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Home My WebLink AboutStormwater Report - 1320 OSGOOD STREET 6/26/2012 Data ort In Support of Permit Site Plan 1320 Osgood Street, North Andover, MA v rr i r r r l r r o„r,r r,�rr�rr�l�,r�✓i/,, ,r ""'/-`�/, /i" %l / l/ 1 ,, /f//f/��f ��/,�//� ��,. Prepared y: Scanlan Engineering, LLC Prepared Fora MTM Insurance, INC. March 2, 2012 Devised May 8, 2012 Devised June 1 , 2012 "2 Devised June 1 g 2012 �� ° Devised June 26, 2012 TABLE OF CONTENTS- Cover Letter Applications Existing Site Conditions Proposed Project North Andover Zoning ByLaws Standard Dimensional Regulations Stormwater Management Design Peak Discharge Summary Tables Groundwater Recharge Volume Water Quality Volume Removal of 80% of Total Suspended Solids (TSS) Erosion/Sedimentation Control Operation/Maintenance Plan Appendix Watershed Map Stormwater Management Form&Calculations Stormwater Management Form Water Quality&Recharge Volume Calculations TSS Removal Calculation Worksheet HydroCad Documentation Assessors Information Zoning District Map Deed Information NCRS Soils Maps USGS Topographic Map EXISTING SITE CONDITIONS: The project site is located at 1320 Osgood Street,North Andover, Massachusetts. It is west of Osgood Street, approximately 1200 feet south of Holt Road. The site is approximately 1.13 acres and is owned by Mary A. Forgetta. The site is bounded by the City of Lawrence Airport to the North and West and is bounded by Forgetta Realty Trust to the South. It is located in the Business 1 (B1)Zone. The site is accessed from Osgood Street. The site has an existing building approximately 2230 SF. The building is serviced by town water, gas, electricity and private septic. The lot is open, with the majority of the lot slopping to the rear. There is a paved driveway located off of Osgood Street. Storm-water that falls in front of the existing dwelling heads east,towards Osgood Street, and behind the dwelling heads west, to the rear of the property. The storm-water heading towards Osgood Street travels over an average of a 2% slope, and appears to enter into the catch-basin just north(downslope) of the site. The storm-water in the rear passes an average slope of 5% and flows off-site in the rear of the property. The soils on-site are listed as C-Soils per the Soil Conservation Service Soil Survey of Essex County Massachusetts,Northern Part. An on-site soil evaluation found the soils consistent with this description. PROPOSED PROJECT: The proposed project consists of converting a single family dwelling into an office for MTM Insurance, Inc. Additionally it includes adding a 200 s.£ +/- addition to the rear of the existing building. Site work improvements including new paved access road to the west of the building, as well as new parking for twenty-four(24) cars including one handicapped accessible space. Landscaping and plantings are also proposed through-out the site. Storm-water drainage patterns will have only minor adjustments,with a bit more of the area in the front, draining to the rear of the property. Most of the proposed pavement shall be directed out back, and through the proposed bio-retention area or"Wet-Garden". This bio-retention or"wet garden" is designed to handle the required water quality volume,required recharge volume and removal of the require Total Suspended Solids. The unpaved areas around the structure are proposed to be landscaped; primarily loamed and seeded,with additional trees and shrubs planted, sporadically. The utilities are to remain as is, with the exception of the electric,which shall be placed below ground. The existing septic system is proposed to remain and all manhole covers shall remain exposed for servicing the septic tank. North Andover ZONING BYLAW: Standard