map unit: 15 percent Data Source Information Soil Survey Area: Essex County, Massachusetts, Northern Part' Survey Area Data: Version 10, Sep 19,_201 A usm Natural Resources Web Soil Survey 611M015 Conservation Service National Cooperative Soil Survey Page 2 of 2 SOIL EVALUATION RESULTS DATE OF TESTS: Jan 13, 2015 SOIL EVALUATOR: Philip Christiansen WITNESS: Isaac Rowe, MILL RIVER CONSULTING Test Pit#3A Test Pit#3B Test Pit#3C Surface Elevation=XXXX Surface Elevation=XXXX Surface Elevation=XXXX 0-3" A FSL 7.5YR3/2 0-5" A FSL 7.5YR3/2 0-4" A FSL 7.5YR3/2 3-27" BW FSL 7.5YR5/6 5-37" BW FSL 7.5YR5/6 4-27" BW FSL 7.5YR5/6 27-120" C2 LS 2.5Y5/6 37-64" C1 LS 2.5Y5/6 27-88 C1 LS 2.5Y5/6 0 REFUSAL 64" refusal 88" REFUSAL OBSERVED WATER: none OBSERVED WATER NONE OBSERVED WATER: None ESHWT NONE GIVEN ESHWT NG ESHWT Perc Test 3A Perc Test 3B Depth of perc test: 31+14=45" Depth of perc test: 4+17=21" Start pre-soak 1:49 Start pre-soak 2:30 End Pre-soak 2:04 End Pre-soak 2:45 12" 2:05 12" 2:45 911 2:30 9" 3:07 6" 2:52 6" 3:31 Time 9"to 6" 22 MIN Time 9" to 6" 24 MIN Perc rate: 8 min/inch Perc rate: 8 min/inch SOIL EVALUATION RESULTS DATE OF TESTS: Jan 13,2015 SOIL EVALUATOR: Philip Christiansen WITNESS: Isaac Rowe, MILL RIVER CONSULTING Test Pit#4A Test Pit#48 Test Pit#4C Surface Elevation=XXXX Surface Elevation=XXXX Surface Elevation =XXXX 0-4" A FSL 10YR3/3 0-3" A FSL 10YR3/3 0-51 1 A FSL 10YR3/4 4-37" BW FSL 10YR4/6 3-27" BW FSL 10YR4/6 5-29" BW FSL 10YR5/6 37-87 C MS 2.5Y6/4 27-41" C1 FS 2.5Y6/4 29-83" C1 CS 2.5Y5/3 41-70" C2 MS 2.5Y7/4 87" REFUSAL 70" refusal 83" REFUSAL OBSERVED WATER: none OBSERVED WATER NONE OBSERVED WATER: None ESHWT NONE GIVEN ESHWT NG ESHWT Perc Test 4A Perc Test 413 Depth of Perc test: 281' Depth of pert test: 34" Start pre-soak 11:20 Start pre-soak 11:53 End Pre-soak 11:35 End Pre-soak 12:08 12" 11:35 12" 12:08 9" 11:40 9" 12:11 6" 11:48 6" 12:14 Time 9"to 6" 8 MIN Time 9"to 6" 3 MIN Perc rate: 3 min/inch Perc rate: <2 min/inch min/inch SOIL EVALUATION RESULTS DATE OF TESTS: Jan 13,2015 SOIL EVALUATOR: Philip Christiansen WITNESS: Isaac Rowe, MILL RIVER CONSULTING Test Pit#5A Test Pit#513 Test Pit#5C Surface Elevation=XXXX Surface Elevation=XXXX Surface Elevation=XXXX 0-8" A FSL 2.5Y3/2 0-8" A FSL 2.5Y3/2 0-8" A FSL 2.5Y3/2 8-29" BW FSL 10YR5/6 8-24" BW FSL 10YR5/6 8-31" BW FSL 10YR5/6 29-96 C MS 2.5Y5/3 24-100" C1 MS 2.5Y5/3 31-56" C1 MS 2.5Y5/3 56-120" C2 CS 2.5Y6/4 96" REFUSAL 100" refusal REFUSAL OBSERVED WATER: none OBSERVED WATER NONE OBSERVED WATER: None ESHWT NONE GIVEN ESHWT NG ESHWT Perc Test 5A Perc Test 513 Depth of pert test: 30" Depth of pert test: 26" Start pre-soak 9:54 Start pre-soak 9:59 End Pre-soak 10:09 End Pre-soak 10:17 12" 10:09 12" 10:17 9" 10:17 9" 10:25 611 10:27 6" 10:36 Time 9"to 6" 10 MIN Time 9"to 6" 11 MIN Perc rate: 4 min/inch Perc rate: 4 min/inch SOIL EVALUATION RESULTS DATE OF TESTS: !an 13,2015 SOIL EVALUATOR: Philip Christiansen WITNESS: Isaac Rowe, MILL RIVER CONSULTING Test Pit#6A Test Pit#613 Test Pit#6C Surface Elevation =XXXX Surface Elevation=XXXX Surface Elevation=XXXX 0-5" A FSL 10YR3/2 0-611 A FSL 10YR3/2 0-10" A FSL 10YR3/2 5-35" BW FSL 10YR4/4 6-16" BW FSL 10YR4/4 10-40" BW FSL 2.5Y6/6 35-120 C MS 10YR6/6 16-120" C1 MS 10YR6/6 40-62" C1 GCS 2.5Y5/6 62-120" C2 MS 2.5Y6/4 REFUSAL refusal REFUSAL OBSERVED WATER: none OBSERVED WATER 96" OBSERVED WATER: None ESHWT NONE GIVEN ESHWT 84" ESHWT Perc Test 6A Perc Test 6B Depth of perc test: 46" Depth of perc test: 46" Start pre-soak 1:40 Start pre-soak 1:50 End Pre-soak 1:55 End Pre-soak 2:05 12" WOULD 12" WOULD 9" NOT 9" NOT 6" MAINTAIN 6" MAI NTAI N Time 9"to 6" LEVEL Time 9"to 6" LEVEL Perc rate: <2 min/inch Perc rate: <2 min/inch SOIL EVALUATION RESULTS DATE OF TESTS: Jan 13,2015 SOIL EVALUATOR: Philip Christiansen WITNESS: Isaac Rowe, MILL RIVER CONSULTING Test Pit#7A Test Pit#713 Test Pit#7C Surface Elevation=XXXX Surface Elevation=XXXX Surface Elevation=XXXX 0-5" A FSL 10YR3/2 0-5" A FSL 10YR3/2 0-4" A FSL 10YR3/2 5-26" BW LS 10YR4/4 5-26" BW LS 10YR4/4 4-32" BW FSL 10YR4/4 26-51" C1 CS 10YR4/5 26-51" C1 CS 10YR4/5 32-84" C1 FL5 2.5Y6/4 51-96" C2 MS 2.5Y5/4 51-86" C2 MS 2.SY5/4 9611 REFUSAL 86" REFUSAL 84" REFUSAL OBSERVED WATER: OBSERVED WATER 80" OBSERVED WATER: 64" ESHWT ESHWT 72" ESHWT 51" Perc Test 7A Perc Test 713 Depth of perc test: 30" Depth of Perc test: 30" Start pre-soak 11:24 Start pre-soak 1:00 End Pre-soak 11:39 End Pre-soak 1:15 12" 11:39 12" 1:15 9" 11:40 911 1:17 6" 11:42 0 1"20 Time 9"to 6" 2 MIN Time 9"to 6" 2 MIN Perc rate: <2 min/inch Perc rate: <2 min/inch SECTION V Stormwater Recharge Calculations Stormwater Management Report for "Wellington Woods, North Andover, MA" Revised 8/9/2015 V) Stormwater Recharge Calculations Calculations were performed to ensure that the proposed project will comply with the groundwater recharge requirements of the Mass DEP Stormwater Management Standards. The required recharge volume was calculated as follows: The Required Recharge Volume equals a depth of runoff corresponding to the soil type times the impervious areas located on site. Rv = F x impervious area Where: Rv = Required Recharge Volume, expressed in cubic feet, cubic yards, or acre- feet F = Target Depth Factor associated with each Hydrologic Soil Group Impervious Area = pavement and rooftop area on site Forthe proposed project: Table R1: Summary of Recharge Volume Required Proposed Impervious Area (acres) 1.11 Including shoulder F, Target Depth (inches) 0.60 Rv = F x Impervious Ares ( acre-inches) 0.666 Rv (cubic feet) 2418 Adjusted Required Recharge Volume Since only a portion of the new impervious areas are to be directed into the infiltration BMP, it is necessary to calculate an Adjusted Required Recharge Volume: 1. The Required Recharge Volume = 2418 cubic feet 2. The total proposed impervious area is 1.11 acres. 3. The proposed impervious area draining to all infiltration areas is .1.02 acres. 4. The ratio of total site impervious area to impervious are draining to the infiltration BMP is 1.11 / 1.02 = 1.09 5. The Adjusted Required Recharge Volume = 1.09 x 2418 cubic feet = 2635cubic feet Stormwater recharge will be accomplished on the site through the infiltration/ detention area to be constructed on the west side of the roadway at the start of the roadway in the open space. The Static Method has been used to evaluate the storage and infiltrative capacities of the infiltration/detention area. The static method assumes that the entire adjusted Required Recharge Volume is discharged into the infiltration BMPs instantaneously. The infiltration areas have a volume of 16,807 cubic feet which is greater than the Required Recharge Volume of 2635 cubic feet. Drawdown Calculations The Stormwater Management Standards state that stored runoff should drain completely into the ground within 72 hours. The Static Method allows the use of an N.R.C.S. textural classification of the underlying soils and the Rawls Table to determine exfiltration rates. The soils in the location of the infiltration/detention area Are a Hydrologic soils group A. The infiltration rate listed on the Rawls table (see below) for a sand is 8.27 inches per hour. Texture Class NRCS Hydrologic Soil Infiltration Rate Group (HSG) Inches/Hour Sand A 8.27 Loamy Sand A 2.41 Sandv Loam B 1.02 Loam B 0.52 Silt Loam C 0.27 Sandv Clav Loam C 0.17 Clay Loam D 0.09 Silty Clay Loam D 0.06 Sandy Clay D 0.05 Silty Clay D 0.04 Clay D 0.02 Table 2.3.3: Rawls, Brakensiek and Saxton, 1982 The maximum depth of the infiltration area 3P is 2.5 feet. At a rate of 8.27 inches per hour, all of the water will be exfiltrated in : (2.5FT)(12 IN/FT)/8.27 IN/HR = 3.6 hours, which is less than the required 72 hours. Other Considerations for Standard 3 Volume 3, Chapter 1 of the Stormwater Management Standards states that no less than 65% of a site's impervious area should be directed to infiltration BMPs. For this project, the impervious area that will be directed into the infiltration BMP is 1.02 acre. The total impervious area of the site is 1.11 acre. 1.02/1.11 s.f. _ .91 > .65 ok SECTION VI TSS Removal Calculations Stormwater Management Report for Wellington Woods North Andover MA VI) TSS Removal Calculations for Point Sources DESIGN TSS TSS TSS CUMULATIVE BMP USED REMOVAL RATE REMOVED REMAINING TSS REMOVED GRASS CHANNEL WITH 50% 50% 50% 50% SEDIMENT FORERAY INFILTRATION 80% 40% 10% 90% SECTION VII Water Quality Volume Calculations Stormwater Management Reportfor Wellington Woods North Andover MA Rev 8/10/15: VII Water Quality Volume Calculations The impervious area contributing to the infiltration/detention area is 19,000 square feet (from post-development HydroCAD report,. The Water Quality Volume (WQV) is equal to one-inch x the impervious area, or 1.0 inch x 1/12 inches per foot x 19,000 square feet = 1583 cubic feet. The design of the infiltration areas provide for a volume of 10,800 cubic feet which exceeds the required WQV. SECTION V IIII POLLUTION PREVENTION AND OPERATION AND MAINTENANCEPLAN - CONSTRUCTION PHASE POST CONSTRUCTION Wellington Woods Wellington Way, North Andover Mass. Pollution Prevention and Operations and Maintenance Plan Construction Phase Date: June 26,2015, Revised 8/10/2015 1.0 OWNERSHIP AND RESPONSIBILITY 1.1 Stormwater Management System Owners: The owners of the land (Messina Development and any successors) on which the stormwater management systems are located shall be the owners of the systems. If and when the Town of North Andover accepts the roadway, utilities, and open space parcel, the town shall own the stormwater management system components that lie within the roadway right-of-way and drainage easements. 1.2 Parties Responsible for Operation and Maintenance: The general contractor of the project shall be responsible for the operation and maintenance of the stormwater management systems during construction. If and when the Town of North Andover accepts the roadway and utilities, the town will be responsible for the operation and maintenance of the stormwater management system components that lie within the roadway right-of-way and drainage easements 1.3 Erosion and Sedimentation Control Plan: Additional information on Erosion and Sedimentation Control Plan is provided in detail on Sheet 11 of 14 of the design plans. 2.0 IDENTIFICATION OF POTENTIAL STORMWATER POLLUTANTS The purpose of this section is to identify pollutants that could impact storm water during the construction of this project. 2.1 Significant Material InventorX Pollutants that result from clearing, grading, excavation and building materials that have the potential to be present in storm water runoff are listed in Table 1. This table includes information regarding material type, chemical and physical description and the specific regulated storm water pollutants associated with each material. 2.2 Potential Areas for Storm Water Contamination The following potential source areas of storm water contamination were identified and evaluated: ■ Cleared and graded areas; • Asphalt roadway and driveway construction; • Building construction; ® Construction site entrance; ® Tree removal areas; ® All undisturbed areas. Wellington Woods Wellington Way, North Andover Mass. Pollution Prevention and Operations and Maintenance Plan Construction Phase Date: June 26,2015, Revised 8/10/2015 Table 1 Potential Construction Site Storm Water Pollutants TRADE NAME 1 CREMICAL/PIIYSICAL STORM WATER MATERIAL DESCRIPTION(') POLLUTANTS(u Pesticides(insecticides, Various colored to colorless Chlorinated hydrocarbons, fungicides,herbicides, organophosphates,carbamates, liquid,powder,pellets,or grams rodenticides) arsenic __. Fertilizer Liquid or solid grains __Nitrogen,phosphorous Plaster White granules of powder Calcium sulphate,calcium carbonate sulfuric acid Colorless,blue or yellow-green Perchloroethylene,menthylene Cleaning Solvents chloride,trichloroethylene, liquids petroleum distillates Bituminous Asphalt _ Black solid Oil,petroleum distillates _Concrete _ White solid Limestone,sand Glue,adhesives White or yellow liquid Polymers,epoxies Paints Various colored liquid Metal oxides,Stoddard solvent,talc, calcium carbonate,arsenic Curing compounds Creamy white liquid _ Naphtha �I Wastewater from construction Water Soil,oil and grease,solids equipment washing _Wood preservatives Clear,amber or dark brown liquid Stoddard solvent,petroleum distillates,arsenic,co er,chromium Brown or red oily petroleum Hydraulic oil/fluids � Mineral oil Gasoline Colorless,pale brown or punk Benzene,ethyl benzene,toluene, petroleum hydrocarbon xylene,MTBE Diesel Fuel Clear,blue-green to yellow liquid Petroleum distillates,oil and grease, naphthalene,xylenes Pale yellow liquid petroleum Kerosene Coal oil,petroleum distillates hydrocarbon Antifreeze/coolant_ Clear green/yellow liquid Ethylene glycol,propylene glycol, heavy metals(copper,lead,zinc) m_ Erosion M Solid particles �� Soil,sediment Data obtained from MSDSs when available. Table 2 presents site specific information regarding storm water pollution potential for each of these areas. Wellington Woods Wellington Way, North Andover Mass. Pollution Prevention and Operations and Maintenance Plan Construction Phase Date: June 26,2015,Revised 8/10/2015 Table 2 Locations of Potential Sources of Storm Water Contamination F_POTENTIAL STORM ._._ � r WATER DRAINAGE POTENTIAL POTENTIAL PROBLEMS Y CONTAMINATION AREAS(') POLLUTANTS POINT M Erosion of soils from cleared and Cleared and graded areas All Soil erosion,fertilizer, graded areas have the potential to pesticides discharge into protected resource areas �� Leaking hydraulic oil and antifreeze from clearing,grading and asphalt application construction equipment. Asphalt roads and Asphalt,hydraulic oil, Gasoline and diesel fuel spills while driveways and All gasoline,antifreeze,soil fueling construction equipment,and construction site entrance erosion,fertilizer,pesticides erosion of exposed and stockpiled soils. Asphalt chemicals can be released to storm water if a rain event occurs before curing is complete. Plaster,cleaning solvents, Accidental spills of paints and cleaning solvents,leaking hydraulic asphalt,concrete,paints, oil and antifreeze from construction hydraulic oil,gasoline, equipment,gasoline and diesel fuel Building construction All antifreeze,soil erosion, spills while fueling construction fertilizer,pesticides, equipment,erosion of exposed and glue/adhesives,curing stockpiled soils,and degradation of compounds,wood scrap dry wall can potentially preservatives,kerosene contaminate storm water. Soil erosion,fertilizer, Ruts caused by logging equipment Tree removal areas All can fill with water,preventing ( pesticides complete re-vegetation. �All undisturbed areas All l None No storm water related issues with completely vegetated areas. 2.3 Summary of Available Storm Water Sampling Data No storm water sampling data is available for this site. Wellington Woods Wellington Way, North Andover Mass. Pollution Prevention and Operations and Maintenance Plan Construction Phase Date: June 26,2015,Revised 8/10/2015 STORMWATER MANAGEMENT CONTROLS The purpose of this section is to identify the types of temporary and permanent erosion and sediment controls that will be used during construction activities. The controls will provide soil stabilization for disturbed areas and structural controls to divert runoff and remove sediment. This section will also address control of other potential storm water pollutant sources such as construction materials (paints, concrete dust, solvents, and plaster), waste disposal, control of vehicle traffic, and sanitary waste disposal. 2.4 Temporary and Permanent Erosion Control Practices A list of best management practices (BMPs) is included as Table 3;. 2.5 Site Wide Control Measures To prevent soil from washing into adjacent resource areas the following BMPs will be implemented: 2.5.1 SiltSoxx barriers will be placed along the perimeter of the area to be cleared and graded before any clearing or grading takes place. 2.5.2 Soil stockpiles are to be covered and surrounded by a double row of hay bales. 2.5.3 A construction entrance will be installed Table 3 BEST MANAGEMENT PRACTICE MAINTENANCE ISE! DRAINAGE TYPE MAINTENANCE MANAGEMENT AREAS PRACTICE Built up sediment will be removed from behind siltsoxx fence Siltsoxx All Construction when it has reached one-third the height of the fence. F Phase I The paved street adjacent to the site entrance will be swept daily to remove excess mud,dirt,or rock tracked from the site. Stabilized Dump trucks hauling material from the construction site are to Construction All Construction have their payload covered with a tarpaulin. Entrance Phase -The stabilized construction entrance will be inspected for sediment tracked on the road,for clean gravel,and to make sure that the culvert beneath the entrance is working and that all traffic use the stabilized entrance when leaving the site. Wellington Woods Wellington Way, North Andover Mass. Pollution Prevention and Operations and Maintenance Plan Construction Phase Date: June 26,2015,Revised 8/10/2015 2.6 Construction Practices to Minimize Storm Water Contamination All waste materials will be collected and stored in a securely lidded metal dumpster rented through a reputable, licensed solid waste management company. The dumpster is to be located outside the buffer zone to resource areas on site. All trash and construction debris from the site will be deposited in the dumpster. The dumpster will be emptied a minimum of twice per week and the trash disposed of in accordance to all local, state and federal regulations. All personnel will be instructed regarding the correct procedure for waste disposal. All sanitary waste will be collected from the portable units a minimum of three times per week by a licensed sanitary waste management contractor. Good housekeeping and spill control practices will be followed during construction to minimize storm water contamination from petroleum products, fertilizers,paints and concrete. Good housekeeping practices are listed below: 2.6.1 A stabilized construction entrance will be constructed at the curb cut in Boxford Street to reduce vehicle tracking of sediments. 2.6.2 The paved street adjacent to the site entrance will be swept daily to remove excess mud, dirt, or rock tracked from the site. 2.6.3 Dump trucks hauling material from the construction site are to have their payload covered with a tarpaulin. 2.6.4 All ruts caused by equipment used for cutting and removing of trees will be graded and re-vegetated. 2.6.5 Fertilizers will be applied only in the minimum amounts recommended by the manufacturer. 2.6.6 Fertilizers will be worked into the soil to limit exposure to storm water. 2.6.7 Fertilizers will be stored in a covered shed and partially used bags will be transferred to a sealable bin to avoid spills. 2.6.8 All vehicles on site will be monitored for leaks and receive regular preventative maintenance to reduce the chance of leakage. 2.6.9 Petroleum products will be stored in tightly sealed containers which are clearly labeled. 2.6.10 Spill kits will be included with all fueling sources and maintenance activities. 2.6.11 Any asphalt substances used on-site will be applied according to the manufacturer's recommendation. 2.6.12 Sanitary waste will be collected from portable units a minimum of three times a week to avoid overfilling. 2.6.13 A covered dumpster will be used for all waste materials. 2.6.14 All paint containers and curing compounds will be tightly sealed and stored when not in use. Excess paint will not be discharged into the storm sewers,but will be properly disposed of in accordance to the manufacturer's instructions. Wellington Woods Wellington Way, North Andover Mass. Pollution Prevention and Operations and Maintenance Plan Construction Phase Date: June 26, 2015, Revised 8/10/2015 2.6.15 Materials and equipment necessary for spill clean up will be kept in the temporary material storage trailer on-site. Equipment will include, but not be limited to, brooms, dust pans, mops, rags, gloves, goggles,kitty litter, sand, saw dust, and plastic and metal trash containers. 2.6.16 Spray guns will be cleaned on a removable tarp. 2.6.17 All spills will be cleaned up upon discovery. Spills large enough to reach the storm water treatment system will be reported to the engineer, environmental monitor,North Andover Conservation Commission and the Nation Response Center at(800) 424-8802. 2.6.18 Concrete trucks will not be allowed to wash out or discharge surplus concrete or drum wash water on the site. 2.6.19 Form release oil used for building foundations will be applied over a pallet covered with an absorbent material to collect excess fluid. The absorbent material will be replaced and disposed of properly when saturated. 2.6.20 When testing/cleaning water supply lines,the discharge from the , tested pipe(s)will be collected and conveyed to a completed section of the storm sewer for discharge into the sedimentation basin. 2.7 Coordination of BMPs with Construction Activities Structural BMPs will be coordinated with construction activities so the BMP is in place before construction begins. The following BMPs will be coordinated with construction activities: 2.7.1 The temporary perimeter controls (siltsoxx)will be installed before any clearing and grading begins. 2.7.2 Clearing and grading will not occur in an area until it is necessary for construction to proceed. 2.7.3 The stabilized construction site entrance and sedimentation basins will be constructed before clearing and grading begins. 2.7.4 Once construction activity ceases pennanently in an area,that area will be stabilized with pennanent seed and mulch. 2.7.5 After the entire site is stabilized,the accumulated sediment will be removed from the sediment basins or other structural BMPs. 2.7.6 The temporary perimeter controls (silt fence and hay bales)will not be removed until all construction activities at the site are complete and soils have been stabilized. Wellington Woods Wellington Way, North Andover Mass. Pollution Prevention and Operations and Maintenance Plan Construction Phase Date: June 26,2015, Revised 8/10/2015 3.0 CERTIFICATION OF COMPLIANCE WITH FEDERAL, STATE AND LOCAL REGULATIONS This Operation and Maintenance Plan reflects the storm water management requirements of the Town of North Andover and the Commonwealth of Massachusetts, as well as the requirements of the US EPA's National Pollutant Discharge Elimination System (NPDES) permit. There are no other applicable State or Federal requirements for sediment and erosion site plans (or permits) or storm water management site plans (or permits). 4.0 INSPECTION AND MAINTENANCE OF STORMWATER MANAGEMENT CONTROLS: Visual inspections of cleared and graded areas should be performed weekly (silt fence/hay bale barriers should be inspected daily by the General Contractor) and within 12 hours of a rainfall event of 0.5 inches or greater. The inspection will be conducted by the Erosion Control monitor. The inspection will, at a minimum, verify that the structural BMPS listed in Table 3 of this plan are in good condition and minimizing erosion. Any entrapped silt shall be removed to an area outside of the buffer zone and wetland resource areas; silt fence and hay bales shall be replaced as necessary. The inspection will also verify that the procedures used to prevent storm water contamination from construction materials and petroleum products are effective. The maintenance inspection report will be made after each inspection. A copy of the report form to be completed by the Erosion Control Monitor is provided in Appendix A of this Operations and Maintenance Plan. Completed forms will be maintained on-site during the entire construction project. Copies of the forms will be sent weekly to the environmental monitor, design engineer, and North Andover Conservation Commission. Following construction,the completed forms will be retained at the general contractor's office for a minimum of one year. If construction activities or design modifications are made to the site plan which could impact storm water, this plan will be amended appropriately. The amended plan will have a description of the new activities that contribute to the increased pollutant loading and the planned source control activities. 4.1 Construction Phase 4.1.1 Erosion Control shall be inspected and maintained/reinforced on a daily basis during construction. 4.L2 Built up sediment will be removed from behind silt fence when it has reached one-third the height of the fence. 4.1.3 Silt fences will be inspected for depth of sediment, for tears, to see if the fabric is securely attached to the fence posts, and to see that fence posts are securely in the ground. 4.1.4 All exposed soil finish surfaces shall be immediately landscaped and Wellington Woods Wellington Way, North Andover Mass. Pollution Prevention and Operations and Maintenance Plan Construction Phase Date: June 26,2U15,Revised @/K0/%0I5 stabilized; or|oamed, seeded and mulched with u layer of mulch hay. Outside of the growing ouumoo, surfaces abo|i be covered with u layer o{mulch hay until climate conditions allow for seeding. 4.1.5 Immediately upon installation of any catch basin nr storm drain, erosion control devices shall he set and staked around the inlet to prevent sediment from entering the drainage system prior topaving. 4.1.8 All stockpile areas are tohe covered, and should have u double row o[ boyha|oa staked a1 the base. 4.1.7 During construction, all drainage structures shall bo cleaned ouonoo needed basis and/or after heavy rainfalls. Prior to the p|uctoueot of any impervious materials on site, all drainage groo\uroa shall be properly installed and functional. 4.1.8 During construction (after paving) street sweeping shall beperformed 000 monthly basis{nremove sediment before k enters the catch basins and drainage uvvuleu. 4.1.9 Temporary and permanent seeding will be inspected for bare spots, washouts, and healthy growth. Inspection will entail viewing the bottom of the chambers through the mooitodugyodm to determine if the units are draining properly. Water should not be standing iuthe chambers 72 hours after u storm. lf standing water io noted the North Andover Conservation Cornnoiouiou should bonotified. 4.1.10 Snow Removal and Storage All snow from impervious snrCuuou shall hc plowed to adjacent vegetated pervious surfaces 10 melt and recharge into the ground oc run off into the u1onovvutcr system for treatment. lf snow piles on site become too large k` accommodate additional plowed snow they should boremoved from the site; snow shall never bu plowed onto adjacent properties orinto adjacent resource areas. 4.1.11 De-Icing and Sanding De-icing compounds shall hc used sparingly and only ivareas required for the safety of the public. Sanding of the driveways and walks should also bo kept to unoioiouono; if sanding is required the best management practices listed iu this plan should be inspected immediately after the p/inic,and, if needed, accumulated sediment from sanding shall boremoved. 5.0 ILLICIT DISCHARGES Recording of this Instrument constitutes agreement by the Owner and Operator of the facility that oo s1onov/a1or dixobnrgua other than those outlined ou this plan are Appendix A Inspection Logs Wellington Woods Wellington Way, North Andover Mass. Pollution Prevention and Operations and Maintenance Plan Construction Phase Date: June 26,2015, Revised 8/10/2015 Inspection and Maintenance Report Form To be completed every 7 days and within 24 hours of a rainfall event of 0.5 inches or more. Inspector: Date: Inspector's Qualifications: Days since last rainfall:-days Amount of last rainfall: in. Stabilization Measures I Date Since Drainage Date of Next Stabilized Stabilized Last Condition (Yes/No) With Area Disturbance Disturbance F B- B-IA B-1B B-3 B-4 13- F B-6A B-6B Stabilization required: To be performed by: On or before: Wellington Woods Wellington Way, North Andover Mass. Pollution Prevention and Operations and Maintenance Plan Construction Phase Date: June 26,2015,Revised 8/10/2015 Inspection and Maintenance Report Form Sediment Forebay/Basin Depth of Sediment nIT _ Any Evidence of Swales Condition of Swale Overtopping of the Condition of Outfall (inches) Side Sloped Embankment from Swales (Yes/No) Maintenance required for sediment forebay/basin: To be performed by: On or before: Stabilized Construction Entrance(Area ): Does all Traffic use Does Much Sediment Is the Culvert Beneath Is Gravel Clean or the Stabilized Get Tracked on to the Entrance Road? Full of Sediment? Entrance to Leave the Working? Site? g Maintenance required for stabilized construction entrance(Area ): To be performed by: On or before: Wellington Woods Wellington Way, North Andover Mass. Pollution Prevention and Operations and Maintenance Plan Construction Phase Date: June 26,2015, Revised 8/10/2015 Inspection and Maintenance Report Form Perimeter Controls: Date: Siltsoxx Has Silt If a Problem Reached 1/3 Is Fence Is There Drainage of Fence Depth of Properly Evidence of is Found, Area Height? Silt? Secured? Overtopping? List Nearest Flag lag No. B-1 B-IA F B-IB B-2 B-3 B-3A B-4 B-6A I B-6B Maintenance required for silt fence and hay bales: To be performed by: On or before: Wellington Woods Wellington Way,North Andover Mass. Pollution Prevention and Operations and Maintenance Plan -Post Construction Phase Date: June 26,2015,Rev 8/10/15 OWNERSHIP AND RESPONSIBILITY 1.1 Stormwater Management System Owners: The owners of the land (Messina Development, and any successors) on which the stormwater management systems are located shall be the owners of the systems. If and when the Town of North Andover accepts the roadway, utilities, and open space parcel,the town shall own the stormwater management system components that lie within the roadway right-of-way and drainage easements. 1.2 Parties Responsible for Operation and Maintenance: If and when the Town of North Andover accepts the roadway and utilities,the town or a Home Owners Association will be responsible for the operation and maintenance of the stormwater management system components that lie within the roadway right-of-way and drainage easements STORMWATER MANAGEMENT CONTROLS The purpose of this section is to identify the types of best management practices (BMPs) 1.3 Permanent Erosion Control Practices A list of best management practices (BMPs) is included as Table 1; a number of the BMPs listed have been developed to serve as post-construction storm water controls. Refer to Attached Figure for locations of BMP's to be maintained Table 1 BEST MANAGEMENT PRACTICE MAINTENANCE BEST DRAINAGE TYPE/ MAINTENANCE' MANAGEMENT AREAS RESPONSIB PRACTICE -ILITY Drains roadway-3P Detention/ &6P P ermanent/ Inspect two times per year.Mow if required.In late fall and Infiltration Pond Drains cul-de sac HOA spring.Remove leaves and sediment 1P Infiltration Basin LOT 3 Permanent/ Inspect two times per year.Mow if required. In late fall and Hone Owner spring.Remove leaves and sediment Catch Basin with Roadway Permanent/ Inspect monthly first year and as indicated in section 3.1.2 SNOUT TNA 1 Wellington Woods Wellington Way,North Andover Mass. Pollution Prevention and Operations and Maintenance Plan- Post Construction Phase Date: June 26,2015,Rev 8/10/15 Grass basin Permanent/ Pond 7 Lot 4 Lots 4 and 7 Maintained as Lawn Pond 8—Lot 5 Home Owner Grass Treatment Permanent/ Inspect two times per year.In late fall and spring.Remove swales Along roadway HOA leaves and sediment Sedimentation F_ All [_PermanjW'___ Inspect after'every storm in the first few months Forebay HOA after construction to ensure proper stabilization,and fimction. Thereafter,inspect annually. Perform repairs as necessary. 2.0 CERTIFICATION OF COMPLIANCE WITH FEDERAL, STATE AND LOCAL REGULATIONS This Operation and Maintenance Plan reflects the storm water management requirements of the Town of North Andover and the Commonwealth of Massachusetts, as well as the requirements of the US EPA's National Pollutant Discharge Elimination System (NPDES)permit. There are no other applicable State or Federal requirements for sediment and erosion site plans (or permits) or storm water management site plans (or permits). 3.0 INSPECTION AND MAINTENANCE OF STORMWATER MANAGEMENT CONTROLS: 3.1 Post-Construction: The following maintenance schedule for stormwater controls shall be established in accordance with Table 1 of this plan. 3.1.1 Grass Treatment Swales and forebays -Remove sediment from treatment swales twice per year. -After construction, the treatment swales shall be inspected annually, in the spring, for the failure or erosion of sideslope embankments, and for accumulated sediment.Necessary sediment removal, earth repair, and/or reseeding will be performed immediately upon identification. Disposal of the accumulated sediment must be in accordance with applicable local, state, and federal guidelines and regulations. -The grass on the swale sideslopes should be mowed, and grass clippings, organic matter, and accumulated trash and debris removed, at least twice yearly during the growing season. 2 Wellington Woods Wellington Way, North Andover Mass. Pollution Prevention and Operations and Maintenance Plan -Post Construction Phase Date: June 26,2015,Rev 8/10/15 3.1.2 Catch basins with SNOUT Maintenance Recommendations: - Monthly monitoring for the first year of a new installation after the site has been stabilized. - Measurements should be taken after each rain event of.5 inches or more, or monthly, as determined by local weather conditions. - Checking sediment depth and noting the surface pollutants in the structure will be helpful in planning maintenance. - The pollutants collected in SNOUT equipped structures will consist of floatable debris and oils on the surface of the captured water, and grit and sediment on the bottom of the structure. - It is best to schedule maintenance based on the solids collected in the sump. - Optimally, the structure should be cleaned when the sump is half full (e.g. when 2 feet of material collects in a 4 foot sump, clean it out). - Structures should also be cleaned if a spill or other incident causes a larger than normal accumulation of pollutants in a structure. - Maintenance is best done with a vacuum truck. - All collected wastes must be handled and disposed of according to local environmental requirements. - To maintain the SNOUT hoods themselves, an annual inspection of the anti-siphon vent and access hatch are recommended. A simple flushing of the vent, or a gentle rodding with a flexible wire are all that's typically needed to maintain the anti-siphon properties. Opening and closing the access hatch once a year ensures a lifetime of trouble-free service. 3.1.3 Detention/Infiltration Area -Remove sediment twice per year. -After construction,the Infiltration/Detention Area shall be inspected annually, in the spring, for the failure or erosion of sideslope embankments, and for accumulated sediment. Necessary sediment removal, earth repair, and/or reseeding will be performed immediately upon identification. Disposal of the accumulated sediment must be in accordance with applicable local, state, and federal guidelines and regulations. 3.1.4 Snow Removal and Storage Snow will be plowed from roadway onto shoulder and the swales Snow from the driveways shall be plowedinto swales and onto the lots. All snow from impervious surfaces shall be plowed to adjacent vegetated pervious surfaces to melt and recharge into the 3 Wellington Woods Wellington Way, Forth Andover Mass. Pollution Prevention and Operations and Maintenance Plan - Post Construction Phase Date: June 26, 2015,Rev 8/10/15 ground or run off into the stormwater system for treatment. If snow piles on site become too large to accommodate additional plowed snow they should be removed from the site; snow shall never be plowed onto adjacent properties or into adjacent resource areas. 3.1.5 De-Icing and Sanding De-icing compounds shall be used sparingly and only in areas required for the safety of the public. Sanding of the driveways and walks should also be kept to a minimum; if sanding is required the best management practices listed in this plan should be inspected immediately after the winter and, if needed, accumulated sediment from sanding shall be removed. 3.2 Estimated Operations and Maintenance Budget Any opinions of probable project cost or probable construction cost provided by Christiansen& Sergi, Inc. are made on the basis of information available to Christiansen & Sergi, Inc and on the basis of Christiansen& Sergi, Inc's experience and qualifications, and represents its judgment as an experienced and qualified professional engineer. However, since Christiansen& Sergi, Inc has no control over the cost of labor, materials, equipment or services furnished by others, or over the contractor(s') methods of detennining prices, or over competitive bidding or market conditions, Christiansen & Sergi, Inc does not guarantee that proposals, bids or actual project or construction cost will not vary from opinions of probable cost Christiansen & Sergi, Inc prepares. 3.2.1 Grass Treatment Swales and forebays (2 time/yr.) 3.2.1.1 Excavator—6hrs @ $100/hr 3.2.1.2 Disposal - $500 Subtotal - $2200/year 3.2.2 Catch Basins 3.2.2.1 Engineer 4 hr @ $150/hr. (1 time/yr.) Subtotal - $600 3.2.3 Grass basins on Home owner lots—no cost 3.2.4 Detention/Infiltration Areas (2 times per year) 1P,3P, and 6P 3.2.4.1 Excavator—6hrs @ $100/hr 3.2.4.2 Disposal - $500 Subtotal - $2200/year Total Annual Estimated Operating Budget: $5,000/year 4 Wellington Woods Wellington Way,North Andover Mass. Pollution Prevention and Operations and Maintenance Plan -Post Construction Phase Date: June 26,2015,Rev 8/10/15 4.0 ILLICIT DISCHARGES Recording of this Instrument constitutes agreement by the Owner and Operator of the facility that no stormwater discharges other than those outlined on this plan are allowed for this site. 5 POND7P LOT AREA=33,044 S.F. 100, �\ 100, y� P ND 8P 70 0. LOT AREA=55,078 S.F. LOT 5 SEDIM NT FOREBAY�` ti \\ �a \AREA=21,780 S.F `LIMIT OF 100' ��` \ �.