Dimensional Regulations- Dimensional Requirement: Required(BI-Zone) Provided Min. Lot Area(s.f.) 25,000 s.f. 49,150+/- s.f. Min. Lot Frontage (feet) 125 feet 131 feet Min. Front Yard (feet) 30 feet 50+feet Min. Side/Rear Yards (feet) 20 feet 28+feet Max. Building Cover (%) 25% 5.1% Max. Height(ft) 35 feet <30 feet STORMWATER MANAGEMENT DESIGN: Storm-water management systems have been developed so that post-development peak discharge rates do not exceed pre-development peak discharge rates. Soils in Hydrologic group"C", based on the USDA-SCS Soil Survey of Essex County Massachusetts,Northern Part,have been used for the drainage calculations. The 2-year, 10-year and 100-year storms have been evaluated to demonstrate that the post-development discharges to the abutting properties will not increase, and that there will not be increased flooding. The storm-water management system has been designed to capture the run-off from the new parking area and access way in combination of a grassed swale and bio-retention"wet garden", which provide sedimentation, filtration, nutrient uptake and some infiltration but most importantly groundwater recharge. The flow will pass through the soil media and then infiltrate into the ground. Excess storm-water in the"Bio-Garden"will flow over the spillway and continue overland to the abutting property to the south. The following table is a summary of the hydrologic calculations performed using HydroCad® 7.1. Peak Discharge Summa Table Osgood Street: Pre-Development Post-Development Decrease 2-Year 24-Hour Storm 0.50 cfs 0.38 cfs 0.12 cfs 10-Year 24-Hour Storm 0.89 cfs 0.67 cfs 0.22 cfs 100-Year 24—Hour Storm 1.69 cfs 1.24 cfs 0.45 cfs Peak Discharge Summa Table Rear of Pro e Pre-Development Post-Development Decrease 2-Year 24-Hour Storm 1.83 cfs 1.10 cfs 0.73 cfs 10-Year 24-Hour Storm 2.92 cfs 1.97 cfs 0.95 cfs 100-Year 24—Hour Storm 5.04 cfs 3.78 cfs 1.26 cfs GROUNDWATER RECHARGE VOLUME: Groundwater recharge has been addressed at the "Wet Garden"using the run-off from the proposed parking areas and access road. The volume to be recharged has been determined using the pre-development soil conditions as follows: Hydrologic Grou Volume to Recharge x Total Impervious Area): A. 0.60 inches of runoff No A-soils on-site B. 0.35 inches of runoff No B-soils on-site C. 0.25 inches of runoff 0.31 AC of impervious=281.3 cf of recharge D. 0.10 inches of runoff No D-soils on-site The proposed bio-retention wet garden provides a total of 900 cf of recharge per a 2-year storm event, more than satisfying the requirement of 281.3 cf. WATER QUALITY VOLUME: The required Water Quality Volume is based on the total impervious area multiplied by 0.5 inches of runoff,totaling 562.6 cf It is based on proposed site plans,not pre-existing site conditions. The required Water Quality Volume is satisfied by the bio-retention"wet garden", providing 900 cf. REMOVAL OF 80% OF TOTAL SUSPENDED SOLIDS (TSS): Best Management Practices (BMP's)have been chosen so that a total of more than 80% TSS removal is provided. The 80% TSS removal applies to post- construction conditions, after site has stabilized. The proposed BMP's include street sweeping (5%) and a bio-retention wet garden (86%) and has been designed to meet the 80%TSS removal rate. One effective source control is Street Sweeping. The effectiveness of Street Sweeping is based on frequency, type of equipment used, and the amount of pollutants are present. Street sweeping must be performed at least twice a year, once after the winter months and once in the fall, and the accumulated sediment disposed of properly. The Bio-retention "wet garden" is designed to filter storm-water runoff and settle suspended solids. Storm-water is routed through the soil medium and the outlet through the