�--�� BUFFER ZONE o 0, POND / %� LOT \ � \ AREA=21.780 S.F. �M OND 4P , / \\\ LOT CHECK DAM AREA=45,619 .F. l " SEDIMENT FOREBAY \\ i o\ �-ROOF RUNOFF LEADER(TYPE, \ O SEDIM FORE A t �� CHECK DAM LOT 2 AREA=24.943 S.F. ;., y3 EDIM T FOREB / CHECK DAM / \ � d Yy / 100, °O / _ LOT 1 / °O' '4RE =24,943 S.F. PC SOD, SEDIMENTFORESAY 100 C ROOF / RUNOFF / LEADER(TYP) CBI °\ } SWALF� 15 SEDIMENT FOREBAV > SEDIMENT FOREBAY CHECK DAM Cl�i-EG'Y)F v�I C84 I \083 .g3 CB2 SWALE POND 3P STORMWATER BMPS OPEN SPACE AT POND 6P °° PARCEL A WELLINGTON WOODS AREA=8,167 S.F. IN NORTH ANDOVER, MASS. PREPARED FOR: MESSINA DEVELOPMENT °o. DATE:JUNE 23,2015 / REV:8110115 !" r°'y ,/✓„'`Own, CHIPROFESSIONAL ENGINEERS&LAND SURVEYORS >`"" .� „y CHRISTIANSEN &SERGI, INC. A 160 SUMMER ST.HAVERHILL,MA 01830 WWW.CSI-ENGR.COM TEL.978-373-0310 FAX.978-372-3960 O COPYRIGHT 2015 --4wF-- DWG.NO.14036014 APPENDIX A Existing Conditions HydroCAD Report A-1) A-2 A-)3 EXIS EXIST EXIST SW TO WETLAND PL NE L EXIST ` Drainage Diagram for BRADSHAW ilA Subcat Reacn on' j Linki Prepared by CHRISTIANSEN & SERGI INC, Printed 8/9/2015 \ HydroCADO 9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC RADSHAW IIA Prepared by CHRISTIANSEN & SERGI INC Printed 8/9/2015 HydroCAD®9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 1 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 11.287 30 Woods, Good, HSG A (A-1, A-2, A-3) 11.287 TOTAL AREA BRADSHAW 11A Prepared by CHRISTIANSEN & SERGI INC Printed 8/9/2015 HydroCADO 9.00 s/n 01057 @ 2009 HydroCAD Software Solutions LLC Page 2 Soil Listing (all nodes) Area Soil Subcatchment (acres) Goup Numbers 11.287 HSG A A-1, A-2, A-3 0.000 HSG B 0.000 HSG C 0.000 HSG D 0.000 Other 11.287 TOTAL AREA BRADSHAW IIA Type 1124-hr2YR Rainfall=3.15" Prepared by CHRISTIANSEN & SERGI INC Printed 8/9/2015 HydroCAD®9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 3 Time span=3.00-22.00 hrs, dt=0.05 hrs, 381 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment A-1: EXIST Runoff Area=175,428 sf 0.00% Impervious Runoff Depth=0.00" Flow Length=264' Tc=10.5 min CN=30 Runoff=0.00 cfs 0.000 of Subcatchment A-2: EXIST Runoff Area=80,459 sf 0.00% Impervious Runoff Depth=0.00" Flow Length=368' Slope=0.0570 '/' Tc=18.1 min CN=30 Runoff=0.00 cfs 0.000 of Subcatchment A-3: EXIST SW TO Runoff Area=235,782 sf 0.00% Impervious Runoff Depth=0.00" Flow Length=289' Slope=0.1040 '/' Tc=13.3 min CN=30 Runoff=0.00 cfs 0.000 of Pond PL: NE PL EXIST Inflow=0.00 cfs 0.000 of Primary=0.00 cfs 0.000 of Total Runoff Area= 11.287 ac Runoff Volume= 0.000 of Average Runoff Depth =0.00" 100.00%Pervious= 11.287 ac 0.00%Impervious=0.000 ac A SHAW 11A Type 1124-hr 2YR Rainfall=3.15" Prepared by CHRISTIANSEN & SERGI INC Printed 8/9/2015 HydroCADO 9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment -1: EXIST Runoff = 0.00 cfs @ 3.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 3.00-22.00 hrs, dt= 0.05 hrs Type II 24-hr 2YR Rainfall=3.15" Area (sf) CN Description 175,428 30 Woods, Good, HSG A 175,428 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.1 100 0.2400 0.21 Sheet Flow,WOODA Woods: Light underbrush n= 0.400 P2= 3.10" 2.4 164 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 10.5 264 Total Summary for Subcatchment A-2: EXIST Runoff = 0.00 cfs @ 3.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 3.00-22.00 hrs, dt= 0.05 hrs Type II 24-hr 2YR Rainfall=3.15" Area (sf) CN Description 80,459 30 Woods, Good, HSG A 80,459 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.4 100 0.0570 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 3.7 268 0.0570 1.19 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 18.1 368 Total Summary for Subcatchment -3: EXIST SW WETILAND LA Runoff = 0.00 cfs @ 3.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 3.00-22.00 hrs, dt= 0.05 hrs Type II 24-hr 2YR Rainfall=3.15" Area (sf) CN Description 235,782 30 Woods, Good, HSG A 235,782 100.00% Pervious Area BADSHAW IIA Type 11 24-hr 2YR Rainfall=3.15" Prepared by CHRISTIANSEN & SERGI INC Printed 8/9/2015 HydroCAD®9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 5 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.3 100 0.1040 0.15 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 2.0 189 0.1040 1.61 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 13.3 289 Total Summary for Pond PL: NE PL EXIST Inflow Area= 5.874 ac, 0.00% Impervious, Inflow Depth = 0.00" for 2YR event Inflow = 0.00 cfs @ 3.00 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 3.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 3.00-22.00 hrs, dt= 0.05 hrs BRADSHAW IIA Type //24-hr 10YR Rainfall=4.83" Prepared by CHRISTIANSEN & SERGI INC Printed 8/9/2015 HydroCAD®9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 6 Time span=3.00-22.00 hrs, dt=0.05 hrs, 381 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment A-1: EXIST Runoff Area=175,428 sf 0.00% Impervious Runoff Depth>0.00" Flow Length=264' Tc=10.5 min CN=30 Runoff=0.00 cfs 0.000 of Subcatchment A-2: EXIST Runoff Area=80,459 sf 0.00% Impervious Runoff Depth>0.00" Flow Length=368' Slope=0.0570 '/' Tc=18.1 min CN=30 Runoff=0.00 cfs 0.000 of Subcatchment A 3: EXIST SW TO Runoff Area=235,782 sf 0.00% Impervious Runoff Depth>0.00" Flow Length=289' Slope=0.1040 '/' Tc=13.3 min CN=30 Runoff=0.00 cfs 0.000 of Pond PL: NE PL EXIST Inflow=0.00 cfs 0.000 of Primary=0.00 cfs 0.000 of Total Runoff Area= 11.287 ac Runoff Volume=0.000 of Average Runoff Depth=0.00" 100.00%Pervious = 11.287 ac 0.00%Impervious= 0.000 ac BRADSHAW IIA Type //24-hr 10YR Rainfall=4.83" Prepared by CHRISTIANSEN & SERGI INC Printed 8/9/2015 HydroCADO 9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment A-1: EXIST Runoff = 0.00 cfs @ 22.00 hrs, Volume= 0.000 af, Depth> 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 3.00-22.00 hrs, dt= 0.05 hrs Type II 24-hr 10YR Rainfall=4.83" Area (sf) CN Description 175,428 30 Woods, Good, HSG A 175,428 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.1 100 0.2400 0.21 Sheet Flow, WOODA Woods: Light underbrush n= 0.400 P2= 3.10" 2.4 164 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 10.5 264 Total Summary for Subcatchment A-2: EXIST Runoff = 0.00 cfs @ 22.00 hrs, Volume= 0.000 af, Depth> 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 3.00-22.00 hrs, dt= 0.05 hrs Type II 24-hr 10YR Rainfall=4.83" Area (sf) CN Description 80,459 30 Woods, Good, HSG A 80,459 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.4 100 0.0570 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 3.7 268 0.0570 1.19 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 18.1 368 Total Summary for Subcatchment A-3: EXIST SW TO WETLAND Runoff = 0.00 cfs @ 22.00 hrs, Volume= 0.000 af, Depth> 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 3.00-22.00 hrs, dt= 0.05 hrs Type II 24-hr 10YR Rainfall=4.83" Area (sf) CN Description 235,782 30 Woods, Good, HSG A 235,782 100.00% Pervious Area BRADSHAW IIA Type 1124-hr 10YR Rainfall=4.83" Prepared by CHRISTIANSEN & SERGI INC Printed 8/9/2015 HydroCAD@ 9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 8 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.3 100 0.1040 0.15 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 2.0 189 0.1040 1.61 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 13.3 289 Total Summary for Pond L: NE PIL EXIST Inflow Area = 5.874 ac, 0.00% Impervious, Inflow Depth > 0.00" for 10YR event Inflow = 0.00 cfs @ 22.00 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 22.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 3.00-22.00 hrs, dt= 0.05 hrs BRADSHAW IIA Type //24-hr 25YR Rainfall=6.16" Prepared by CHRISTIANSEN & SERGI INC Printed 8/9/2015 HydroCAD®9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 9 Time span=3.00-22.00 hrs, dt=0.05 hrs, 381 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment A-1: EXIST Runoff Area=175,428 sf 0.00% Impervious Runoff Depth>0.07" Flow Length=264' Tc=10.5 min CN=30 Runoff=0.04 cfs 0.024 of Subcatchment A-2: EXIST Runoff Area=80,459 sf 0.00% Impervious Runoff Depth>0.07" Flow Length=368' Slope=0.0570 '/' Tc=18.1 min CN=30 Runoff=0.02 cfs 0.011 of Subcatchment A-3: EXIST SW TO Runoff Area=235,782 sf 0.00% Impervious Runoff Depth>0.07" Flow Length=289' Slope=0.1040 '/' Tc=13.3 min CN=30 Runoff=0.05 cfs 0.033 of Pond PL: NE PL EXIST Inflow=0.05 cfs 0.036 of Primary=0.05 cfs 0.036 of Total Runoff Area= 11.287 ac Runoff Volume= 0.068 of Average Runoff Depth = 0.07" 100.00%Pervious= 11.287 ac 0.00%Impervious=0.000 ac B ADSHAW IIA Type 1124-hr 25YR Rainfall=6.16" Prepared by CHRISTIANSEN & SERGI INC Printed 8/9/2015 HydroCAD®9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment A-1: EXIST Runoff = 0.04 cfs @ 15.49 hrs, Volume= 0.024 af, Depth> 0.07" Runoff by SCS TR-20 method, UH=SCS, Time Span= 3.00-22.00 hrs, dt= 0.05 hrs Type II 24-hr 25YR Rainfall=6.16" Area (sf) CN Description 175,428 30 Woods, Good, HSG A 175,428 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.1 100 0.2400 0.21 Sheet Flow,WOODA Woods: Light underbrush n= 0.400 P2= 3.10" 2.4 164 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 10.5 264 Total Summary for Subcatchment - : EXIST Runoff = 0.02 cfs @ 17.50 hrs, Volume= 0.011 af, Depth> 0.07" Runoff by SCS TR-20 method, UH=SCS, Time Span= 3.00-22.00 hrs, dt= 0.05 hrs Type II 24-hr 25YR Rainfall=6.16" Area (sf) CN Description 80,459 30 Woods, Good, HSG A 80,459 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.4 100 0.0570 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 3.7 268 0.0570 1.19 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 18.1 368 Total Summary for Subcatchment A-3: EXIST SW TO WETLAND Runoff = 0.05 cfs @ 15.54 hrs, Volume= 0.033 af, Depth> 0.07" Runoff by SCS TR-20 method, UH=SCS, Time Span= 3.00-22.00 hrs, dt= 0.05 hrs Type II 24-hr 25YR Rainfall=6.16" Area (sf) CN Description 235,782 30 Woods, Good, HSG A 235,782 100.00% Pervious Area BRADSHAW IIA Type 1124-hr25YR Rainfall=6.16" Prepared by CHRISTIANSEN & SERGI INC Printed 8/9/2015 HydroCAD®9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 11 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.3 100 0.1040 0.15 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 2.0 189 0.1040 1.61 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 13.3 289 Total Summary for Pond PL: NE PL EXIST Inflow Area= 5.874 ac, 0.00% Impervious, Inflow Depth > 0.07" for 25YR event Inflow = 0.05 cfs @ 17.45 hrs, Volume= 0.036 of Primary = 0.05 cfs @ 17.45 hrs, Volume= 0.036 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 3.00-22.00 hrs, dt= 0.05 hrs RA S AW 11A Type 1124-hr 100 Rainfall=8.94" Prepared by CHRISTIANSEN & SERGI INC Printed 8/9/2015 HydroCAD®9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 12 Time span=3.00-22.00 hrs, dt=0.05 hrs, 381 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment A-1: EXIST Runoff Area=175,428 sf 0.00% Impervious Runoff Depth>0.60" Flow Length=264' Tc=10.5 min CN=30 Runoff=1.51 cfs 0.201 of Subcatchment A-2: EXIST Runoff Area=80,459 sf 0.00% Impervious Runoff Depth>0.60" Flow Length=368' Slope=0.0570 '/' Tc=18.1 min CN=30 Runoff=0.50 cfs 0.092 of Subcatchment A-3: EXIST SW TO Runoff Area=235,782 sf 0.00% Impervious Runoff Depth>0.60" Flow Length=289' Slope=0.1040 '/' Tc=13.3 min CN=30 Runoff=1.76 cfs 0.270 of Pond PL: NE PL EXIST Inflow=1.85 cfs 0.293 of Primary=1.85 cfs 0.293 of Total Runoff Area= 11.287 ac Runoff Volume= 0.563 of Average Runoff Depth =0.60" 100.00%Pervious= 11.287 ac 0.00%Impervious=0.000 ac BRADSHAW IIA Type //24-hr 100 Rainfall=8.94" Prepared by CHRISTIANSEN & SERGI INC Printed 8/9/2015 HydroCADO 9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment A-1: EXIST Runoff = 1.51 cfs @ 12.09 hrs, Volume= 0.201 af, Depth> 0.60" Runoff by SCS TR-20 method, UH=SCS, Time Span= 3.00-22.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Rainfall=8.94" Area (sf) CN Description 175,428 30 Woods, Good, HSG A 175,428 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.1 100 0.2400 0.21 Sheet Flow, WOODA Woods: Light underbrush n= 0.400 P2= 3.10" 2.4 164 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 10.5 264 Total Summary for Subcatchment A-2: EXIST Runoff = 0.50 cfs @ 12.21 hrs, Volume= 0.092 af, Depth> 0.60" Runoff by SCS TR-20 method, UH=SCS, Time Span= 3.00-22.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Rainfall=8.94" Area (sf) CN Description 80,459 30 Woods, Good, HSG A 80,459 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.4 100 0.0570 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 3.7 268 0.0570 1.19 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 18.1 368 Total Summary for Subcatchment A-3: EXIST SW TO WETLAND Runoff = 1.76 cfs @ 12.13 hrs, Volume= 0.270 af, Depth> 0.60" Runoff by SCS TR-20 method, UH=SCS, Time Span= 3.00-22.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Rainfall=8.94" Area (sf) CN Description 235,782 30 Woods, Good, HSG A 235,782 100.00% Pervious Area A SHAW IIIA Type 1124-hr 100 Rainfall=8.94" Prepared by CHRISTIANSEN & SERGI INC Printed 8/9/2015 HydroCAD®9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 14 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.3 100 0.1040 0.15 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 2.0 189 0.1040 1.61 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 13.3 289 Total Summary for Pond PL: NE PIL EXIST Inflow Area= 5.874 ac, 0.00% Impervious, Inflow Depth > 0.60" for 100 event Inflow = 1.85 cfs @ 12.11 hrs, Volume= 0.293 of Primary = 1.85 cfs @ 12.11 hrs, Volume= 0.293 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 3.00-22.00 hrs, dt= 0.05 hrs BRADSHAW IIA Type 1124-hr 100YR Rainfall=8.94" Prepared by CHRISTIANSEN & SERGI INC Printed 8/9/2015 HydroCAD®9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 15 Time span=3.00-22.00 hrs, dt=0.05 hrs, 381 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment A-1: EXIST Runoff Area=175,428 sf 0.00% Impervious Runoff Depth>0.60" Flow Length=264' Tc=10.5 min CN=30 Runoff=1.51 cfs 0.201 of Subcatchment A-2: EXIST Runoff Area=80,459 sf 0.00% Impervious Runoff Depth>0.60" Flow Length=368' Slope=0.0570 '/' Tc=18.1 min CN=30 Runoff=0.50 cfs 0.092 of Subcatchment A-3: EXIST SW TO Runoff Area=235,782 sf 0.00% Impervious Runoff Depth>0.60" Flow Length=289' Slope=0.1040'/' Tc=13.3 min CN=30 Runoff=1.76 cfs 0.270 of Pond PL: NE PL EXIST Inflow=1.85 cfs 0.293 of Primary=1.85 cfs 0.293 of Total Runoff Area= 11.287 ac Runoff Volume= 0.563 of Average Runoff Depth = 0.60" 100.00%Pervious= 11.287 ac 0.00%Impervious =0.000 ac BRADSHAW IIA Type //24-hr 100YR Rainfall=8.94" Prepared by CHRISTIANSEN & SERGI INC Printed 8/9/2015 HydroCAD@ 9.00 s/n 01057 @ 2009 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment A-1: EXIST Runoff = 1.51 cfs g 12.09 hrs, Volume= 0.201 af, Depth> 0.60" Runoff by SCS TR-20 method, UH=SCS, Time Span= 3.00-22.00 hrs, dt= 0.05 hrs Type 11 24-hr 1 OOYR Rainfall=8.94" Area (sf) CN Description 175,428 30 Woods, Good, HSG A 175,428 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f t/f t) (ft/sec) (cfs) 8.1 100 0.2400 0.21 Sheet Flow, WOODA Woods: Light underbrush n= 0.400 P2= 3.10" 2.4 164 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 10.5 264 Total Summary for Subcatchment A-2: EXIST Runoff = 0.50 cfs @ 12.21 hrs, Volume= 0.092 af, Depth> 0.60" Runoff by SCS TR-20 method, UH=SCS, Time Span= 3.00-22.00 hrs, dt= 0.05 hrs Type 11 24-hr 1 OOYR Rainfall=8.94" Area (sf) CN Description 80,459 30 Woods, Good, HSG A 80,459 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f t/f t) (ft/sec) (cfs) 14.4 100 0.0570 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 3.7 268 0.0570 1.19 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 18.1 368 Total Summary for Subcatchment A-3: EXIST SW TO WETILAND Runoff = 1.76 cfs @ 12.13 hrs, Volume= 0.270 af, Depth> 0.60" Runoff by SCS TR-20 method, UH=SCS, Time Span= 3.00-22.00 hrs, dt= 0.05 hrs Type 11 24-hr 1 OOYR Rainfall=8.94" Area (sf) CN Description 235,782 30 Woods, Good, HSG A 235,782 100.00% Pervious Area BRADS HAW IIA Type //24-hr 100YR Rainfall=8.94" Prepared by CHRISTIANSEN & SERGI INC Printed 8/9/2015 HydroCAD®9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 17 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.3 100 0.1040 0.15 Sheet Flow, Woods: Light underbrush n= 0.400 P2=3.10" 2.0 189 0.1040 1.61 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 13.3 289 Total Summary for Pond PL: NE PL EXIST Inflow Area= 5.874 ac, 0.00% Impervious, Inflow Depth > 0.60" for 100YR event Inflow = 1.85 cfs @ 12.11 hrs, Volume= 0.293 of Primary = 1.85 cfs @ 12.11 hrs, Volume= 0.293 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 3.00-22.00 hrs, dt= 0.05 hrs APPENDIX B Proposed Conditions HydroCAD Report B4 PROPOSED B1 A` B1 B< LO 4 l05 1p B3-A B3 B5 7P ' O CUL-DE-SAC 8P B1 B2 ' LOT HSE PROPOSED SW TO ROADWAY lot 4 grass ba in WETLAND ROPOv POSED lots grass basin '4P� 3P : lot3 infiltration basin INFILT ATION/DETENTION B6A' AREA STA 1+00 EGINING OF ROAD NE PL PROPOSED WEST SIDE 5p v— O PROPOSED INFILTRATION BASIN BEGINNING OF ROAD COMBINED TO SW STA 25 EAST SIDE WETLAND C Drainage Diagram for BRADSHAW IIB Subcat Reach Pon Link Prepared by CHRISTIANSEN & SERGI INC, Printed 8/10/2015 HydroCADO 9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC BRADSHAWII Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCAD®9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 1 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 7.959 30 Woods, Good, HSG A (B1, B1 A, B2, B3, B3-A) 2.516 39 >75% Grass cover, Good, HSG A (B1, B1 A, BIB, B3, B3-A, B4, B5, B6A, B6B) 0.142 76 Gravel roads, HSG A (B4, B5, B6A, B6B) 0.954 98 Paved parking, HSG A (B1 A, B3-A, B5, B6A, B6B) 0.055 98 ROADWAY (B4) 0.023 98 basin (B1 B) 11.649 TOTAL AREA BADSAW IIB Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCAD®9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 2 Soil Listing (all nodes) Area Soil Subcatchment (acres) Goup Numbers 11.570 HSG A 131, 131 A, B1 B, B2, B3, B3-A, B4, B5, B6A, B613 0.000 HSG B 0.000 HSG C 0.000 HSG D 0.078 Other 131 B, B4 11.649 TOTAL AREA BRADSHAW1IB Type //24-hy /8V Rainfall=/.00" Prepared by CHR|ST|ANSEN & SERG| INC Printed 010/2015 Time epan=0.0O-24.00hna' d|=O.05hxs, 481 points Runoff b S{}8TR-2O method, UH=GCS Reach routing hyStop|nd+Transmethod Pond routing bvStop|ndmethod Pond 1P: CUL-DE-SAC Peak Bev=142.00' Storage=0of |nf|ovv=0.00ofo O.OUUof Outf|ovv=O.00ofu 0.000af Pond2p: 0E PL PROPOSED |nf|ow=U.00ofa 0.000af P/ima/y=O.00ofo 8.000af Pond 3P: INFILTRATION/DETENTION AREA STA Peak E|ev=121.50' Storago=O of |nf|ovv=0.00 ofo 0.000 sd Diooarded=U.00do 0.008ad Primary=0.00ofn 0.000af Oud|ovv=0.00ofu 0.000af Pond 4P: |cd3 infiltration basin Peak Bev=121.00' Storage=O of |nf|ow=0.00 ofa 0.000 af Ou0ow=0.00ofo 0.000af Pond 5P: PROPOSED COMBINED TO SVVWETLAND |nf|ovv=0.00 mfo 0.000 af Primary=O.00ofo 0.000 /d Pond GP: INFILTRATION BASIN STA 25 Peak Bev=117.00' Storage=Uof |nf|ovv=0.80ofa0.000af Diaoarded=0.00ofo 0.800af Primary=0.00cfa 0.000 af 0utf|ovv=0.00ofo 0.000a/ Pond 7P: lot 4 grass basin Peak E|ev=12Q.O0' Storage=Oof |n8om/=0.00ofn 0.000af Disoarded=O.OUofo O.00Ood Primary=O.00ofo 0.000af Ou1f|ow=0.00ofo 0.000aj Pond 89: |ot5 grass basin Peak Bev=125.UO' Storage=Oof |nf|ovv=0.00ofa O.UOOaJ Oiaoa/ded=0.00nfo 0.800af Primary=0.00da O.00Oed Outf(ovv=O.00ofo 8.000of SmbcmdchnmentB1: PROPOSED Runoff Area=111.77Oof 0.80% |mpervioua RunoffDepth=0.O0" F|owLength=238' To=13.0min CN=31 Runo8=0.00cfa O.UOOaf SuboetchnmentB1A, LOT 4 Runoff Area=14.794of 17.01% Impervious Runof[ Depth=O.00^ Flow Len0th=228' To=2.8min CN=47 Runo8=0.00ofs 0.008a( SmbcatchmnentB1B: |otb Runoff Araa=8.015nf 11.09% |mpa/vioua RunoffDepth=U.00^ To=8.0min CN=48 Runoff=0.00o/u 0.000af Subca1ohnmentB2: PROPOSED Runoff Arou=8O.45Aof 0.00% |mparvioua RunoKDop1h~U.00" F|owLength~38O' S|ope=0.0570 '/' Tc=18.1 min CN=30 Runoff=O.00ofo 0.000 /d SuboetobnnentB3: PROPOSED SVVTO Runoff Arua=1S5.874uf 0.00% |mpervioun RunoODepth=0.00^ Flow Length=324' S|opo=0.08607' To=14.7min CN=31 Runoff~O.00da O.00Uaf SubootohmnentB3-A: LO33HSE Runoff A/aa=28.GOOaf 22.08% |mpervioua RunoffDep1h=0.OU" To=2.0min CN=48 Runoff=0.00ofa 0.000af Subcmtohnmmn1B4: PROPOSED Runoff Area=4.828of 5O.80�� |mpervioun Runo8Depth>O.03^ F|ovvLength=16' S|opo=0.83UO'/' To=0.2min CN=75 Runoff=O.00do O.UOOaf Subcutchnmmnt B5: ROADWAY Runoff Area=75.713af 3A.23�� Impervious RunoUDepth=0.UO^ F|nwLength=S7O' Tc=18.2min CN=84 Runo#=0.00ofo 0.000af BRADSAW 11B Type I124-hr 1IN Rainfall=1.00" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCAD®9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 4 Subcatchment B6A: BEGINING OF ROAD Runoff Area=8,210 sf 20.46% Impervious Runoff Depth=0.00" Flow Length=160' Slope=0.0700 '/' Tc=10.4 min CN=53 Runoff=0.00 cfs 0.000 of Subcatchment B6B: BEGINNING OF ROAD Runoff Area=8,059 sf 14.89% Impervious Runoff Depth=0.00" Flow Length=276' Tc=3.1 min CN=50 Runoff=0.00 cfs 0.000 of Total Runoff Area= 11.649 ac Runoff Volume=0.000 of Average Runoff Depth =0.00" 91.14%Pervious= 10.616 ac 8.86%Impervious= 1.032 ac BRADSHAW 111113 Type 1124-hr 11N Rainfall=1.00" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCAD®9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 5 Summary for Pond 1 : CUL-DE-SAC Inflow Area= 0.111 ac, 50.00% Impervious, Inflow Depth > 0.03" for 1 IN event Inflow = 0.00 cfs @ 12.81 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 12.83 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.9 min Discarded = 0.00 cfs @ 12.83 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 142.00' @ 12.83 hrs Surf.Area= 603 sf Storage= 0 cf Plug-Flow detention time= 0.9 min calculated for 0.000 of (100%of inflow) Center-of-Mass det. time= 0.7 min ( 1,038.0 - 1,037.3 ) Volume Invert Avail.Storage Storage Description #1 142.00' 802 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.00 603 0 0 142.50 796 350 350 143.00 1,013 452 802 Device Routing Invert Outlet Devices #1 Discarded 142.00' 8.270 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.12 cfs @ 12.83 hrs HW=142.00' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.12 cfs) Summary for Pond 2P: NE PL PROPOSED Inflow Area= 4.960 ac, 1.69% Impervious, Inflow Depth = 0.00" for 1 IN event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Pond 3P: INFILTRATION/DETENTION AREA STA 1+00 Inflow Area= 1.738 ac, 39.23% Impervious, Inflow Depth = 0.00" for 1 IN event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 121.50' @ 0.00 hrs Surf.Area= 1,520 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage excedes outflow) Center-of-Mass det. time= (not calculated: no inflow) BRADS HAW 11B Type //24-hr 11N Rainfall=1.00" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCAD®9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 6 Volume Invert Avail.Storage Storage Description #1 121.50' 11,405 cf Custom Stage Data(Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 121.50 1,520 0 0 122.00 3,700 1,305 1,305 124.00 6,400 10,100 11,405 Device Routing Invert Outlet Devices #1 Discarded 121.50' 8.270 in/hr Exfiltration over Surface area #2 Primary 124.00' 9.5' long x 9.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.46 2.55 2.70 2.69 2.68 2.68 2.67 2.64 2.64 2.64 2.65 2.64 2.65 2.65 2.66 2.67 2.69 Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=121.50' (Free Discharge) L1=Exfiltration (Passes 0.00 cfs of 0.29 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=121.50' (Free Discharge) L2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 4P: lot3 infiltration basin Inflow Area= 0.659 ac, 22.06% Impervious, Inflow Depth = 0.00" for 1 IN event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 121.00' @ 0.00 hrs Surf.Area= 313 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage excedes outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 121.00' 2,489 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 121.00 313 0 0 122.00 733 523 523 124.00 1,233 1,966 2,489 Device Routing Invert Outlet Devices #1 Discarded 121.00' 8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=121.00' (Free Discharge) L1=Exfiltration (Passes 0.00 cfs of 0.06 cfs potential flow) BRADSHAW IIB Type 024-hr10V R8innfa6=/.0O" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 Summary for Pond 5P: PROPOSED COMBINED TO SW WETLAND Inflow Area 5.820ao, 12.83% impervious, Inflow Depth = 0.00^ for 1|N event Inflow 0.00ofsCD 0.00 hrs, Vn|ume= 0.008af Primary 0.00cfnP 0.00 hrs, Vo|ume= 0.000af, 4dton= 0%, Lag= 0.0 min Routing byStnr-|nd method, Time Spon= O.0O-24.00 hrs, dL= O.05hrs Summary for Pond 6P: INFILTRATION BASIN STA 25 Inflow Area 0.373 ac' 17.70% Impervious, Inflow Depth = 0.00" for 1|N event Inflow = 0.00ofa@ 0.00hrs' Vo|unne= 0.0008f Outflow = 0.00ofa@ 0.00 hrs, Vo|unne= 0.000af' Attan= O%, Lag= O.0 min Discarded = 0.00ofa@ 0.08 hrs, Vo|urno= 0.000af Primary 0.00nfo@ 0.00 hrs, Vo|ume= 0.000af Routing by8ior-|nd method, TimeSpan= 0.08'24.08 hrs, dt= 0.05 hrs Peak E|ev= 117.00' @8.00hrs Gurf.Area= 240sf Storage= Oof Plug-Flow detention time= (not calculated: initial storage excedes outflow) {)onter'of'K4uasdot. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 117.00' 2.310 of Custom Stage Data(Prismatic) Listed below /Reoa|o\ Elevation Surf.Anea |no.8tore Cum.8tone 117.08 240 0 O 118.00 630 485 435 120.00 1,245 1'875 2,810 Device Routing Invert Outlet Devices #1 Discarded 117.00' 8.27Oin/hrExfi|tmdion over Surface area #2 Primary 120.00' 10.0' long x4.O' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.80 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Cnef. (English) 2.38 2.54 2.68 2.68 2.67 2.07 2.85 2.86 2�68 2.68 2.72 2.73 276 2.79 2.88 3.87 3.32 Discarded OutF|oxVK8ex=0.00ofs@O.0Ohrs HVV=117.00' (Free Discharge) t--1=Exfikrmtimn (Passes 0.00ofsofO.05ofa potential flow) Primary utBmxoK8ax=0.00ofs@0.00hrs HVV=117.00' (Free Discharge) /--2=Brmod-Crested Rectangular Weir / Controls 0.00 nfs\ RASHAW IIB Type 1124-hr 11N Rainfall=1.00" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCAD®9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 8 Summary for Pond 7P: lot 4 grass basin Inflow Area= 0.340 ac, 17.91% Impervious, Inflow Depth = 0.00" for 1 IN event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 129.00' @ 0.00 hrs Surf.Area= 958 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage excedes outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 129.00' 1,224 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 129.00 958 0 0 130.00 1,490 1,224 1,224 Device Routing Invert Outlet Devices #1 Discarded 129.00' 2.410 in/hr Exfiltration over Surface area #2 Primary 129.50' 10.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=129.00' (Free Discharge) L1=Exfiltration (Passes 0.00 cfs of 0.05 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=129.00' (Free Discharge) L2=Broad-Crested Rectangular Weir ( Controls O.00 cfs) Summary for Pond 5P: lot5 grass basin Inflow Area = 0.207 ac, 11.09% Impervious, Inflow Depth = 0.00" for 1 IN event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 125.00' @ 0.00 hrs Surf.Area= 1,155 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage excedes outflow) Center-of-Mass det. time= (not calculated: no inflow) BRADS HAW 11B Type 1124-hr 11N Rainfall=1.00" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCAD®9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 9 Volume Invert Avail.Storage Storage Description #1 125.00' 1,448 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 125.00 1,155 0 0 126.00 1,740 1,448 1,448 Device Routing Invert Outlet Devices #1 Primary 126.00' 10.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 #2 Discarded 125.00' 2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=125.00' (Free Discharge) 't-2=Exfiltration (Passes 0.00 cfs of 0.06 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=125.00' (Free Discharge) t-1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Subcatchment 1: PROPOSED Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 1IN Rainfall=1.00" Area (sf) CN Description 101,335 30 Woods, Good, HSG A 10,444 39 >75% Grass cover, Good, HSG A 111,779 31 Weighted Average 111,779 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 100 0.0900 0.14 Sheet Flow, WOODA Woods: Light underbrush n= 0.400 P2=3.10" 1.9 138 0.0600 1.22 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 13.9 238 Total Summary for Subcatchment B1A: LOT 4 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type 11 24-hr 1IN Rainfall=1.00" BRADSHAW 11B Type 1124-hr 1IN Rainfall=1.00" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCAD®9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 10 Area (sf) CN Description 3,577 30 Woods, Good, HSG A 8,568 39 >75% Grass cover, Good, HSG A 2,649 98 Paved parking, HSG A 14,794 47 Weighted Average 12,145 82.09% Pervious Area 2,649 17.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.1 100 0.1000 1.58 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.5 128 0.0800 1.41 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.6 228 Total Summary for Subcatchment B1 B: Iot5 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 1 IN Rainfall=1.00" Area (sf) CN Description 8,015 39 >75%Grass cover, Good, HSG A 1,000 98 basin 9,015 46 Weighted Average 8,015 88.91% Pervious Area 1,000 11.09% Impervious Area Summary for Subcatchment B2: PROPOSED Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 1 IN Rainfall=1.00" Area (sf) CN Description 80,459 30 Woods, Good, HSG A 80,459 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.4 100 0.0570 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 3.7 268 0.0570 1.19 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 18.1 368 Total RA S AW 1113 Type 1124-hr 11N Rainfall=1.00" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCAD®9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment : PROPOSED SW TO WETLAND Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 1IN Rainfall=1.00" Area (sf) CN Description 147,340 30 Woods, Good, HSG A 18,534 39 >75% Grass cover, Good, HSG A 0 98 DRIVES,ROOFS 165,874 31 Weighted Average 165,874 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.2 100 0.0860 0.14 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 2.5 224 0.0860 1.47 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 14.7 324 Total Summary for Subcatchment B3-A: LOT3 SE Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 1IN Rainfall=1.00" Area (sf) CN Description 13,973 30 Woods, Good, HSG A 8,388 39 >75% Grass cover, Good, HSG A 6,329 98 Paved parking, HSG A 28,690 48 Weighted Average 22,361 77.94% Pervious Area 6,329 22.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 Direct Entry, Summary for Subcatchment B4: PROPOSED Runoff = 0.00 cfs @ 12.81 hrs, Volume= 0.000 af, Depth> 0.03" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type 11 24-hr 1IN Rainfall=1.00" BRADSHAW IIB Type 1124-hr 1IN Rainfall=1.00" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCAD®9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Pace, 12 Area (sf) CN Description 2,413 98 ROADWAY 893 76 Gravel roads, HSG A 1,520 39 >75% Grass cover, Good, HSG A 4,826 75 Weighted Average 2,413 50.00% Pervious Area 2,413 50.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.2 16 0.0300 1.10 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Summary for Subcatchment 135: ROADWAY Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr I IN Rainfall=1.00" Area (sf) CN Description 26,800 39 >75% Grass cover, Good, HSG A 29,700 98 Paved parking, HSG A 4,494 76 Gravel roads, HSG A 14,719 39 >75% Grass cover, Good, HSG A 75,713 64 Weighted Average 46,013 60.77% Pervious Area 29,700 39.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.5 100 0.0200 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 3.7 570 0.0300 2.60 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 18.2 670 Total Summary for Subcatchment B6A: BEGINING OF ROAD WEST SIDE Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type 11 24-hr 1 IN Rainfall=1.00" BRADSHAW 11113 Type 1124-hr 11N Rainfall=1.00" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCADOO 9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 13 Area (sf) CN Description 1,680 98 Paved parking, HSG A 400 76 Gravel roads, HSG A 6,130 39 >75% Grass cover, Good, HSG A 8,210 53 Weighted Average 6,530 79.54% Pervious Area 1,680 20.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 50 0.0700 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 2.8 110 0.0700 0.66 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 10.4 160 Total Summary for Sucacrnent 6BEGINNING OF ROADEAST SIDE Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 1IN Rainfall=1.00" Area (sf) CN Description 6,459 39 >75% Grass cover, Good, HSG A 400 76 Gravel roads, HSG A 1,200 98 Paved parking, HSG A 8,059 50 Weighted Average 6,859 85.11% Pervious Area 1,200 14.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.9 33 0.3600 0.29 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 0.7 116 0.0300 2.60 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.5 127 0.0070 4.11 3.23 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.012 Concrete pipe, finished 3.1 276 Total BRADS HAW IIB Type //24-hr 2YR Rainfall=3.15" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCAD®9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 14 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Pond 1 P: CUL-DE-SAC Peak EIev=142.07' Storage=45 cf Inflow=0.24 cfs 0.010 of Outflow=0.12 cfs 0.010 of Pond 2P: NE PL PROPOSED Inflow=0.00 cfs 0.000 of Primary=0.00 cfs 0.000 of Pond 3P: INFILTRATION/DETENTION AREA Peak EIev=121.65' Storage=396 cf Inflow=0.82 cfs 0.077 of Discarded=0.42 cfs 0.077 of Primary=0.00 cfs 0.000 of Outflow=0.42 cfs 0.077 of Pond 4P: lot3 infiltration basin Peak EIev=121.00' Storage=1 cf Inflow=0.01 cfs 0.004 of Outflow=0.01 cfs 0.004 of Pond 5P: PROPOSED COMBINED TO SW WETLAND Inflow=0.00 cfs 0.000 of Primary=0.00 cfs 0.000 of Pond 6P: INFILTRATION BASIN STA 25 Peak EIev=117.01' Storage=2 cf Inflow=0.02 cfs 0.005 of Discarded=0.01 cfs 0.005 of Primary=0.00 cfs 0.000 of Outflow=0.01 cfs 0.005 of Pond 7P: lot 4 grass basin Peak EIev=129.00' Storage=0 cf Inflow=0.00 cfs 0.002 of Discarded=0.00 cfs 0.002 of Primary=0.00 cfs 0.000 of Outflow=0.00 cfs 0.002 of Pond 8P: lot5 grass basin Peak EIev=125.00' Storage=0 cf Inflow=0.00 cfs 0.001 of Discarded=0.00 cfs 0.001 of Primary=0.00 cfs 0.000 of Outflow=0.00 cfs 0.001 of Subcatchment B1: PROPOSED Runoff Area=111,779 sf 0.00% Impervious Runoff Depth=0.00" Flow Length=238' Tc=13.9 min CN=31 Runoff=0.00 cfs 0.000 of Subcatchment B1A: LOT 4 Runoff Area=14,794 sf 17.91% Impervious Runoff Depth>0.07" Flow Length=228' Tc=2.6 min CN=47 Runoff=0.00 cfs 0.002 of Subcatchment 131B: lots Runoff Area=9,015 sf 11.09% Impervious Runoff Depth>0.05" Tc=0.0 min CN=46 Runoff=0.00 cfs 0.001 of Subcatchment B2: PROPOSED Runoff Area=80,459 sf 0.00% Impervious Runoff Depth=0.00" Flow Length=368' Slope=0.0570 '/' Tc=18.1 min CN=30 Runoff=0.00 cfs 0.000 of Subcatchment 133: PROPOSED SW TO Runoff Area=165,874 sf 0.00% Impervious Runoff Depth=0.00" Flow Length=324' Slope=0.0860 '/' Tc=14.7 min CN=31 Runoff=0.00 cfs 0.000 of Subcatchment B3-A: LOT31iSE Runoff Area=28,690 sf 22.06% Impervious Runoff Depth>0.08" Tc=2.0 min CN=48 Runoff=0.01 cfs 0.004 of Subcatchment 134: PROPOSED Runoff Area=4,826 sf 50.00% Impervious Runoff Depth>1.06" Flow Length=16' Slope=0.0300 '/' Tc=0.2 min CN=75 Runoff=0.24 cfs 0.010 of Subcatchment 65: ROADWAY Runoff Area=75,713 sf 39.23% Impervious Runoff Depth>0.53" Flow Length=670' Tc=18.2 min CN=64 Runoff=0.82 cfs 0.077 of BRADS HAW 11113 Type 1124-hr 2YR Rainfall=3.15" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCADO 9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 15 Subcatchment B6A: BEGINING OF ROAD Runoff Area=8,210 sf 20.46% Impervious Runoff Depth>0.18" Flow Length=160' Slope=0.0700 '/' Tc=10.4 min CN=53 Runoff=0.01 cfs 0.003 of Subcatchment B613: BEGINNING OF ROAD Runoff Area=8,059 sf 14.89% Impervious Runoff Depth>0.12" Flow Length=276' Tc=3.1 min CN=50 Runoff=0.00 cfs 0.002 of Total Runoff Area= 11.649 ac Runoff Volume= 0.099 of Average Runoff Depth =0.10" 91.14%Pervious= 10.616 ac 8.86%Impervious= 1.032 ac BRADS HAW 1113 Type 1124-hr2YR Rainfall=3.15" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCADO 9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 16 Summary for Pond 1 P: CUL-DE-SAC Inflow Area= 0.111 ac, 50.00% Impervious, Inflow Depth > 1.06" for 2YR event Inflow = 0.24 cfs @ 11.90 hrs, Volume= 0.010 of Outflow = 0.12 cfs @ 11.97 hrs, Volume= 0.010 af, Atten= 50%, Lag=4.3 min Discarded = 0.12 cfs @ 11.97 hrs, Volume= 0.010 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 142.07' @ 11.97 hrs Surf.Area= 631 sf Storage= 45 cf Plug-Flow detention time= 1.8 min calculated for 0.010 of (100%of inflow) Center-of-Mass det. time= 1.7 min ( 852.7- 851.0 ) Volume Invert Avail.Storage Storage Description #1 142.00' 802 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.00 603 0 0 142.50 796 350 350 143.00 1,013 452 802 Device Routing Invert Outlet Devices #1 Discarded 142.00' 8.270 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.12 cfs @ 11.97 hrs HW=142.07' (Free Discharge) 't-1=Exfiltration (Exfiltration Controls 0.12 cfs) Summary for Pond 2P: NE PL PROPOSED Inflow Area= 4.960 ac, 1.69% Impervious, Inflow Depth = 0.00" for 2YR event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Pond 3P: INFILTRATION/DETENTION AREA STA 1+00 Inflow Area= 1.738 ac, 39.23% Impervious, Inflow Depth > 0.53" for 2YR event Inflow = 0.82 cfs @ 12.15 hrs, Volume= 0.077 of Outflow = 0.42 cfs @ 12.36 hrs, Volume= 0.077 af, Atten= 49%, Lag= 13.1 min Discarded = 0.42 cfs @ 12.36 hrs, Volume= 0.077 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 121.65' @ 12.36 hrs Surf.Area= 2,182 sf Storage= 396 cf Plug-Flow detention time= 6.6 min calculated for 0.077 of (100%of inflow) Center-of-Mass det. time= 5.7 min ( 912.2 - 906.5 ) BRADSHAW1113 Type 024-h2YRR8infall=3 /5" Prepared hvCHR|ST|ANSEN & SERGI INC Printed 8/102015 Volume Invert Avail.Storage Storage Description #1 121.50' 11.405of Custom Stage Data(Priamnmtio) Listed below Elevation Surf.Area |no.Stnre Cum.Storm 121.50 1'520 0 0 122.00 8,700 1,305 1,305 124.00 6,400 10'100 11'405 Device Routing Invert (}uUnt Devices #1 Discarded 121.50' B'27Oin/hrExfi|tretimn over Surface area #2 Primary 124.00' 9'5' long o9.O' breadth Broad-Crested Rectangular Weir Head (feet) 8.28 040 0.80 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.58 4.00 4.50 5.00 5.50 Coef. (English) 246 2.55 2.70 2.69 2.68 2.68 2.67 2.84 2.84 2.64 2.65 2.04 2.65 2.65 2.86 2.67 2.69 Discarded OutHoxv [Wax=O.42ofaC@12.38hm HVV=121.65' (Free Discharge) c-1=Exƒi|trmtion (Exh|tration Controls 0.42o(a) Primary OutFlow K8ax=0.00cfs@0.00hna HVV=121.50' (Free Discharge) /--2=Broad-Crested Rectangular Weir ( Controls 0.00 ofs) Summary for Pond 4P: I0t3 infiltration basin Inflow Area 0.659 8o' 22.06% Impervious, Inflow Depth > 0.08" for 2YR event |nDovv = 0.01 cfa@ 13.29hxs' Vo|ume= 0.004af Outflow 0.01 ofa Ca) 13.33 hns, Vo|ume= 8.004oƒ, Aton= O%, Lag= 2.6 min Discarded 0.01 ofs@ 13.33 hns, Vo|ume= 0.004of Routing byStor-|nd method, Time Gpan= 0.00-24.00 hrn, dt= 0.05 hra Peak E|ev= 121.0O' CD13.33hrs 8urf.Area= 314sf StoraAe= 1of Plug-Flow detention time= 2.0 min na|ou|oied fOr0.004 af (100% of inflow) Center-of-Mass dmt. time= 1.5 min ( 1,855.3 1,058.9 ) Volume Invert i| Storage Description #1 121.00' 2`489of Custom Stage Data/priamatic\ Listed below /Rooa|c\ Elevation Surf.Area |no.8tore Cum.Store 121.00 313 0 0 122.00 733 523 523 124.00 1,233 1,986 2'488 Device Routing Invert OutletDevices #1 Discarded 121.00' 8.27Oin/hrEofi|tmdion over Surface area Discarded OutF|mxxK8ax=O.08cfa@13.33hru HVV=121.00' (Free Discharge) BRADS HAW 11113 Type //24-hr 2YR Rainfall=3.15" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCAD®9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 18 Summary for Pond 5P: PROPOSED COMBINED TO SW WETLAND Inflow Area = 5.920 ac, 12.63% Impervious, Inflow Depth = 0.00" for 2YR event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Pond 6P: INFILTRATION BASIN STA 25 Inflow Area= 0.373 ac, 17.70% Impervious, Inflow Depth > 0.15" for 2YR event Inflow = 0.02 cfs @ 12.11 hrs, Volume= 0.005 of Outflow = 0.01 cfs @ 12.17 hrs, Volume= 0.005 af, Atten= 7%, Lag= 3.3 min Discarded = 0.01 cfs @ 12.17 hrs, Volume= 0.005 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.01' @ 12.17 hrs Surf.Area= 244 sf Storage= 2 cf Plug-Flow detention time= 2.5 min calculated for 0.005 of (100%of inflow) Center-of-Mass det. time= 1.6 min ( 997.7 - 996.2 ) Volume Invert Avail.Storage Storage Description #1 117.00' 2,310 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 117.00 240 0 0 118.00 630 435 435 120.00 1,245 1,875 2,310 Device Routing Invert Outlet Devices #1 Discarded 117.00' 8.270 in/hr Exfiltration over Surface area #2 Primary 120.00' 10.