flow diffuser before continuing to the existing offsite area. The primary BMP for the parking area runoff is a Bio-retention "wet garden", with pretreatment gravel and grass filter strip which provides groundwater recharge as well as moderate to high pollutant removal through sedimentation, filtration, nutrient uptake and infiltration. BMP TSS Removal Starting Amount Remaining Rate TSS Load Removed Load Street Sweeping 0.03 1.00 0.03 0.97 Bio-retention 0.90 0.97 0.87 0.10 Garden TOTAL TSS REMOVAL 0.90 *No credit has been taken for TSS Removal in the grassed Swale. EROSION/SEDIMENTATION CONTROL: The contractor shall keep additional materials on-site, to replace or repair limit of work/silt fence or protect BMP's. Materials to keep on hand include haybales, silt-fence, and gravel The contractor is responsible for maintaining all erosion control measures on the site prior to project completion, including protecting bio-retention area prior to completion of site-construction. The contractor shall construct a stabilized construction entrance at the intersection of Osgood Street and the end of the driveway, to prevent excess silt and pollutants from being transported off-site. All materials excavated on-site shall be stockpiled, separating the top soil for future use, and shall be surrounded by a siltation barrier on the down-slope side if to be left for two weeks or more. If heavy rains are expected, contractor shall review erosion controls and supplement where needed. Bio-retention and grassed swale shall be protected during construction and protected from all run-off until they are to be put into operation. Removal of erosion/siltation controls shall remain on-site until final stabilization of all construction areas. Landscaping specifically the loam and seeding shall occur as soon as possible to provide a permanent stabilization of all disturbed areas. A minimum of six inches of topsoil or mulch shall be placed and graded to finish grades. Hydroseeding shall be used for all proposed grassed areas. CONSTRUCTION SEQUENCING: The Construction Sequence shall be provided by Contractor,prior to construction, and shall include: • Names of Persons or Entity responsible for plan compliance • Construction Sequencing Plan • Inspection Schedule • Maintenance Schedule • Inspection and Maintenance Log Form OPERATION/MAINTENANCE PLAN: Storm-water Management MTM Insurance, INC. System Owner: 1320 Osgood Street North Andover MA 01845 The Party Responsible for Operation MTM Insurance, INC. and Maintenance: 1320 Osgood Street North Andover MA 01845 1) Street Sweeping: Street sweeping of the driveway and parking area shall occur semi-annually, once in the spring, following snowmelt and once in the fall. 2)Bio-retention"wet garden": The wet garden shall be inspected at least once per month and after all intense rain events, and shall be cleared of any accumulated siltation and debris. Any removed sediments shall be disposed of properly, in accordance with local, state, and/or federal guidelines. Any flow obstructions including tree or shrub saplings, shall be removed. Removal equipment shall be limited to hand tools and power sweeping. 3) Grassed Swale: The grassed swale shall be inspected twice a year, swale shall be checked for slope integrity, soil moisture,vegetative health, soil stability, soil compaction, soil erosion,ponding and sedimentation. Any removed sediments shall be disposed of properly, in accordance with local, state, and/or federal guidelines. Regular maintenance includes mowing, fertilizing, liming, watering, pruning, and weed and pest control. 4) Sediment Forebay: The sediment forebays shall be inspected at least once per month and after all intense rain events, and shall be cleared of any accumulated siltation and debris. Any removed sediments shall be disposed of properly, in accordance with local, state, and/or federal guidelines. Any flow obstructions including tree or shrub saplings, shall be removed. Forebay shall be raked at least twice per growing season,mowing shall occur to keep the grass no greater than 6- inches. APPENDIX WATERSHED MAP EXIS TING CONDI TION WA TERSHED MAP 00 POO w V2 64 TOO SUBCA TCHMENT 8 1000!GALLON SEP TANK rl 0 rING 'rof,y -0G, ,,00f) 'K a Z A J SUBCA TCHUEN 7" NO 7-FD," To 0 U- /P 0,'GIOOD STR j_ r (ROUTE 12v - - T PUSLIC WAY - V14R. WID TH) PROPOSED CONDITION WA TERSHED MAP 135001 SUBCA TCHMEN T D pbe Tor MW SVI WA Y 4%V S�&VRRDV7XW AWWA AL fello snw_mr_:- to FCRM4 Y ouw 1,Bormw 470 am a 19 z 0:T' C- 2 1-9 1000 JOAO ON SO-11N T1 VX 0 TOC t 2 CA TCkMENT 8' LD Cy 1171.0 ra IN.5 F.a roc SUBCA TCH NT NOT -R lroi to NO fu ce) (ROUTE 0,��GOOD STI?EET v7L 125 W,4 Y Vid 4) STORMWARTER MANAGEMENT FORM AND CALCULATIONS Massachusetts Department of Environmental Protection Bureau of Resource FoK}te[ti8D - WetlaOds PFUgFaN0 Checklist� �� Report ��80��8��0N«�� L7, �� =, ° ��°m�� ° �� m _=~ ��wmmmnmn;��m = °��em�~ � A. Introduction |mPuum'd:When A Stormwater Report must be submitted with the Notice of Intent permit application to document filling out forms compliance with the Stnrnnvvatg[Management Standards. The following checklist im NOT a substitute for on the nompu r, use only the t the Stormvvabar Report(which should provide more substantive and detailed information) but isoffered key ho move your here as a tool to help the applicant organize their Stormwater Management documentation for their numo'-d»not Report and for the reviewer to assess this information in a consistent format.As noted in the Checklist, use the return hay. tha SbzrOlm/gte[Report must contain the engineering computations and supporting information set forth in Volume 3ofthe Massachusetts Storrriwater Handbook. The SiV[0watgr Report must b8 prepared and certified bya Rg6iShensdP[oh*seiOn'a| Engineer/RPE) |icensedin the Commonwealth. The SbJ[nlw8bg[Report must include: 0 The Ghormvvater{�haoNistomnnp|ahsd and stamped by a Registered Professional Engineer(see ------- page 2)that certifies that the Stormwater Report contains all required submittals.' This Checklist istobe used as the cover for the completed S[or0VVmterReport. • 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-G • Construction Period P0UutioDPnavgnUonandEvusionandSed|meMhobonContnm/ P|gOneqUirgd � by Standard O^ • Operation and Maintenance Plan required by Standard 9 \n addition tV all plans and supporting informeUon Uha �born��Ler�ep�dnnu��inc|ude� bris�n��Uv� . � 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 in 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 StVrmwaier Management Report shall document compliance with each 0f � � the Sbznnweber Management Standards as provided in the Massachusetts SbormmxaterHandbook. The � soils evaluation and calculations shall bg done using the methodologies set forth in Volume 30fthe � Massachusetts GbvrmwoterHandbook. To ensure that the Sb)rmwaher Report is connmlete, applicants are required to fill in the StorOlw@bar Report � Checklist by checking the box to indicate that the specified information has been included in the StOr0VVate[RepOd. |f any Cf the information specified in the checklist has not been submitted, the � applicant must provide anexplanation. The completed Stormvvaber Report Checklist and Certification � must he submitted with the Sto[nnvvaberReport. -_--- ________-_-_____- � 'The Sk/mnwoter 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. ^FuruomeunmplexpoUwme.itmaynotbepneoib|ntoinn|ude(heConmtmctiuoPmriod Erosion and Sedimentation Control Plan in the StonnwatorRoport. 