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Discarded OutFlow Max=0.05 cfs @ 12.17 hrs HW=117.01' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=117.00' (Free Discharge) L2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) BRADSHAW 11113 Type 1124-hr 2YR Rainfall=3.15" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCADO 9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 19 Summary for Pond 7P: lot 4 grass basin Inflow Area = 0.340 ac, 17.91% Impervious, Inflow Depth > 0.07" for 2YR event Inflow = 0.00 cfs @ 14.86 hrs, Volume= 0.002 of Outflow = 0.00 cfs @ 14.91 hrs, Volume= 0.002 af, Atten= 0%, Lag= 3.1 min Discarded = 0.00 cfs @ 14.91 hrs, Volume= 0.002 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 129.00' @ 14.91 hrs Surf.Area= 958 sf Storage= 0 cf Plug-Flow detention time= 3.0 min calculated for 0.002 of (100%of inflow) Center-of-Mass det. time= 1.6 min ( 1,077.6 - 1,075.9 ) Volume Invert Avail.Storage Storage Description #1 129.00' 1,224 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 129.00 958 0 0 130.00 1,490 1,224 1,224 Device Routing Invert Outlet Devices #1 Discarded 129.00' 2.410 in/hr Exfiltration over Surface area #2 Primary 129.50' 10.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Discarded OutFlow Max=0.05 cfs @ 14.91 hrs HW=129.00' (Free Discharge) 't--1=Exfiltration (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=129.00' (Free Discharge) t-2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 8P: lot5 grass basin Inflow Area= 0.207 ac, 11.09% Impervious, Inflow Depth > 0.05" for 2YR event Inflow = 0.00 cfs @ 15.17 hrs, Volume= 0.001 of Outflow = 0.00 cfs @ 15.22 hrs, Volume= 0.001 af, Atten= 0%, Lag= 3.0 min Discarded = 0.00 cfs @ 15.22 hrs, Volume= 0.001 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 125.00' @ 15.22 hrs Surf.Area= 1,155 sf Storage= 0 cf Plug-Flow detention time= 3.0 min calculated for 0.001 of (100% of inflow) Center-of-Mass det. time= 2.0 min ( 1,100.8 - 1,098.8 ) BRADSHAW IIB Type //24-hr 2YR Rainfall=3.15" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCADO 9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 20 Volume Invert Avail.Storage Storage Description #1 125.00' 1,448 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 125.00 1,155 0 0 126.00 1,740 1,448 1,448 Device Routing Invert Outlet Devices #1 Primary 126.00' 10.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 #2 Discarded 125.00' 2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.06 cfs @ 15.22 hrs HW=125.00' (Free Discharge) t--2=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=125.00' (Free Discharge) Li=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Subcatchment B1: PROPOSED Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 2YR Rainfall=3.15" Area (sf) CN Description 101,335 30 Woods, Good, HSG A 10,444 39 >75% Grass cover, Good, HSG A 111,779 31 Weighted Average 111,779 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 100 0.0900 0.14 Sheet Flow,WOODA Woods: Light underbrush n= 0.400 P2= 3.10" 1.9 138 0.0600 1.22 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 13.9 238 Total Summary for Subcatchment B1 A: LOT 4 Runoff = 0.00 cfs @ 14.86 hrs, Volume= 0.002 af, Depth> 0.07" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type 11 24-hr 2YR Rainfall=3.15" BRADSHAW 11B Type //24-hr 2YR Rainfall=3.15" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCADO 9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 21 Area (sf) CN Description 3,577 30 Woods, Good, HSG A 8,568 39 >75% Grass cover, Good, HSG A 2,649 98 Paved parking, HSG A 14,794 47 Weighted Average 12,145 82.09% Pervious Area 2,649 17.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.1 100 0.1000 1.58 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.5 128 0.0800 1.41 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.6 228 Total Summary for Subcatchment B1 B: Iot5 Runoff = 0.00 cfs @ 15.17 hrs, Volume= 0.001 af, Depth> 0.05" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 2YR Rainfall=3.15" Area (sf) CN Description 8,015 39 >75% Grass cover, Good, HSG A 1,000 98 basin 9,015 46 Weighted Average 8,015 88.91% Pervious Area 1,000 11.09% Impervious Area Summary for Subcatchment 2: PROPOSED Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 2YR Rainfall=3.15" Area (sf) CN Description 80,459 30 Woods, Good, HSG A 80,459 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.4 100 0.0570 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 3.7 268 0.0570 1.19 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 18.1 368 Total BRADSHAW 11B Type //24-hr 2YR Rainfall=3.15" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCADO 9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment B3: PROPOSED SW TO WETLAND Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 2YR Rainfall=3.15" Area (sf) CN Description 147,340 30 Woods, Good, HSG A 18,534 39 >75% Grass cover, Good, HSG A 0 98 DRIVES,ROOFS 165,874 31 Weighted Average 165,874 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.2 100 0.0860 0.14 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 2.5 224 0.0860 1.47 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 14.7 324 Total Summary for Subcatchment B3-A: LOT3HSE Runoff = 0.01 cfs @ 13.29 hrs, Volume= 0.004 af, Depth> 0.08" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 2YR Rainfall=3.15" Area (sf) CN Description 13,973 30 Woods, Good, HSG A 8,388 39 >75% Grass cover, Good, HSG A 6,329 98 Paved parking, HSG A 28,690 48 Weighted Average 22,361 77.94% Pervious Area 6,329 22.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 Direct Entry, Summary for Subcatchment B4: PROPOSED Runoff = 0.24 cfs @ 11.90 hrs, Volume= 0.010 af, Depth> 1.06" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type 11 24-hr 2YR Rainfall=3.15" A SH W 11113 Type 1124-hr 2YR Rainfall=3.15" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCAD®9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 23 Area (sf) CN Description 2,413 98 ROADWAY 893 76 Gravel roads, HSG A 1,520 39 >75% Grass cover, Good, HSG A 4,826 75 Weighted Average 2,413 50.00% Pervious Area 2,413 50.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.2 16 0.0300 1.10 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Summary for Subcatchment 5: ROADWAY Runoff = 0.82 cfs @ 12.15 hrs, Volume= 0.077 af, Depth> 0.53" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 2YR Rainfall=3.15" Area (sf) CN Description 26,800 39 >75%Grass cover, Good, HSG A 29,700 98 Paved parking, HSG A 4,494 76 Gravel roads, HSG A 14,719 39 >75% Grass cover, Good, HSG A 75,713 64 Weighted Average 46,013 60.77% Pervious Area 29,700 39.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.5 100 0.0200 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 3.7 570 0.0300 2.60 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 18.2 670 Total Summary for Subcatchment D6A: BEGINING OF ROAD WEST SIDE Runoff = 0.01 cfs @ 12.11 hrs, Volume= 0.003 af, Depth> 0.18" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type 11 24-hr 2YR Rainfall=3.15" BRADSHAW IIB Type //24-hr 2YR Rainfall=3.15" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCADO 9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 24 Area (sf) CN Description 1,680 98 Paved parking, HSG A 400 76 Gravel roads, HSG A 6,130 39 >75% Grass cover, Good, HSG A 8,210 53 Weighted Average 6,530 79.54% Pervious Area 1,680 20.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 50 0.0700 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 2.8 110 0.0700 0.66 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 10.4 160 Total Summary for Subcatchment 6B: BEGINNING OF ROAD EAST SIDE Runoff = 0.00 cfs @ 12.34 hrs, Volume= 0.002 af, Depth> 0.12" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 2YR Rainfall=3.15" Area (sf) CN Description 6,459 39 >75% Grass cover, Good, HSG A 400 76 Gravel roads, HSG A 1,200 98 Paved parking, HSG A 8,059 50 Weighted Average 6,859 85.11% Pervious Area 1,200 14.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.9 33 0.3600 0.29 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 0.7 116 0.0300 2.60 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.5 127 0.0070 4.11 3.23 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.012 Concrete pipe, finished 3.1 276 Total BRADSHAW 11B Type //24-hr /0Y9 RGinfall=483" Prepared hvCHR|STI/\NSEN & SERG| INC Printed 8/102015 Time apan=0.00-24.O0hrs' dt=0.05hra, 481points Runoff bvSCSTR-2O method, UH=SCS Reach routing bvStop|nd+T:ynamethod - Pond routing bvStor-|ndmethod Pond 1P: CQL,L}E-SAC Peak Bov=142.31' Storagn=207of |nUow=0.53ofu 0.021 af Ou0ow=0.14ofu 0.021 of Pond 2P: NE PL PROPOSED |nUovv=0.01 ofa 0.801 af Primary=0.01 cfn 0.001 af Pond 3P: INFILTRATION/DETENTION AREA Peak Bev=12222' Storage=2.438of |nUovv=2.80cfa 0.212cd Diaoanded=077du 0.212af Primary=U.00cfo O.UOOaf OuNow=077ofo 0.212af Pond 4P: |mt3 infiltration basin Peak Bev=121.43' S1oraga=174of |nf|ow=0.51 c(a 0.029od 0uNow=0.09cfu 0.020md Pond 5P: PROPOSED COMBINED TO SVVWETLAND |n0ow=0.01 ofa 0.002 af Primary=0.01 cfn 0.002aj Pond 0P: INFILTRATION BASIN STA25 Peak E|ev=117.48' S1oruge=162of |nf|ovv=0.29do 0.022uJ Disoarded=0.08do 0.022af Primary=U.00da 0.000af Oud|ovv=0.08ofo 0.022af Pond7P: lot 4 grass basin Peak E|ev~12Q.06' S1orage=80of |nf|ovv=8.21 o/o 0.014aj Diaoerded=0.08ufo 0.014af Primary=8.00ofo 0.000af 0utf|om/=0.06do 0.014af Pond 8P: |ot5 grass basin Peak E|ov=12S.02' Storage=17cf |nfiow=0.11 da 0.007af Dinoarded=0.07da 0.007af Primary=8.00da 0.008af OuNovv=0.07ofo 0.007af SubomtohnnentB1; PROPOSED Runoff Area=111.770of 0.00% |mparviouu Runoff Depth>0.01^ F|uwLangth=238' To=13.Amin CN=31 Huno0=0.00o(o 0.001 af Suboa1chmnentB1A: LOT 4 Runoff Area=14.704of 17.01�� Impervious RunoffDepth>O.48^ F|owLun0th=228' To=2.8min CN=47 Runoff=0.21 da 0.014af SVhca1chnmentB113: |mt5 Runoff Areu=9.015af 11.O9% Impervious RunoKDepth>O.43" To=O.Umin CN=46 Runo#=0.11 du 0.007uj Subcetohmnen1B2: PROPOSED Runoff Aroa=8U.450af 0.00% |mperviouo RunoKDapth>U.00" Flow Langth=388' S|ope=0.0570'/' Tc=18.1 min CN~30 Runo#=0.00ofu 0.000af SuboatchrnentB3: PROPOSED SVVTO Runoff Aree=165.874of 0.00% |mperviouo Runoff Depth,U.O1" Flow Length=324' S|ope=0.0860'/' Tc=14.7min CN=31 Runo8~8.01ofo 0.002af Subcotchmnent B3-A: LOT3HSE Runoff A/ma=28.8A8uf 22.08% |mporvioua RunoffDopth>0.53^ To=2.0min CN=48 Runoff=0.51 ofu 0.029af Subootchnment134: PROPOSED Runoff Aroa=4.82Sof 50.00�� Impervious RunoffDepth,2.31'' Flow Length=18' S|ope~U.030OY' To~0.2min CN=75 Runo#=0.53ofa 0.021 af SubcadcbnmentB5: ROADWAY Runoff Area=75.713af 3A.23�� Impervious Runo# Depth>1.48^ F|ovvLongth=87O' To=18.2min CN=64 RunoU=2.80o(o 0.212af BRADS HAW IIB Type //24-hr 10YR Rainfall=4.83" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCADO 9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 26 Subcatchment B6A: BEGINING OF ROAD Runoff Area=8,210 sf 20.46% Impervious Runoff Depth>0.78" Flow Length=160' Slope=0.0700 '/' Tc=10.4 min CN=53 Runoff=0.18 cfs 0.012 of Subcatchment B6B: BEGINNING OF ROAD Runoff Area=8,059 sf 14.89% Impervious Runoff Depth>0.62" Flow Length=276' Tc=3.1 min CN=50 Runoff=0.18 cfs 0.010 of Total Runoff Area= 11.649 ac Runoff Volume= 0.308 of Average Runoff Depth =0.32" 91.14% Pervious= 10.616 ac 8.86%Impervious= 1.032 ac RA S AW 111113 Type 1124-hr 10YR Rainfall=4.83" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCAD®9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 27 Summary for Pond 1 P: CUL-DE-SAC Inflow Area = 0.111 ac, 50.00% Impervious, Inflow Depth > 2.31" for 10YR event Inflow = 0.53 cfs @ 11.90 hrs, Volume= 0.021 of Outflow = 0.14 cfs @ 12.01 hrs, Volume= 0.021 af, Atten= 74%, Lag= 6.8 min Discarded = 0.14 cfs @ 12.01 hrs, Volume= 0.021 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 142.31' @ 12.01 hrs Surf.Area= 724 sf Storage= 207 cf Plug-Flow detention time= 7.4 min calculated for 0.021 of (100% of inflow) Center-of-Mass det. time= 7.3 min ( 835.3 - 828.0 ) Volume Invert Avail.Storage Storage Description #1 142.00' 802 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.00 603 0 0 142.50 796 350 350 143.00 1,013 452 802 Device Routing Invert Outlet Devices #1 Discarded 142.00' 8.270 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.14 cfs @ 12.01 hrs HW=142.31' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.14 cfs) Summary for Pond 2 : NE PL PROPOSED Inflow Area= 4.960 ac, 1.69% Impervious, Inflow Depth > 0.00" for 10YR event Inflow = 0.01 cfs @ 24.00 hrs, Volume= 0.001 of Primary = 0.01 cfs @ 24.00 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Pond 3113: INFILTRATION/DETENTION AREA STA 1+00 Inflow Area = 1.738 ac, 39.23% Impervious, Inflow Depth > 1.46" for 10YR event Inflow = 2.80 cfs @ 12.12 hrs, Volume= 0.212 of Outflow = 0.77 cfs @ 12.51 hrs, Volume= 0.212 af, Atten= 73%, Lag=23.2 min Discarded = 0.77 cfs @ 12.51 hrs, Volume= 0.212 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 122.22' @ 12.51 hrs Surf.Area= 4,003 sf Storage= 2,438 cf Plug-Flow detention time= 23.7 min calculated for 0.212 of (100% of inflow) Center-of-Mass det. time= 22.9 min ( 893.3 - 870.4) BRADSHAW 11113 Type 1124-hr 10YR Rainfall=4.83" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCADO 9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 28 Volume Invert Avail.Storage Storage Description #1 121.50' 11,405 cf Custom Stage Data(Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 121.50 1,520 0 0 122.00 3,700 1,305 1,305 124.00 6,400 10,100 11,405 Device Routing Invert Outlet Devices #1 Discarded 121.50' 8.270 in/hr Exfiltration over Surface area #2 Primary 124.00' 9.5' long x 9.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.46 2.55 2.70 2.69 2.68 2.68 2.67 2.64 2.64 2.64 2.65 2.64 2.65 2.65 2.66 2.67 2.69 Discarded OutFlow Max=0.77 cfs @ 12.51 hrs HW=122.22' (Free Discharge) 't--1=Exfiltration (Exfiltration Controls 0.77 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=121.50' (Free Discharge) L2=13road-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 4P: lot3 infiltration basin Inflow Area= 0.659 ac, 22.06% Impervious, Inflow Depth > 0.53" for 10YR event Inflow = 0.51 cfs @ 11.95 hrs, Volume= 0.029 of Outflow = 0.09 cfs @ 12.23 hrs, Volume= 0.029 af, Atten= 81%, Lag= 16.9 min Discarded = 0.09 cfs @ 12.23 hrs, Volume= 0.029 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 121.43' @ 12.23 hrs Surf.Area=494 sf Storage= 174 cf Plug-Flow detention time= 11.2 min calculated for 0.029 of (100% of inflow) Center-of-Mass det. time= 10.4 min ( 937.4- 927.1 ) Volume Invert Avail.Storage Storage Description #1 121.00' 2,489 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 121.00 313 0 0 122.00 733 523 523 124.00 1,233 1,966 2,489 Device Routing Invert Outlet Devices #1 Discarded 121.00' 8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.09 cfs @ 12.23 hrs HW=121.43' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.09 cfs) BRADS HAW 1113 Type 1124-hr 10YR Rainfall=4.83" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCAD®9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 29 Summary for Pond 5 : PROPOSED COMBINED TO SW WETLAND Inflow Area= 5.920 ac, 12.63% Impervious, Inflow Depth > 0.00" for 10YR event Inflow = 0.01 cfs @ 24.00 hrs, Volume= 0.002 of Primary = 0.01 cfs @ 24.00 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Pond 6 : INFILTRATION BASIN STA 25 Inflow Area= 0.373 ac, 17.70% Impervious, Inflow Depth > 0.70" for 10YR event Inflow = 0.29 cfs @ 11.99 hrs, Volume= 0.022 of Outflow = 0.08 cfs @ 12.29 hrs, Volume= 0.022 af, Atten= 72%, Lag= 17.8 min Discarded = 0.08 cfs @ 12.29 hrs, Volume= 0.022 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 117.48' @ 12.29 hrs Surf.Area= 429 sf Storage= 162 cf Plug-Flow detention time= 12.6 min calculated for 0.022 of (100%of inflow) Center-of-Mass det. time= 11.8 min ( 921.0 - 909.2 ) Volume Invert Avail.Storage Storage Description #1 117.00' 2,310 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 117.00 240 0 0 118.00 630 435 435 120.00 1,245 1,875 2,310 Device Routing Invert Outlet Devices #1 Discarded 117.00' 8.270 in/hr Exfiltration over Surface area #2 Primary 120.00' 10.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Discarded OutFlow Max=0.08 cfs @ 12.29 hrs HW=117.48' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.08 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=117.00' (Free Discharge) t-2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) BRA S AW 11B Type 1124-hr 10YR Rainfall=4.83" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCAD®9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 30 Summary for Pond 7P: lot 4 grass basin Inflow Area= 0.340 ac, 17.91% Impervious, Inflow Depth > 0.48" for 10YR event Inflow = 0.21 cfs @ 11.96 hrs, Volume= 0.014 of Outflow = 0.06 cfs @ 12.09 hrs, Volume= 0.014 af, Atten= 74%, Lag= 7.8 min Discarded = 0.06 cfs @ 12.09 hrs, Volume= 0.014 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 129.06' @ 12.09 hrs Surf.Area= 991 sf Storage= 60 cf Plug-Flow detention time= 5.9 min calculated for 0.013 of (100% of inflow) Center-of-Mass det. time= 4.9 min ( 939.5 - 934.5 ) Volume Invert Avail.Storage Storage Description #1 129.00' 1,224 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 129.00 958 0 0 130.00 1,490 1,224 1,224 Device Routing Invert Outlet Devices #1 Discarded 129.00' 2.410 in/hr Exfiltration over Surface area #2 Primary 129.50' 10.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Discarded OutFlow Max=0.06 cfs @ 12.09 hrs HW=129.06' (Free Discharge) 't--1=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=129.00' (Free Discharge) 't--2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 8P: lot5 grass basin Inflow Area= 0.207 ac, 11.09% Impervious, Inflow Depth > 0.43" for 10YR event Inflow = 0.11 cfs @ 11.93 hrs, Volume= 0.007 of Outflow = 0.07 cfs @ 11.98 hrs, Volume= 0.007 af, Atten= 41%, Lag=2.9 min Discarded = 0.07 cfs @ 11.98 hrs, Volume= 0.007 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 125.02' @ 11.98 hrs Surf.Area= 1,164 sf Storage= 17 cf Plug-Flow detention time= 3.1 min calculated for 0.007 of (100%of inflow) Center-of-Mass det. time= 2.4 min ( 942.6 - 940.2 ) A S AW 1IB Type //24-hr 10YR Rainfall=4.83" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCAD®9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 31 Volume Invert Avail.Storage Storage Description #1 125.00' 1,448 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 125.00 1,155 0 0 126.00 1,740 1,448 1,448 Device Routing Invert Outlet Devices #1 Primary 126.00' 10.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 #2 Discarded 125.00' 2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.06 cfs @ 11.98 hrs HW=125.01' (Free Discharge) 't-2=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=125.00' (Free Discharge) 't--1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Subcatchment 1: PROPOSED Runoff = 0.00 cfs @ 24.00 hrs, Volume= 0.001 af, Depth> 0.01" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10YR Rainfall=4.83" Area (sf) CN Description 101,335 30 Woods, Good, HSG A 10,444 39 >75% Grass cover, Good, HSG A 111,779 31 Weighted Average 111,779 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 100 0.0900 0.14 Sheet Flow, WOODA Woods: Light underbrush n= 0.400 P2= 3.10" 1.9 138 0.0600 1.22 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 13.9 238 Total Summary for Subcatchment 131 : LOT 4 Runoff = 0.21 cfs @ 11.96 hrs, Volume= 0.014 af, Depth> 0.48" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type 11 24-hr 10YR Rainfall=4.83" BRADS HAW IIB Type //24-hr 10YR Rainfall=4.83" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCAD®9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 32 Area (sf) CN Description 3,577 30 Woods, Good, HSG A 8,568 39 >75% Grass cover, Good, HSG A 2,649 98 Paved parking, HSG A 14,794 47 Weighted Average 12,145 82.09% Pervious Area 2,649 17.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.1 100 0.1000 1.58 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.5 128 0.0800 1.41 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.6 228 Total Summary for Subcatchment B1 B: lots Runoff = 0.11 cfs @ 11.93 hrs, Volume= 0.007 af, Depth> 0.43" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10YR Rainfall=4.83" Area (sf) CN Description 8,015 39 >75% Grass cover, Good, HSG A 1,000 98 basin 9,015 46 Weighted Average 8,015 88.91% Pervious Area 1,000 11.09% Impervious Area Summary for Subcatchment 1132: PROPOSED Runoff = 0.00 cfs @ 24.00 hrs, Volume= 0.000 af, Depth> 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10YR Rainfall=4.83" Area (sf) CN Description 80,459 30 Woods, Good, HSG A 80,459 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.4 100 0.0570 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 3.7 268 0.0570 1.19 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 18.1 368 Total BRADSHAW 11B Type 11 24-hr 10YR Rainfall=4.83" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCADO 9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 33 Summary for Subcatchment 3: PROPOSED SW TO WETLAND Runoff = 0.01 cfs @ 24.00 hrs, Volume= 0.002 af, Depth> 0.01" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10YR Rainfall=4.83" Area (sf) CN Description 147,340 30 Woods, Good, HSG A 18,534 39 >75% Grass cover, Good, HSG A 0 98 DRIVES,ROOFS 165,874 31 Weighted Average 165,874 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 12.2 100 0.0860 0.14 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 2.5 224 0.0860 1.47 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 14.7 324 Total Summary for Subcatchment 3-A: LOT3HSE Runoff = 0.51 cfs @ 11.95 hrs, Volume= 0.029 af, Depth> 0.53" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10YR Rainfall=4.83" Area (sf) CN Description 13,973 30 Woods, Good, HSG A 8,388 39 >75% Grass cover, Good, HSG A 6,329 98 Paved parking, HSG A 28,690 48 Weighted Average 22,361 77.94% Pervious Area 6,329 22.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 Direct Entry, Summary for Subcatchment B4: PROPOSED Runoff = 0.53 cfs @ 11.90 hrs, Volume= 0.021 af, Depth> 2.31" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10YR Rainfall=4.83" BRADSHAW IIB Type 1124-hr 10YR Rainfall=4.83" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCADO 9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 34 Area (sf) CN Description 2,413 98 ROADWAY 893 76 Gravel roads, HSG A 1,520 39 >75% Grass cover, Good, HSG A 4,826 75 Weighted Average 2,413 50.00% Pervious Area 2,413 50.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.2 16 0.0300 1.10 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Summary for Subcatchment 135: ROADWAY Runoff = 2.80 cfs @ 12.12 hrs, Volume= 0.212 af, Depth> 1.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10YR Rainfall=4.83" Area (sf) CN Description 26,800 39 >75% Grass cover, Good, HSG A 29,700 98 Paved parking, HSG A 4,494 76 Gravel roads, HSG A 14,719 39 >75% Grass cover, Good, HSG A 75,713 64 Weighted Average 46,013 60.77% Pervious Area 29,700 39.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.5 100 0.0200 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 3.7 570 0.0300 2.60 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 18.2 670 Total Summary for Subcatchment B6A: BEGINING OF ROAD WEST SIDE Runoff — 0.18 cfs @ 12.05 hrs, Volume= 0.012 af, Depth> 0.78" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type 11 24-hr 10YR Rainfall=4.83" A SHAW IIB Type 1124-hr 10YR Rainfall=4.83" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCAD®9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 35 Area (sf) CN Description 1,680 98 Paved parking, HSG A 400 76 Gravel roads, HSG A 6,130 39 >75% Grass cover, Good, HSG A 8,210 53 Weighted Average 6,530 79.54% Pervious Area 1,680 20.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 50 0.0700 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 2.8 110 0.0700 0.66 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 10.4 160 Total Summary for Subcatc rnent 6 BEGINNING OF ROAD EAST SIDE Runoff = 0.18 cfs @ 11.96 hrs, Volume= 0.01Oaf, Depth> 0.62" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10YR Rainfall=4.83" Area (sf) CN Description 6,459 39 >75% Grass cover, Good, HSG A 400 76 Gravel roads, HSG A 1,200 98 Paved parking, HSG A 8,059 50 Weighted Average 6,859 85.11% Pervious Area 1,200 14.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.9 33 0.3600 0.29 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 0.7 116 0.0300 2.60 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.5 127 0.0070 4.11 3.23 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.012 Concrete pipe, finished 3.1 276 Total B ADSHAW IIB Type 1124-hr 25YR Rainfall=6.16" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCADO 9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 36 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Pond 1P: CUL-DE-SAC Peak Elev=142.54' Storage=379 cf Inflow=0.77 cfs 0.032 of Outflow=0.16 cfs 0.032 of Pond 2P: NE PL PROPOSED Inflow=0.05 cfs 0.039 of Primary=0.05 cfs 0.039 of Pond 3P: INFILTRATION/DETENTION AREA Peak Elev=122.74' Storage=5,030 cf Inflow=4.72 cfs 0.343 of Discarded=0.90 cfs 0.342 of Primary=0.00 cfs 0.000 of Outflow=0.90 cfs 0.342 of Pond 4P: lot3 infiltration basin Peak Elev=122.17' Storage=654 cf Inflow=1.27 cfs 0.059 of Outflow=0.15 cfs 0.059 of Pond 5P: PROPOSED COMBINED TO SW WETLAND Inflow=0.05 cfs 0.038 of Primary=0.05 cfs 0.038 of Pond 6P: INFILTRATION BASIN STA 25 Peak EIev=118.07' Storage=481 cf Inflow=0.67 cfs 0.042 of Discarded=0.12 cfs 0.042 of Primary=0.00 cfs 0.000 of Outflow=0.12 cfs 0.042 of Pond 7P: lot 4 grass basin Peak EIev=129.30' Storage=310 cf Inflow=0.59 cfs 0.028 of Discarded=0.06 cfs 0.028 of Primary=0.00 cfs 0.000 of Outflow=0.06 cfs 0.028 of Pond 813: lot5 grass basin Peak EIev=125.10' Storage=120 cf Inflow=0.34 cfs 0.016 of Discarded=0.07 cfs 0.016 of Primary=0.00 cfs 0.000 of Outflow=0.07 cfs 0.016 of Subcatchment 131: PROPOSED Runoff Area=111,779 sf 0.00% Impervious Runoff Depth>0.12" Flow Length=238' Tc=13.9 min CN=31 Runoff=0.03 cfs 0.026 of Subcatchment B1A: LOT 4 Runoff Area=14,794 sf 17.91% Impervious Runoff Depth>1.00" Flow Length=228' Tc=2.6 min CN=47 Runoff=0.59 cfs 0.028 of Subcatchment 131 B: lots Runoff Area=9,015 sf 11.09% Impervious Runoff Depth>0.93" Tc=0.0 min CN=46 Runoff=0.34 cfs 0.016 of Subcatchment 132: PROPOSED Runoff Area=80,459 sf 0.00% Impervious Runoff Depth>0.09" Flow Length=368' Slope=0.0570 '/' Tc=18.1 min CN=30 Runoff=0.02 cfs 0.014 of Subcatchment 133: PROPOSED SW TO Runoff Area=165,874 sf 0.00% Impervious Runoff Depth>0.12" Flow Length=324' Slope=0.0860'/' Tc=14.7 min CN=31 Runoff=0.05 cfs 0.038 of Subcatchment B3-A: LOT31-11SE Runoff Area=28,690 sf 22.06% Impervious Runoff Depth>1.08" Tc=2.0 min CN=48 Runoff=1.27 cfs 0.059 of Subcatchment 134: PROPOSED Runoff Area=4,826 sf 50.00% Impervious Runoff Depth>3.42" Flow Length=16' Slope=0.0300'/' Tc=0.2 min CN=75 Runoff=0.77 cfs 0.032 of Subcatchment B5: ROADWAY Runoff Area=75,713 sf 39.23% Impervious Runoff Depth>2.37" Flow Length=670' Tc=18.2 min CN=64 Runoff=4.72 cfs 0.343 of BRADSHAW 1IB Type 1124-hr 25YR Rainfall=6.16" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCADO 9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 37 Subcatchment B6A: BEGINING OF ROAD Runoff Area=8,210 sf 20.46% Impervious Runoff Depth>1.45" Flow Length=160' Slope=0.0700 '/' Tc=10.4 min CN=53 Runoff=0.38 cfs 0.023 of Subcatchment B6B: BEGINNING OF ROAD Runoff Area=8,059 sf 14.89% Impervious Runoff Depth>1.22" Flow Length=276' Tc=3.1 min CN=50 Runoff=0.41 cfs 0.019 of Total Runoff Area= 11.649 ac Runoff Volume= 0.597 of Average Runoff Depth =0.61" 91.14%Pervious= 10.616 ac 8.86%Impervious= 1.032 ac B ADSHAW 116 Type //24-hr 25YR Rainfall=6.16" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCADO 9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 38 Summary for Pond 1 P: CUL-DE-SAC Inflow Area= 0.111 ac, 50.00% Impervious, Inflow Depth > 3.42" for 25YR event Inflow = 0.77 cfs @ 11.89 hrs, Volume= 0.032 of Outflow = 0.16 cfs @ 12.02 hrs, Volume= 0.032 af, Atten= 80%, Lag= 7.5 min Discarded = 0.16 cfs @ 12.02 hrs, Volume= 0.032 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 142.54' @ 12.02 hrs Surf.Area= 812 sf Storage= 379 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 13.8 min ( 830.5 - 816.8 ) Volume Invert Avail.Storage Storage Description #1 142.00' 802 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.00 603 0 0 142.50 796 350 350 143.00 1,013 452 802 Device Routing Invert Outlet Devices #1 Discarded 142.00' 8.270 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.15 cfs @ 12.02 hrs HW=142.53' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.15 cfs) Summary for Pond 2P: NE PL PROPOSED Inflow Area= 4.960 ac, 1.69% Impervious, Inflow Depth > 0.09" for 25YR event Inflow = 0.05 cfs @ 15.33 hrs, Volume= 0.039 of Primary = 0.05 cfs @ 15.33 hrs, Volume= 0.039 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Pond 3P: INFILTRATION/DETENTION AREA STA 1+00 Inflow Area = 1.738 ac, 39.23% Impervious, Inflow Depth > 2.37" for 25YR event Inflow = 4.72 cfs @ 12.12 hrs, Volume= 0.343 of Outflow = 0.90 cfs @ 12.62 hrs, Volume= 0.342 af, Atten= 81%, Lag= 30.4 min Discarded = 0.90 cfs @ 12.62 hrs, Volume= 0.342 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 122.74' @ 12.62 hrs Surf.Area=4,696 sf Storage= 5,030 cf Plug-Flow detention time= 45.7 min calculated for 0.342 of (100% of inflow) Center-of-Mass det. time= 44.9 min ( 900.8 - 855.9 ) BRADSHAW 11B Type 824-h25YRRainfall=6./8" Prepared by {|HRIST|ANSEN & SERGI |NC Printed 8/10/2015 Volume Invert Avail.Storage Storage Description #1 121.50' 11.405of Custom Stage Data(Prismatic) Listed below Elevation Surf.Area |no.Store Cunn.Storo 121.50 1,520 0 0 122.00 3'700 1,305 1,305 124.00 6,400 10,100 11.405 Device Routing Invert Outlet Devices #1 Discarded 121.50' 8.27Oin/hrExfi|tmdion over Surface area #2 Primary 124.00' 9'5' |ong xS.O' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1A0 1,60 1.80 2.00 2.50 8.00 8.50 4.00 4.50 5.00 5.50 Coef. (English) 2.40 2.55 2.70 2.69 2.68 2.08 2.07 2.64 2.84 2.64 2.65 2.64 2.05 2.05 2.86 2.67 2.88 Discarded OutF|muv K8ax=0.90ofaCD 12.62hrs HVV=122.74' (Free Discharge) z-l=Esƒi|tradion /Exfi|tra1ion Controls 0.90ofo\ Primary OutFlow Max=0.00ofs@0.00 hrs HVV=121.50' (Free Discharge) z-2=113noad-Cneatad Rectangular Weir / Controls 0.00 cfs\ Summary for Pond 4P: IKDt3 infiltration basin Inflow Area O.058ao, 22.08% Impervious, Inflow Depth > 1.08" for 25YRevent Inflow = 1.27ofs@ 11.94hra, Vo|ume= 0.059af Outflow 0.15ofa@ 12.41 hrs, Vn|ume= 0.059af, Atnn= 88%' Lag= 28.3min Discarded 0.15cfs@ 12.41 hrs, Vo|umo= 0.059ed Routing byS1or-|nd method, Timn8pan= 0.00-24.00 hrs, dt= O.05 hrs Peak Bev= 122.17' @12.41 hrs Gurf.Aroe= 778sf GtoraAe= O54cf Plug-Flow detention dnne= 35.5 min calculated for 0.O58cd (1O0% ofinflow) Centopof-K8aeadeA. iinne= 34.8 min / 9287 893.8 \ Volume Invert Avail.Storage Storage Description #1 121.00' 2.489cf Custom Stage Data(Prismatic) Listed below (Rnnao) Elevation Surf.Aroa |no.Shoro Cunn.Storm 121.00 313 O O 122.00 733 523 523 124.00 1,233 1'866 2,489 Device Routing Invert Outlet Devices #1 Discarded 121.00' 8`27Din/hrEofiKmdimn over Surface area Discarded OutFlovv K8ax=0.15cfs@12.41hrs HVV=122.17' (Free Discharge) z-1=Enfi|trabon (Exfi|tration Controls U.15ofa) BRADSHAW IIB Type //24-hr25YR Rainfall=6.16" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCAD®9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 40 Summary for Pond 5P: PROPOSED COMBINED TO SW WETLAND Inflow Area= 5.920 ac, 12.63% Impervious, Inflow Depth > 0.08" for 25YR event Inflow = 0.05 cfs @ 15.13 hrs, Volume= 0.038 of Primary = 0.05 cfs @ 15.13 hrs, Volume= 0.038 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Pond 6P: INFILTRATION BASIN STA 25 Inflow Area= 0.373 ac, 17.70% Impervious, Inflow Depth > 1.33" for 25YR event Inflow = 0.67 cfs @ 11.97 hrs, Volume= 0.042 of Outflow = 0.12 cfs @ 12.38 hrs, Volume= 0.042 af, Atten= 81%, Lag= 24.5 min Discarded = 0.12 cfs @ 12.38 hrs, Volume= 0.042 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 118.07' @ 12.38 hrs Surf.Area= 652 sf Storage=481 cf Plug-Flow detention time= 30.9 min calculated for 0.042 of (100%of inflow) Center-of-Mass det. time= 30.3 min ( 913.4 - 883.1 ) Volume Invert Avail.Storage Storage Description #1 117.00' 2,310 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 117.00 240 0 0 118.00 630 435 435 120.00 1,245 1,875 2,310 Device Routing Invert Outlet Devices #1 Discarded 117.00' 8.270 in/hr Exfiltration over Surface area #2 Primary 120.00' 10.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Discarded OutFlow Max=0.12 cfs @ 12.38 hrs HW=118.07' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.12 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=117.00' (Free Discharge) t-2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) BRADSHAW 111113 Type 11 24-hr 25YR Rainfall=6.16" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCADO 9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 41 Summary for Pond 7 : lot 4 grass basin Inflow Area= 0.340 ac, 17.91% Impervious, Inflow Depth > 1.00" for 25YR event Inflow = 0.59 cfs @ 11.95 hrs, Volume= 0.028 of Outflow = 0.06 cfs @ 12.50 hrs, Volume= 0.028 af, Atten= 90%, Lag= 33.1 min Discarded = 0.06 cfs @ 12.50 hrs, Volume= 0.028 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 129.30' @ 12.50 hrs Surf.Area= 1,117 sf Storage= 310 cf Plug-Flow detention time= 36.8 min calculated for 0.028 of (100% of inflow) Center-of-Mass det. time= 36.0 min ( 934.8 - 898.8 ) Volume Invert Avail.Storage Storage Description #1 129.00' 1,224 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 129.00 958 0 0 130.00 1,490 1,224 1,224 Device Routing Invert Outlet Devices #1 Discarded 129.00' 2.410 in/hr Exfiltration over Surface area #2 Primary 129.50' 10.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Discarded OutFlow Max=0.06 cfs @ 12.50 hrs HW=129.30' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=129.00' (Free Discharge) L2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 8P: lot5 grass basin Inflow Area= 0.207 ac, 11.09% Impervious, Inflow Depth > 0.93" for 25YR event Inflow = 0.34 cfs @ 11.91 hrs, Volume= 0.016 of Outflow = 0.07 cfs @ 12.05 hrs, Volume= 0.016 af, Atten= 80%, Lag= 8.4 min Discarded = 0.07 cfs @ 12.05 hrs, Volume= 0.016 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 125.10' @ 12.05 hrs Surf.Area= 1,214 sf Storage= 120 cf Plug-Flow detention time= 9.8 min calculated for 0.016 of (100% of inflow) Center-of-Mass det. time= 9.2 min ( 910.8 - 901.6 ) BRADSHAW 11113 Type //24-hr 25YR Rainfall=6.16" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCAD®9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 42 Volume Invert Avail.Storage Storage Description #1 125.00' 1,448 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 125.00 1,155 0 0 126.00 1,740 1,448 1,448 Device Routing Invert Outlet Devices #1 Primary 126.00' 10.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0A0 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 #2 Discarded 125.00' 2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.07 cfs @ 12.05 hrs HW=125.10' (Free Discharge) 't-2=Exfiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=125.00' (Free Discharge) L1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Subcatchment B1: PROPOSED Runoff = 0.03 cfs @ 15.10 hrs, Volume= 0.026 af, Depth> 0.12" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 25YR Rainfall=6.16" Area (sf) CN Description 101,335 30 Woods, Good, HSG A 10,444 39 >75% Grass cover, Good, HSG A 111,779 31 Weighted Average 111,779 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 100 0.0900 0.14 Sheet Flow, WOODA Woods: Light underbrush n= 0.400 P2= 3.10" 1.9 138 0.0600 1.22 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 13.9 238 Total Summary for Subcatchment B1 A: LOT 4 Runoff = 0.59 cfs @ 11.95 hrs, Volume= 0.028 af, Depth> 1.