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 nn the site. swcheck-04/01/08 Stormwater Report Checklist-Page 1 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report B. Stormwater 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 a comprehensive Stormwater Report that addresses the ten Stormwater Standards. 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. If it is 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 Stormwater Report. 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 Illicit 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 Stormwater Handbook, I 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 A074A UWES,H GWIL No,46289 4" 2 '670NM X, 4 I Sign�ature and Date Checklist Project Type: Is the application for new development, redevelopment, or a mix of new and redevelopment? ❑ New development ❑ Redevelopment zr mix of New Development and Redevelopment swcheck•04/01/08 Stormwater Report Checklist•Page 2 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist 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 I ❑ Credit 2 ❑ Credit 3 Use of"country drainage" versus curb and gutter conveyance and pipe 913ioretention Cells (includes Rain Gardens) ❑ Constructed Stormwater Wetlands(includes Gravel Wetlands designs) ❑ Treebox Filter ❑ Water Quality Swale El Grass Channel ❑ Green Roof ❑ Other(describe): Standard 1: No New Untreated Discharges Dd 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 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. 2� Required Recharge Volume calculation provided. ❑ Required Recharge volume reduced through use of the LID site Design Credits. E4 Sizing the infiltration, BMPs is based on the following method: Check the method used. 2T Static ❑ Simple Dynamic ❑ Dynamic Field' 1771 Runoff from all impervious areas at the site discharging to the infiltration BMP. Pd 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. 21 E 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•04101/08 Stormwater Report Checklist•Page 4 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program M 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 air d-is-ifs eWed—ds-aft atth1t, r ❑ 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: El is within the Zone 11 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•04/01/08 Stormwater Report Checklist•Page 5 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 4: Water Quality (continued) The BMP is sized (and calculations provided) based on: 0 The I%," or 1"Water Quality Volume or F-I The equivalent flow rate associated with the Water Quality Volume and documentation is provided showing that the BMP treats the required water quality volume. El 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 NPIDES 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 NPIDES 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. F-I 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 F-1 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•04/01/08 Stormwater Report Checklist•Page 6 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum extent practicable ❑ The project is subject to the Stormwater Management Standards only to the maximum Extent Practicable as a: ❑ Limited Project ❑ Small Residential Projects: 5-9 single family houses or 5-9 units in a multi-family development provided there is no discharge that may potentially affect a critical area. ❑ Small Residential Projects: 2-4 single family houses or 2-4 units in a multi-family development with a discharge to a critical area ❑ Marina and/or boatyard provided the hull painting, service and maintenance areas are protected from exposure to rain, snow, snow melt and runoff ❑ Bike Path and/or Foot Path ❑ Redevelopment Project 9 Redevelopment portion of mix of new and redevelopment. ❑ Certain standards are not fully met(Standard No. 1, 8, 9, and 10 must always be fully met) and an explanation of why these standards are not met is contained in the Stormwater Report. r-1 The project involves redevelopment and a description of all measures that have been taken to improve existing conditions is provided in the Stormwater Report. 