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type 11 24-hr 25YR Rainfall=6.16" A S AWN IIB Type 1124-hr 25YR Rainfall=6.16" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCADO 9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 43 Area (sf) CN Description 3,577 30 Woods, Good, HSG A 8,568 39 >75% Grass cover, Good, HSG A 2,649 98 Paved parking, HSG A 14,794 47 Weighted Average 12,145 82.09% Pervious Area 2,649 17.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.1 100 0.1000 1.58 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.5 128 0.0800 1.41 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.6 228 Total Summary for Subcatchment B1 : lots Runoff = 0.34 cfs @ 11.91 hrs, Volume= 0.016 af, Depth> 0.93" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 25YR Rainfall=6.16" Area (sf) CN Description 8,015 39 >75% Grass cover, Good, HSG A 1,000 98 basin 9,015 46 Weighted Average 8,015 88.91% Pervious Area 1,000 11.09% Impervious Area Summary for Subcatchment 2: PROPOSED Runoff = 0.02 cfs @ 17.50 hrs, Volume= 0.014 af, Depth> 0.09" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 25YR Rainfall=6.16" Area (sf) CN Description 80,459 30 Woods, Good, HSG A 80,459 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.4 100 0.0570 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 3.7 268 0.0570 1.19 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 18.1 368 Total BRADSHAW 11113 Type 1124-hr 25YR Rainfall=6.16" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCADO 9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 44 Summary for Subcatchment B3: PROPOSED SW TO WETLAND Runoff = 0.05 cfs @ 15.13 hrs, Volume= 0.038 af, Depth> 0.12" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 25YR Rainfall=6.16" Area (sf) CN Description 147,340 30 Woods, Good, HSG A 18,534 39 >75% Grass cover, Good, HSG A 0 98 DRIVES,ROOFS 165,874 31 Weighted Average 165,874 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.2 100 0.0860 0.14 Sheet Flow, Woods: Light underbrush n= 0.400 P2=3.10" 2.5 224 0.0860 1.47 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 14.7 324 Total Summary for Subcatchment B3-A: LOT3HSE Runoff = 1.27 cfs @ 11.94 hrs, Volume= 0.059 af, Depth> 1.08" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 25YR Rainfall=6.16" Area (sf) CN Description 13,973 30 Woods, Good, HSG A 8,388 39 >75% Grass cover, Good, HSG A 6,329 98 Paved parking, HSG A 28,690 48 Weighted Average 22,361 77.94% Pervious Area 6,329 22.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 Direct Entry, Summary for Subcatchment B4: PROPOSED Runoff = 0.77 cfs @ 11.89 hrs, Volume= 0.032 af, Depth> 3.42" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type 11 24-hr 25YR Rainfall=6.16" A SHAW 11113 Type 1124-hr 25YR Rainfall=6.16" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCAD®9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 45 Area (sf) CN Description 2,413 98 ROADWAY 893 76 Gravel roads, HSG A 1,520 39 >75% Grass cover, Good, HSG A 4,826 75 Weighted Average 2,413 50.00% Pervious Area 2,413 50.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.2 16 0.0300 1.10 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Summary for Subcatchment ROADWAY Runoff = 4.72 cfs @ 12.12 hrs, Volume= 0.343 af, Depth> 2.37" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 25YR Rainfall=6.16" Area (sf) CN Description 26,800 39 >75% Grass cover, Good, HSG A 29,700 98 Paved parking, HSG A 4,494 76 Gravel roads, HSG A 14,719 39 >75%Grass cover, Good, HSG A 75,713 64 Weighted Average 46,013 60.77% Pervious Area 29,700 39.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.5 100 0.0200 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 3.7 570 0.0300 2.60 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 18.2 670 Total Summary for Subcatchment S6 : BEGINING OF ROAD WEST SIDE Runoff = 0.38 cfs @ 12.04 hrs, Volume= 0.023 af, Depth> 1.45" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type 11 24-hr 25YR Rainfall=6.16" BRA SHAW IIB Type //24-hr 25YR Rainfall=6.16" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCAD®9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 46 Area (sf) CN Description 1,680 98 Paved parking, HSG A 400 76 Gravel roads, HSG A 6,130 39 >75% Grass cover, Good, HSG A 8,210 53 Weighted Average 6,530 79.54% Pervious Area 1,680 20.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 50 0.0700 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 2.8 110 0.0700 0.66 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 10.4 160 Total Summary for Subcatchment B613: BEGINNING OF ROAD EAST SIDE Runoff = 0.41 cfs @ 11.95 hrs, Volume= 0.019 af, Depth> 1.22" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 25YR Rainfall=6.16" Area (sf) CN Description 6,459 39 >75% Grass cover, Good, HSG A 400 76 Gravel roads, HSG A 1,200 98 Paved parking, HSG A 8,059 50 Weighted Average 6,859 85.11% Pervious Area 1,200 14.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.9 33 0.3600 0.29 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 0.7 116 0.0300 2.60 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.5 127 0.0070 4.11 3.23 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.012 Concrete pipe, finished 3.1 276 Total BRADSHAW 11B Type 824'h; /O0 R]inUfa8=8.94" Prepared b«[|HR|ST|ANSEN & SERG| INC Phnted8/10/2O15 Time span=0.00-24.O0hna, dt=0.05hnn, 481 points Runoff bvGCSTR-20 method, UH=SCS Reach routing byStor-|nd+Trensmethod Pond routing byStor-|ndmethod Pond 1P: CUL-DE-SAC Peak Bev=142.07' StoraOe=773cf |nUovv=1.29ofa 0.054at Outf|ow=O.10ofa 0.054af Pond 2P: NE PL PROPOSE[] |nf|ovv=1.79 o(a 0.279 af Primury=1.79 ofa 0.279 af Pond 3P: INFILTRATION/DETENTION AREA Peak E|ev=124.11' Storaga=11.485of |nf|nvv=9.20ofo 0.655af Diaoanded=1.23 ofn 0.648 a( Primary=0J6 ofn 0.007 af 0uNovv=1.97 ofn 0.654 af Pmnd4P: |ot3infi|tretion basin Peak Bev=123.O3' Sioruge=2.400of |nf|ovv=3.34ofn 0.143aj Outf|ovv=0.23ofa 0,143af Pond 5P: PROPOSED COMBINED TO SW WETLAND |nf|ovv=1.50 ds 0.244 af Primary=1.59dn 0.244af Pond 8P: INFILTRATION BASIN STA 25 Peak Bav=11Q.31' S1orage=1.521of |nf|ovv=1.68ofo0.094md Diaoanjed=0.28ofo 0.894ad Primary=0.80ofo 0.000of Ou1f|ovv=0.20ofu 0.094af Pond 7P: lot 4 grass basin Peak Bev=129.83' Storago=712o! |nUuvv=1.63o[a 0.078uf Discarded=0.07ofo 0.052sd Primary=1.15ofu 0.018 af Outf|ovv=1.22 o(u 0.078af Pond 8P: |o15 grass basin Peak Bev=125.46' Storuge=598of |nf|ovv=0.90ofa 0.041 af Diooerded=0.08ofu 0.041 af Primary=0.08ofo 0.000ad OuNovv=0.08ofo 0.041 af SubootchrnentB1: PROPOSED Runoff Area=111.77Auf 0.00% |mpemiouu Runo# Oapth>0.75" Flow Length=238' To=13.8min CN=31 Runoff=1.12ufo 0.168ed SubcatchmnentB1 A: LOT 4 Runoff Area=14'794ef 17.B1�� |mperviouo Runo� Dapth�2�40'' F|owLongth=228' Tu=2.8min CN=47 Hunoff=1.63du 0.870af SuboatohnmentB1B: |ot5 Runoff Area=Q.U15of 11.00% |mpen/ioua Huno<fDop\h>2.37" To=0.0min CN=48 RunoK=O.AAofo 0.041 ad GubosdohrnentB2: PROPOSED Runoff Area=80.45Qaf 0.00% |mperviouo Runo8Depth>O.85^ Flow Length=388' S|ope=0.0578Y' To~18.1 min CN=30 RunoK=0.50ofo 0.101 af SubcatohrnenY B3: PROPOSED S\0TO Runoff Area=166.874 uf 0.80% Impervious Runoff Depth>0.75^ Flow Lmng(h=324' S|ope=0.0860'/' To=14.7min CN=31 RunoM=1.59ofo 0.237af Suboatohnmenl B3-A, LKJT3HSE Runoff Areo=28^690 af 22.08% Impervious Runoff Depth>2.61^ Tc=2.0min CN=48 Runoff=334ofa 0.143ad Subcatchnment 134: PROPOSED RunoUArea=4.82G uf 50.00�� Impervious RunoffDapth>5.0U^ Flow Langth=16' S|ope=U.030OY' To=0.2min CN=76 RunoU=1.29do 0.854ad Subootohnmant 135: ROADWAY Runoff Area=75.713 af 39.23�� Impervious RunoffDapth>4.52'' F|owLangth=878' To=18.2min CN=64 Runo8~9.20cfn 0.855af ADSHAW 1IB Type 1124-hr 100 Rainfall=8.94" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCAD®9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 48 Subcatchment B6A: BEGINING OF ROAD Runoff Area=8,210 sf 20.46% Impervious Runoff Depth>3.19" Flow Length=160' Slope=0.0700'/' Tc=10.4 min CN=53 Runoff=0.89 cfs 0.050 of Subcatchment B6B: BEGINNING OF ROAD Runoff Area=8,059 sf 14.89% Impervious Runoff Depth>2.84" Flow Length=276' Tc=3.1 min CN=50 Runoff=1.02 cfs 0.044 of Total Runoff Area= 11.649 ac Runoff Volume= 1.555 of Average Runoff Depth = 1.60" 91.14%Pervious= 10.616 ac 8.86%Impervious= 1.032 ac BRADSHAW IIB Type 1124-hr 100 Rainfall=8.94" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCADOO 9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 49 Summary for Pond 1 P: CUL-DE-SAC Inflow Area= 0.111 ac, 50.00% Impervious, Inflow Depth > 5.90" for 100 event Inflow = 1.29 cfs @ 11.89 hrs, Volume= 0.054 of Outflow = 0.19 cfs @ 12.05 hrs, Volume= 0.054 af, Atten= 85%, Lag= 9.2 min Discarded = 0.19 cfs @ 12.05 hrs, Volume= 0.054 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 142.97' @ 12.05 hrs Surf.Area= 1,000 sf Storage= 773 cf Plug-Flow detention time= 27.3 min calculated for 0.054 of (100% of inflow) Center-of-Mass det. time= 27.2 min ( 828.4 - 801.2 ) Volume Invert Avail.Storage Storage Description #1 142.00' 802 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.00 603 0 0 142.50 796 350 350 143.00 1,013 452 802 Device Routing Invert Outlet Devices #1 Discarded 142.00' 8.270 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.19 cfs @ 12.05 hrs HW=142.97' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.19 cfs) Summary for Pond 2 : NE PL PROPOSED Inflow Area= 4.960 ac, 1.69% Impervious, Inflow Depth > 0.67" for 100 event Inflow = 1.79 cfs @ 12.13 hrs, Volume= 0.279 of Primary = 1.79 cfs @ 12.13 hrs, Volume= 0.279 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Pond 3P: INFILTRATION/DETENTION AREA STA 1+00 Inflow Area= 1.738 ac, 39.23% Impervious, Inflow Depth > 4.52" for 100 event Inflow = 9.20 cfs @ 12.11 hrs, Volume= 0.655 of Outflow = 1.97 cfs @ 12.56 hrs, Volume= 0.654 af, Atten= 79%, Lag= 27.1 min Discarded = 1.23 cfs @ 12.55 hrs, Volume= 0.648 of Primary = 0.75 cfs @ 12.56 hrs, Volume= 0.007 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 124.11' @ 12.57 hrs Surf.Area= 6,400 sf Storage= 11,405 cf Plug-Flow detention time= 88.3 min calculated for 0.653 of (100%of inflow) Center-of-Mass det. time= 87.5 min ( 925.0 - 837.4) BRADSHAW IIB Type 1124-hr 100 Rainfall=8.94" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCAD®9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 50 Volume Invert Avail.Storage Storage Description #1 121.50' 11,405 cf Custom Stage Data(Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 121.50 1,520 0 0 122.00 3,700 1,305 1,305 124.00 6,400 10,100 11,405 Device Routing Invert Outlet Devices #1 Discarded 121.50' 8.270 in/hr Exfiltration over Surface area #2 Primary 124.00' 9.5' long x 9.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.46 2.55 2.70 2.69 2.68 2.68 2.67 2.64 2.64 2.64 2.65 2.64 2.65 2.65 2.66 2.67 2.69 Discarded OutFlow Max=1.23 cfs @ 12.55 hrs HW=124.10' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 1.23 cfs) Primary OutFlow Max=0.65 cfs @ 12.56 hrs HW=124.09' (Free Discharge) t--2=Broad-Crested Rectangular Weir (Weir Controls 0.65 cfs @ 0.75 fps) Summary for Pond 4P: lot3 infiltration basin Inflow Area= 0.659 ac, 22.06% Impervious, Inflow Depth > 2.61" for 100 event Inflow = 3.34 cfs @ 11.93 hrs, Volume= 0.143 of Outflow = 0.23 cfs @ 12.71 hrs, Volume= 0.143 af, Atten= 93%, Lag=46.5 min Discarded = 0.23 cfs @ 12.71 hrs, Volume= 0.143 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 123.93' @ 12.71 hrs Surf.Area= 1,215 sf Storage= 2,400 cf Plug-Flow detention time= 108.1 min calculated for 0.143 of (100% of inflow) Center-of-Mass det. time= 107.3 min ( 968.8 - 861.5 ) Volume Invert Avail.Storage Storage Description #1 121.00' 2,489 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 121.00 313 0 0 122.00 733 523 523 124.00 1,233 1,966 2,489 Device Routing Invert Outlet Devices #1 Discarded 121.00' 8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.23 cfs @ 12.71 hrs HW=123.93' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.23 cfs) BRADS HAW 1113 Type 1124-hr 100 Rainfall=8.94" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCADO 9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 51 Summary for Pond 5 : PROPOSED COMBINED TO SW WETLAND Inflow Area = 5.920 ac, 12.63% Impervious, Inflow Depth > 0.49" for 100 event Inflow = 1.59 cfs @ 12.14 hrs, Volume= 0.244 of Primary = 1.59 cfs @ 12.14 hrs, Volume= 0.244 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Pond 6 : INFILTRATION BASIN STA 25 Inflow Area= 0.373 ac, 17.70% Impervious, Inflow Depth > 3.02" for 100 event Inflow = 1.68 cfs @ 11.96 hrs, Volume= 0.094 of Outflow = 0.20 cfs @ 12.52 hrs, Volume= 0.094 af, Atten= 88%, Lag=33.6 min Discarded = 0.20 cfs @ 12.52 hrs, Volume= 0.094 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 119.31' @ 12.52 hrs Surf.Area= 1,032 sf Storage= 1,521 cf Plug-Flow detention time= 75.4 min calculated for 0.094 of (100%of inflow) Center-of-Mass det. time= 74.7 min ( 930.5 - 855.8 ) Volume Invert Avail.Storage Storage Description #1 117.00' 2,310 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 117.00 240 0 0 118.00 630 435 435 120.00 1,245 1,875 2,310 Device Routing Invert Outlet Devices #1 Discarded 117.00' 8.270 in/hr Exfiltration over Surface area #2 Primary 120.00' 10.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Discarded OutFlow Max=0.20 cfs @ 12.52 hrs HW=119.31' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.20 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=117.00' (Free Discharge) L2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) BRADS HAW IIB Type //24-hr 100 Rainfall=8.94" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCAD®9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 52 Summary for Pond 7P: lot 4 grass basin Inflow Area= 0.340 ac, 17.91% Impervious, Inflow Depth > 2.49" for 100 event Inflow = 1.63 cfs @ 11.94 hrs, Volume= 0.070 of Outflow = 1.22 cfs @ 12.00 hrs, Volume= 0.070 af, Atten= 25%, Lag=3.9 min Discarded = 0.07 cfs @ 12.01 hrs, Volume= 0.052 of Primary = 1.15 cfs @ 12.00 hrs, Volume= 0.018 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 129.63' @ 12.01 hrs Surf.Area= 1,295 sf Storage= 712 cf Plug-Flow detention time= 61.3 min calculated for 0.070 of (100% of inflow) Center-of-Mass det. time= 60.5 min ( 925.2 - 864.8 ) Volume Invert Avail.Storage Storage Description #1 129.00' 1,224 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 129.00 958 0 0 130.00 1,490 1,224 1,224 Device Routing Invert Outlet Devices #1 Discarded 129.00' 2.410 in/hr Exfiltration over Surface area #2 Primary 129.50' 10.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Discarded OutFlow Max=0.07 cfs @ 12.01 hrs HW=129.63' (Free Discharge) 't-1=Exfiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=1.09 cfs @ 12.00 hrs HW=129.63' (Free Discharge) 't--2=Broad-Crested Rectangular Weir (Weir Controls 1.09 cfs @ 0.85 fps) Summary for Pond 8P: lot5 grass basin Inflow Area = 0.207 ac, 11.09% Impervious, Inflow Depth > 2.37" for 100 event Inflow = 0.99 cfs @ 11.90 hrs, Volume= 0.041 of Outflow = 0.08 cfs @ 12.48 hrs, Volume= 0.041 af, Atten= 92%, Lag= 34.6 min Discarded = 0.08 cfs @ 12.48 hrs, Volume= 0.041 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 125.46' @ 12.48 hrs Surf.Area= 1,426 sf Storage= 598 cf Plug-Flow detention time= 62.4 min calculated for 0.041 of (100% of inflow) Center-of-Mass det. time= 61.8 min ( 927.4- 865.5 ) B A SHAW 11B Type 1124-hr 100 Rainfall=8.94" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCADO 9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 53 Volume Invert Avail.Storage Storage Description #1 125.00' 1,448 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 125.00 1,155 0 0 126.00 1,740 1,448 1,448 Device Routing Invert Outlet Devices #1 Primary 126.00' 10.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 #2 Discarded 125.00' 2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.08 cfs @ 12.48 hrs HW=125.46' (Free Discharge) 't-2aExfiltration (Exfiltration Controls 0.08 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=125.00' (Free Discharge) t-1-Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Subcatchment 1: PROPOSED Runoff = 1.12 cfs @ 12.12 hrs, Volume= 0.160 af, Depth> 0.75" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Rainfall=8.94" Area (sf) CN Description 101,335 30 Woods, Good, HSG A 10,444 39 >75% Grass cover, Good, HSG A 111,779 31 Weighted Average 111,779 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 100 0.0900 0.14 Sheet Flow,WOODA Woods: Light underbrush n= 0.400 P2= 3.10" 1.9 138 0.0600 1.22 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 13.9 238 Total Summary for Subcatchment B1 A: LOT 4 Runoff = 1.63 cfs @ 11.94 hrs, Volume= 0.070 af, Depth> 2.49" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type 11 24-hr 100 Rainfall=8.94" B ADSHAW 11B Type 1124-hr 100 Rainfall=8.94" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCADO 9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 54 Area (sf) CN Description 3,577 30 Woods, Good, HSG A 8,568 39 >75% Grass cover, Good, HSG A 2,649 98 Paved parking, HSG A 14,794 47 Weighted Average 12,145 82.09% Pervious Area 2,649 17.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.1 100 0.1000 1.58 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.5 128 0.0800 1.41 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.6 228 Total Summary for Subcatchment B1 B: lots Runoff = 0.99 cfs @ 11.90 hrs, Volume= 0.041 af, Depth> 2.37" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Rainfall=8.94" Area (sf) CN Description 8,015 39 >75% Grass cover, Good, HSG A 1,000 98 basin 9,015 46 Weighted Average 8,015 88.91% Pervious Area 1,000 11.09% Impervious Area Summary for Subcatchment 132: PROPOSED Runoff = 0.50 cfs @ 12.21 hrs, Volume= 0.101 af, Depth> 0.65" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Rainfall=8.94" Area (sf) CN Description 80,459 30 Woods, Good, HSG A 80,459 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.4 100 0.0570 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 3.7 268 0.0570 1.19 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 18.1 368 Total BRADS HAW 1113 Type //24-hr 100 Rainfall=8.94" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCADO 9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 55 Summary for Subcatchment 3: PROPOSED SW TO WETILAND Runoff = 1.59 cfs @ 12.14 hrs, Volume= 0.237 af, Depth> 0.75" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Rainfall=8.94" Area (sf) CN Description 147,340 30 Woods, Good, HSG A 18,534 39 >75% Grass cover, Good, HSG A 0 98 DRIVES,ROOFS 165,874 31 Weighted Average 165,874 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.2 100 0.0860 0.14 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 2.5 224 0.0860 1.47 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 14.7 324 Total Summary for Subcatchment 3-A: LOT3S Runoff = 3.34 cfs @ 11.93 hrs, Volume= 0.143 af, Depth> 2.61" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Rainfall=8.94" Area (sf) CN Description 13,973 30 Woods, Good, HSG A 8,388 39 >75% Grass cover, Good, HSG A 6,329 98 Paved parking, HSG A 28,690 48 Weighted Average 22,361 77.94% Pervious Area 6,329 22.