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 BMP requirements of Standards 4-6 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 Plan; • Names of Persons or Entity Responsible for Plan Compliance; • Construction Period Pollution Prevention Measures; • Erosion and Sedimentation Control Plan Drawings; • Detail drawings and specifications for erosion control BMPs, including sizing calculations; • Vegetation Planning; • Site Development Plan; • Construction Sequencing Plan; • Sequencing of Erosion and Sedimentation Controls; • Operation and Maintenance of Erosion and Sedimentation Controls; • Inspection Schedule; • Maintenance Schedule; • Inspection and Maintenance Log Form. A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan containing the information set forth above has been included in the Stormwater Report. swcheck•04/01/08 Stormwater Report Checklist•Page 7 of 8 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. 24 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; Ed Schedule for implementation of routine and non-routine maintenance tasks; X 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>04/01/08 Stormwater Report Checklist•Page 8 of 8 » c � o 2 k \ c w $ a f R ' 2 L. w w E % C) $ [ 2 § ' o d d d o \U. ca\ $ Ef § k o e g L) 2 '§ Q. \ 2 2 O / \ o R U 7 Co q 2 Ll /E > o d o o d \ @ E 2 % � / � w \ || a > 3 « 0 $ % § o d d d 0 m � 0 . k � E ® f k W z \ J \ O 0 o E E m � q K 2 ° % 2 C 7 � o o d o 0 a 0 3 k 2 @ 2 m k k / = > C: § § o K Q _ $ -- 2 + k0 U)U) k - a % 1 2) § � ® / ELI ? 0 -0 \ / � @ 4) m � E £ 0a Q ± $ k § co CO) q +q CL -q d Q- \ k I- 4004S) POM uo|je|n3|eC) ( j d |eAOLUgM SS� L 3 ƒ J \ ] 2 / � & 6 z E w MTM Insurance, Inc #0408 1320 Osgood Street 6/15/2012 North Andover MA WATER QUALITY VOLUME: Total Site Area: 1.128 AC Total Impervious Area including Roofs 0.310 AC Stormwater Runoff Depth 0.500 IN (0.5"x impervious area) Required Wafer Quality Volume: 562.7 CF "WET GARDEN" 900.0 CF Provided Water Quality Volume: 900.0 CF RECHARGE VOLUME: Impervious Area in A-Siols 0.000 AC Impervious Area in B-Soils 0.000 AC Impervious Area in C-Soils 0.310 AC Impervious Area in D-Soils 0.000 AC Recharge Volume for A-Soils 0.0 CF (0.6"x la) Recharge Volume for B-Soils 0.0 CF (0.35" x Ib) Recharge Volume for C-Soils 281.3 CF (0.25"x Ic) Recharge Volume for D-Soils 0.0 CF (0.1"x Ic) Required Recharge Volume: 281.3 CF "WET GARDEN"- BOTTOM AREA 900.0 SF "WET GARDEN"-VOLUME 900.0 CF Provided Recharge Volume: 900.0 CF Rawls: 0.27 Drawdown: 13.9 hours HydroCad DOCUMENTATION 2S SUBCATC MENT A SUBCAT MENT B CH 4P 5P 1 OSGOODST NORTH PROPERTY s bca R"e"ac'h� Li nkl Drainage Diagram for 0408•EC \'U Prepared by(enter your company name here), Printed 6/13/2012 HydroCADO 8.50 s/n 005264 @ 2007 HydroCAD Software Solutions LLC 0408-EC Prepared by(enter your company name here) Printed 6/13/2012 HydroCAD®8.50 s/n 005264 ©2007 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.386 74 >75% Grass cover, Good, HSG C (1S,2S) 0.639 90 Fallow, crop residue, Poor, HSG C (1S) 0.104 98 Paved parking & roofs (1 S,2S) 1.128 TOTAL AREA 0408- C Prepared by(enter your company name here) Printed 6/13/2012 HydroCAD®8.50 s/n 005264 ©2007 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Goup Numbers 0.000 HSG A 0.000 HSG B 1.024 HSG C 1S, 2S 0.000 HSG D 0.104 Other 1 S, 2S 1.128 TOTAL AREA 0408-EC Type /I/24-hr 2yr Rainfall=3.20" Prepared by{enter your company name here} Printed 6/13/2012 