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 Direct Entry, Summary for Subcatchment B4: PROPOSED Runoff = 1.29 cfs @ 11.89 hrs, Volume= 0.054 af, Depth> 5.90" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type 11 24-hr 100 Rainfall=8.94" BRADSHAW 11B Type 1124-hr 100 Rainfall=8.94" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCAD®9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 56 Area (sf) CN Description 2,413 98 ROADWAY 893 76 Gravel roads, HSG A 1,520 39 >75% Grass cover, Good, HSG A 4,826 75 Weighted Average 2,413 50.00% Pervious Area 2,413 50.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.2 16 0.0300 1.10 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Summary for Subcatchment 1135: ROADWAY Runoff = 9.20 cfs @ 12.11 hrs, Volume= 0.655 af, Depth> 4.52" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Rainfall=8.94" Area (sf) CN Description 26,800 39 >75% Grass cover, Good, HSG A 29,700 98 Paved parking, HSG A 4,494 76 Gravel roads, HSG A 14,719 39 >75% Grass cover, Good, HSG A 75,713 64 Weighted Average 46,013 60.77% Pervious Area 29,700 39.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.5 100 0.0200 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 3.7 570 0.0300 2.60 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 18.2 670 Total Summary for Subcatchment B6A: BEGINING OF ROAD WEST SIDE Runoff = 0.89 cfs @ 12.03 hrs, Volume= 0.050 af, Depth> 3.19" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type 11 24-hr 100 Rainfall=8.94" ADSW IIB Type 1124-hr 100 Rainfall=8.94" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCAD®9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 57 Area (sf) CN Description 1,680 98 Paved parking, HSG A 400 76 Gravel roads, HSG A 6,130 39 >75% Grass cover, Good, HSG A 8,210 53 Weighted Average 6,530 79.54% Pervious Area 1,680 20.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 50 0.0700 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 2.8 110 0.0700 0.66 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 10.4 160 Total Summary for Subcatchment B613: BEGINNING OF ROAD EAST SIDE Runoff = 1.02 cfs @ 11.94 hrs, Volume= 0.044 af, Depth> 2.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Rainfall=8.94" Area (sf) CN Description 6,459 39 >75% Grass cover, Good, HSG A 400 76 Gravel roads, HSG A 1,200 98 Paved parking, HSG A 8,059 50 Weighted Average 6,859 85.11% Pervious Area 1,200 14.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.9 33 0.3600 0.29 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 0.7 116 0.0300 2.60 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.5 127 0.0070 4A 1 3.23 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.012 Concrete pipe, finished 3.1 276 Total RADSHAW 11B Type //24-hr 100YR Rainfall=8.94" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCADO 9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 58 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Pond 1 P: CUL-DE-SAC Peak Elev=142.97' Storage=773 cf Inflow=1.29 cfs 0.054 of Outflow=0.19 cfs 0.054 of Pond 2P: NE PL PROPOSED Inflow=1.79 cfs 0.279 of Primary=1.79 cfs 0.279 of Pond 3P: INFILTRATION/DETENTION AREA Peak Elev=124.11' Storage=11,405 cf Inflow=9.20 cfs 0.655 of Discarded=1.23 cfs 0.648 of Primary=0.75 cfs 0.007 of Outflow=1.97 cfs 0.654 of Pond 4P: lot3 infiltration basin Peak Elev=123.93' Storage=2,400 cf Inflow=3.34 cfs 0.143 of Outflow=0.23 cfs 0.143 of Pond 5P: PROPOSED COMBINED TO SW WETLAND Inflow=1.59 cfs 0.244 of Primary=1.59 cfs 0.244 of Pond 6P: INFILTRATION BASIN STA 25 Peak Elev=119.31' Storage=1,521 cf Inflow=1.68 cfs 0.094 of Discarded=0.20 cfs 0.094 of Primary=0.00 cfs 0.000 of Outflow=0.20 cfs 0.094 of Pond 7P: lot 4 grass basin Peak Elev=129.63' Storage=712 cf Inflow=1.63 cfs 0.070 of Discarded=0.07 cfs 0.052 of Primary=1.15 cfs 0.018 of Outflow=1.22 cfs 0.070 of Pond 8P: lot5 grass basin Peak Elev=125.46' Storage=598 cf Inflow=0.99 cfs 0.041 of Discarded=0.08 cfs 0.041 of Primary=0.00 cfs 0.000 of Outflow=0.08 cfs 0.041 of Subcatchment 131: PROPOSED Runoff Area=111,779 sf 0.00% Impervious Runoff Depth>0.75" Flow Length=238' Tc=13.9 min CN=31 Runoff=1.12 cfs 0.160 of Subcatchment 131A: LOT 4 Runoff Area=14,794 sf 17.91% Impervious Runoff Depth>2.49" Flow Length=228' Tc=2.6 min CN=47 Runoff=1.63 cfs 0.070 of Subcatchment B1B: lots Runoff Area=9,015 sf 11.09% Impervious Runoff Depth>2.37" Tc=0.0 min CN=46 Runoff=0.99 cfs 0.041 of Subcatchment 132: PROPOSED Runoff Area=80,459 sf 0.00% Impervious Runoff Depth>0.65" Flow Length=368' Slope=0.0570 '/' Tc=18.1 min CN=30 Runoff=0.50 cfs 0.101 of Subcatchment B3: PROPOSED SW TO Runoff Area=165,874 sf 0.00% Impervious Runoff Depth>0.75" Flow Length=324' Slope=0.0860 '/' Tc=14.7 min CN=31 Runoff=1.59 cfs 0.237 of Subcatchment B3-A: LOT31HISE Runoff Area=28,690 sf 22.06% Impervious Runoff Depth>2.61" Tc=2.0 min CN=48 Runoff=3.34 cfs 0.143 of Subcatchment B4: PROPOSED Runoff Area=4,826 sf 50.00% Impervious Runoff Depth>5.90" Flow Length=16' Slope=0.0300'/' Tc=0.2 min CN=75 Runoff=1.29 cfs 0.054 of Subcatchment B5: ROADWAY Runoff Area=75,713 sf 39.23% Impervious Runoff Depth>4.52" Flow Length=670' Tc=18.2 min CN=64 Runoff=9.20 cfs 0.655 of BRADSHAW 11B Type //24-hr 100 YR Rainfall=8.94" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCAD@ 9.00 s/n 01057 0 2009 HydroCAD Software Solutions LLC Page 59 Subcatchment B6A: BEGINING OF ROAD Runoff Area=8,210 sf 20.46% Impervious Runoff Depth>3.19" FlowLength=160' Slope=0.0700 '/' Tc=10.4min CN=53 Runoff=0.89cfs 0.050af Subcatchment 13613: BEGINNING OF ROAD Runoff Area=8,059sf 14.89% Impervious Runoff Depth>2.84" FlowLength=276' Tc=3.1 min CN=50 Runoff=1.02cfs 0.044af Total Runoff Area= 11.649 ac Runoff Volume= 1.555 of Average Runoff Depth = 1.60" 91.14%Pervious = 10.616 ac 8.86%Impervious= 1.032 ac BRADSHAW 11B Type //24-hr 100YR Rainfall=8.94" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCADO 9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 60 Summary for Pond 1 P: CUL-DE-SAC Inflow Area= 0.111 ac, 50.00% Impervious, Inflow Depth > 5.90" for 100YR event Inflow = 1.29 cfs @ 11.89 hrs, Volume= 0.054 of Outflow = 0.19 cfs @ 12.05 hrs, Volume= 0.054 af, Atten= 85%, Lag= 9.2 min Discarded = 0.19 cfs @ 12.05 hrs, Volume= 0.054 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 142.97' @ 12.05 hrs Surf.Area= 1,000 sf Storage= 773 cf Plug-Flow detention time= 27.3 min calculated for 0.054 of (100% of inflow) Center-of-Mass det. time= 27.2 min ( 828.4 - 801.2 ) Volume Invert Avail.Storage Storage Description #1 142.00' 802 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 142.00 603 0 0 142.50 796 350 350 143.00 1,013 452 802 Device Routing Invert Outlet Devices #1 Discarded 142.00' 8.270 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.19 cfs @ 12.05 hrs HW=142.97' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.19 cfs) Summary for Pond 2P: NE PL PROPOSED Inflow Area = 4.960 ac, 1.69% Impervious, Inflow Depth > 0.67" for 100YR event Inflow = 1.79 cfs @ 12.13 hrs, Volume= 0.279 of Primary = 1.79 cfs @ 12.13 hrs, Volume= 0.279 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Pond 3P: INFILTRATION/DETENTION AREA STA 1+00 Inflow Area = 1.738 ac, 39.23% Impervious, Inflow Depth > 4.52" for 100YR event Inflow = 9.20 cfs @ 12.11 hrs, Volume= 0.655 of Outflow = 1.97 cfs @ 12.56 hrs, Volume= 0.654 af, Atten= 79%, Lag= 27.1 min Discarded = 1.23 cfs @ 12.55 hrs, Volume= 0.648 of Primary = 0.75 cfs @ 12.56 hrs, Volume= 0.007 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 124.11' @ 12.57 hrs Surf.Area= 6,400 sf Storage= 11,405 cf Plug-Flow detention time= 88.3 min calculated for 0.653 of (100% of inflow) Center-of-Mass det. time= 87.5 min ( 925.0 - 837.4) BRADSHAW 11113 Type //24-hr /0OYRH8infall=8.94" Prepared hmCHR|STIANSEN @ SERG| INC Printed 8/10/2015 Volumei| #1 121.50' 11.405d Custom Stage Data(Prismatic) Listed below Elevation Surf.Area |no.Gtona Cum.8tore 121�50 1,520 O 0 122.00 3,700 1.305 1,305 124.00 8,400 10,100 11,405 Device Routing Invert OutletDevices #1 Discarded 121.50' 8.270 ir/hrExfiltratimm over Surface area #2 Primary 124.08' 9.5' |ong xS'O' breadth Broad-Crested Rectangular Weir Head (feet) 0.200400.600.80 1.08 1.20 1.40 1.80 1.802.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.46 2.55 270 2.69 2.88 2.68 2.67 2.84 2.84 2.84 2.85 2.84 2.65 2.85 2.66 2.67 2.68 Discarded OutF|oVx M8x=1.23ofs @ 12.55hrs HVV=124.10' (Free Discharge) t-1=Eofi|tration (Exfi|tra1ion Controls 1.23cfo) 6hna HVV=124.09' (Free Discharge) t-2=Bnoad-Crested Rectangular Weir (Weir Controls 0.85 ofs @ 0.75 fps) Summary for Pond 4113: Iot3 infiltration basin Inflow Area 0.659ao, 22.06% |nnpnn/ious' Inflow Depth > 2.61" for 100YRevent Inflow = 3.34ofo @ 11.93 hro, Vn|ume= 0.143 af Outflow 0.23cfs @ 12.71 hrn, Vo|ume= 0.143af, Atten= 93%, Lag= 4O.5min Discarded 0.23ofs @ 12.71 hrs, Vo|ume= 0.143af Routing byStor-|nd method, Time Span= 0.00-24.00 hrs` dt= 0.05 hro Peak Bev= 123.S3' @12.71hrs Surf.Aroa= 1,215af Sto/age= 2'40Onf Plug-Flow detention time= 108.1 min calculated for 0.143 af (100% of inflow) Cnnter-of-K8aasdoLdme= l07.3 min ( S08.8 801.5 ) Volume Invert Avail.Storage Storage Descrietion #1 121.00' 2.488cf Custom Stage Data(Prismatic) Listed be|ow (Reco|c) Elevation Gurf.Area |nc.Gtore Cum.Storo 121.00 313 0 U 122.00 733 523 523 124.00 1,233 1.866 2,488 Device Routing Invert Outlet Devices #1 Discarded 121.00' Q.27Oin/hrExfi|traUon over Surface area Discarded OutF|oxx K4ax=0.23cfs@ 12.71 hro HVV=123.88' (Free Discharge) BRADSHAW IIB Type //24-hr 100YR Rainfall=8.94" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCADO 9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 62 Summary for Pond 5P: PROPOSED COMBINED TO SW WETLAND Inflow Area= 5.920 ac, 12.63% Impervious, Inflow Depth > 0.49" for 100YR event Inflow = 1.59 cfs @ 12.14 hrs, Volume= 0.244 of Primary = 1.59 cfs @ 12.14 hrs, Volume= 0.244 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Pond 6P: INFILTRATION BASIN STA 25 Inflow Area= 0.373 ac, 17.70% Impervious, Inflow Depth > 3.02" for 100YR event Inflow = 1.68 cfs @ 11.96 hrs, Volume= 0.094 of Outflow = 0.20 cfs @ 12.52 hrs, Volume= 0.094 af, Atten= 88%, Lag=33.6 min Discarded = 0.20 cfs @ 12.52 hrs, Volume= 0.094 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 119.31' @ 12.52 hrs Surf.Area= 1,032 sf Storage= 1,521 cf Plug-Flow detention time= 75.4 min calculated for 0.094 of (100% of inflow) Center-of-Mass det. time= 74.7 min ( 930.5 - 855.8 ) Volume Invert Avail.Storage Storage Description #1 117.00' 2,310 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 117.00 240 0 0 118.00 630 435 435 120.00 1,245 1,875 2,310 Device Routing Invert Outlet Devices #1 Discarded 117.00' 8.270 in/hr Exfiltration over Surface area #2 Primary 120.00' 10.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Discarded OutFlow Max=0.20 cfs @ 12.52 hrs HW=119.31' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.20 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=117.00' (Free Discharge) L2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) BRADSHAW 1113 Type 1124-hr 100YR Rainfall=8.94" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCAD®9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 63 Summary for Pond 7P: lot 4 grass basin Inflow Area= 0.340 ac, 17.91% Impervious, Inflow Depth > 2.49" for 100YR event Inflow = 1.63 cfs @ 11.94 hrs, Volume= 0.070 of Outflow = 1.22 cfs @ 12.00 hrs, Volume= 0.070 af, Atten= 25%, Lag=3.9 min Discarded = 0.07 cfs @ 12.01 hrs, Volume= 0.052 of Primary = 1.15 cfs @ 12.00 hrs, Volume= 0.018 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 129.63' @ 12.01 hrs Surf.Area= 1,295 sf Storage= 712 cf Plug-Flow detention time= 61.3 min calculated for 0.070 of (100%of inflow) Center-of-Mass det. time= 60.5 min ( 925.2 - 864.8 ) Volume Invert Avail.Storage Storage Description #1 129.00' 1,224 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 129.00 958 0 0 130.00 1,490 1,224 1,224 Device Routing Invert Outlet Devices #1 Discarded 129.00' 2.410 in/hr Exfiltration over Surface area #2 Primary 129.50' 10.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Discarded OutFlow Max=0.07 cfs @ 12.01 hrs HW=129.63' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=1.09 cfs @ 12.00 hrs HW=129.63' (Free Discharge) t-2=Broad-Crested Rectangular Weir (Weir Controls 1.09 cfs @ 0.85 fps) Summary for Pond 8 : lot5 grass basin Inflow Area= 0.207 ac, 11.09% Impervious, Inflow Depth > 2.37" for 100YR event Inflow = 0.99 cfs @ 11.90 hrs, Volume= 0.041 of Outflow = 0.08 cfs @ 12.48 hrs, Volume= 0.041 af, Atten= 92%, Lag= 34.6 min Discarded = 0.08 cfs @ 12.48 hrs, Volume= 0.041 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 125.46' @ 12.48 hrs Surf.Area= 1,426 sf Storage= 598 cf Plug-Flow detention time= 62.4 min calculated for 0.041 of (100%of inflow) Center-of-Mass det. time= 61.8 min ( 927.4 - 865.5 ) ADSHAW 11B Type //24-hr 100YR Rainfall=8.94" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCADOO 9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 64 Volume Invert Avail.Storage Storage Description #1 125.00' 1,448 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 125.00 1,155 0 0 126.00 1,740 1,448 1,448 Device Routing Invert Outlet Devices #1 Primary 126.00' 10.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 #2 Discarded 125.00' 2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.08 cfs @ 12.48 hrs HW=125.46' (Free Discharge) 't-2=Exfiltration (Exfiltration Controls 0.08 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=125.00' (Free Discharge) 't-1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Subcatchment B1: PROPOSED Runoff = 1.12 cfs @ 12.12 hrs, Volume= 0.160 af, Depth> 0.75" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100YR Rainfall=8.94" Area (sf) CN Description 101,335 30 Woods, Good, HSG A 10,444 39 >75% Grass cover, Good, HSG A 111,779 31 Weighted Average 111,779 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 100 0.0900 0.14 Sheet Flow,WOODA Woods: Light underbrush n= 0.400 P2= 3.10" 1.9 138 0.0600 1.22 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 13.9 238 Total Summary for Subcatchment B1 A: LOT 4 Runoff = 1.63 cfs @ 11.94 hrs, Volume= 0.070 af, Depth> 2.49" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type 11 24-hr 100YR Rainfall=8.94" BRADSHAW 1113 Type 1124-hr 100YR Rainfall=8.94" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCAD®9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 65 Area (sf) CN Description 3,577 30 Woods, Good, HSG A 8,568 39 >75% Grass cover, Good, HSG A 2,649 98 Paved parking, HSG A 14,794 47 Weighted Average 12,145 82.09% Pervious Area 2,649 17.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.1 100 0.1000 1.58 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.5 128 0.0800 1.41 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.6 228 Total Summary for Subcatchment B1 : 1ot5 Runoff = 0.99 cfs @ 11.90 hrs, Volume= 0.041 af, Depth> 2.37" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100YR Rainfall=8.94" Area (sf) CN Description 8,015 39 >75% Grass cover, Good, HSG A 1,000 98 basin 9,015 46 Weighted Average 8,015 88.91% Pervious Area 1,000 11.09% Impervious Area Summary for Subcatchment 2: PROPOSED Runoff = 0.50 cfs @ 12.21 hrs, Volume= 0.101 af, Depth> 0.65" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100YR Rainfall=8.94" Area (sf) CN Description 80,459 30 Woods, Good, HSG A 80,459 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.4 100 0.0570 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 3.7 268 0.0570 1.19 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 18.1 368 Total BRADSHAW 111B Type 1124-hr 100YR Rainfall=8.94" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCADO 9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 66 Summary for Subcatchment B3: PROPOSED SW TO WETLAND Runoff = 1.59 cfs @ 12.14 hrs, Volume= 0.237 af, Depth> 0.75" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100YR Rainfall=8.94" Area (sf) CN Description 147,340 30 Woods, Good, HSG A 18,534 39 >75% Grass cover, Good, HSG A 0 98 DRIVES,ROOFS 165,874 31 Weighted Average 165,874 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.2 100 0.0860 0.14 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 2.5 224 0.0860 1.47 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 14.7 324 Total Summary for Subcatchment B3-A: LOT3HSE Runoff = 3.34 cfs @ 11.93 hrs, Volume= 0.143 af, Depth> 2.61" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100YR Rainfall=8.94" Area (sf) CN Description 13,973 30 Woods, Good, HSG A 8,388 39 >75% Grass cover, Good, HSG A 6,329 98 Paved parking, HSG A 28,690 48 Weighted Average 22,361 77.94% Pervious Area 6,329 22.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 Direct Entry, Summary for Subcatchment B4: PROPOSED Runoff = 1.29 cfs @ 11.89 hrs, Volume= 0.054 af, Depth> 5.90" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type 11 24-hr 100YR Rainfall=8.94" BRADSHAW IIB Type 1124-hr 100YR Rainfall=8.94" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCAD®9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 67 Area (sf) CN Description 2,413 98 ROADWAY 893 76 Gravel roads, HSG A 1,520 39 >75% Grass cover, Good, HSG A 4,826 75 Weighted Average 2,413 50.00% Pervious Area 2,413 50.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.2 16 0.0300 1.10 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Summary for Sucatchment 5: ROADWAY Runoff = 9.20 cfs @ 12.11 hrs, Volume= 0.655 af, Depth> 4.52" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100YR Rainfall=8.94" Area (sf) CN Description 26,800 39 >75%Grass cover, Good, HSG A 29,700 98 Paved parking, HSG A 4,494 76 Gravel roads, HSG A 14,719 39 >75% Grass cover, Good, HSG A 75,713 64 Weighted Average 46,013 60.77% Pervious Area 29,700 39.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.5 100 0.0200 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 3.7 570 0.0300 2.60 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 18.2 670 Total Summary for Subcatchment 6 : BEGINING OF ROAD WEST SIDE Runoff = 0.89 cfs @ 12.03 hrs, Volume= 0.050 af, Depth> 3.19" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type 11 24-hr 100YR Rainfall=8.94" BRA SHAW 11B Type 1124-hr 100YR Rainfall=8.94" Prepared by CHRISTIANSEN & SERGI INC Printed 8/10/2015 HydroCAD®9.00 s/n 01057 ©2009 HydroCAD Software Solutions LLC Page 68 Area (sf) CN Description 1,680 98 Paved parking, HSG A 400 76 Gravel roads, HSG A 6,130 39 >75% Grass cover, Good, HSG A 8,210 53 Weighted Average 6,530 79.54% Pervious Area 1,680 20.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 50 0.0700 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 2.8 110 0.0700 0.66 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 10.4 160 Total Summary for Subcatchment 6 : BEGINNING OF ROAD EAST SIDE Runoff = 1.02 cfs @ 11.94 hrs, Volume= 0.044 af, Depth> 2.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100YR Rainfall=8.94" Area (sf) CN Description 6,459 39 >75% Grass cover, Good, HSG A 400 76 Gravel roads, HSG A 1,200 98 Paved parking, HSG A 8,059 50 Weighted Average 6,859 85.11% Pervious Area 1,200 14.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.9 33 0.3600 0.29 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 0.7 116 0.0300 2.60 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.5 127 0.0070 4.11 3.23 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.012 Concrete pipe, finished 3.1 276 Total