HydroCADO 8.50 s/n 005264 ©2007 HydroCAD Software Solutions LLC Page 4 Time span=0.00-24.00 hrs, dt=0.02 hrs, 1201 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: SUBCATCHMENT B Runoff Area=35,564 sf 3.46% Impervious Runoff Depth>1.91" Flow Length=241' Tc=6.0 min CN=87 Runoff=1.83 cfs 0.130 of Subcatchment 2S: SUBCATCHMENT A Runoff Area=13,586 sf 24.31% Impervious Runoff Depth>1.40" Flow Length=137' Tc=6.2 min CN=80 Runoff=0.50 cfs 0.036 of Pond 4P: OSGOOD ST Inflow=0.50 cfs 0.036 of Primary=0.50 cfs 0.036 of Pond 5P: NORTH PROPERTY Inflow=1.83 cfs 0.130 of Primary=1.83 cfs 0.130 of Total Runoff Area = 1.128 ac Runoff Volume= 0.167 of Average Runoff Depth = 1.77" 90.78% Pervious = 1.024 ac 9.22% Impervious = 0.104 ac 0408-EC Type ///24-hr 2yr Rainfall=3.20" Prepared by{enter your company name here) Printed 6/1312012 Software Solutions LLC Summary for Subcatchment IS: SUB CATCH MENT B Runoff 1.83 cfs @ 12.09 hrs, Volume= 0.130af, Depth> 1.91" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Type III 24-hr 2yr Rainfall=3.20" Area (sf) CN Description 1,230 98 Paved parking & roofs 6,513 74 >75% Grass cover, Good, IISG C 27,821 90 Fallow, crop residue, Poor, HSG C 35,564 87 Weighted Average 34,334 Pervious Area 1,230 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 55 0.0600 1.71 Shallow Concentrated Flow, grass Short Grass Pasture Kv= 7.0 fps 0.1 20 0.1000 2.85 Shallow Concentrated Flow, badgrass Cultivated Straight Rows Kv= 9.0 fps 5.4 166 0.0400 0.52 Sheet Flow, badgrass2 Cultivated: Residue<=20% n= 0.060 P2= 3.20" 6.0 241 Total Subcatchment IS: SUBCATCHMENT B Hydrograph 2- Runoff Type III 24-hr 2yr Rainfall=3.20" Runoff Area=35,564 sf Runoff Volume=0.130 af Runoff Depth>1.91" Flow Len gth=241' ® min CN=87 11111:00; 0 1 ' 1 2 3 4 '1' 9 2 13 14 15 16 17 18 23 24 Time (hours) 0408- C Type ///24-hr 2yr Rainfall=3.20" Prepared by{enter your company name here} Printed 6/13/2012 HydroCAD®8.50 s/n 005264 ©2007 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 2S: SUBCATCHMENT A Runoff = 0.50 cfs @ 12.09 hrs, Volume= 0.036 af, Depth> 1.40" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Type III 24-hr 2yr Rainfall=3.20" Area (sf) CN Description 10,283 74 >75% Grass cover, Good, HSG C 3,303 98 Paved parking & roofs 13,586 80 Weighted Average 10,283 Pervious Area 3,303 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 11 0.0200 2.87 Shallow Concentrated Flow, pave1 Paved Kv= 20.3 fps 0.2 10 0.0200 0.99 Shallow Concentrated Flow, grass1 Short Grass Pasture Kv= 7.0 fps 0.0 6 0.0200 2.87 Shallow Concentrated Flow, pave2 Paved Kv= 20.3 fps 0.8 48 0.0200 0.99 Shallow Concentrated Flow, grass2 Short Grass Pasture Kv= 7.0 fps 5.1 62 0.0400 0.20 Sheet Flow, grass3 Grass: Short n= 0.150 P2= 3.20" 6.2 137 Total 0408-EC Type 11124-hr 2yr Rainfall=3.20" Prepared by {enter your company name here) Printed 6/13/2012 M drgCAD@)8.50 stn 005264 O 7 ubcatchmeint 2S: SUBCATCHMENT dmgrs,h 0.55 Runoff 01 Ri 0.5 Type III 24-hr 2yr 0.45 inf III a " 0.4 Runoff re 1 y f 0.35 Runoff lu o f 0.3 Runoff Depth>1.40vu 0.25 Flow Length=137' 0.2, Tc=6.2 min 0.15 0.1 0.05 01 P 3 4 5 67 5 9 10 11 12 19 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 0408-EC Type 111 24-hr 2yr Rainfall=3.20" Prepared by(enter your company name here) Printed 6/13/2012 jjygLo�CADO 8.50 s/n 005264 C 2007 UydrqCAD qot�r are Solutions LLC Pa e Summary for Pond 4P: OSGOOD ST [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.312 ac, 24.31% Impervious, Inflow Depth > 1.40" for 2yr event Inflow 0.50 cfs @ 12.09 hrs, Volume= 0.036 of Primary 0.50 cfs @ 12.09 hrs, Volume® 0.036 af, Aften= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span® 0,00-24.00 hrs, dt= 0.02 hrs Pond 4P: OSGOOD ST � Inflow Hydrograph 0.55 0.5- Inflow Area=0.312 0.45 as 0.35- SU) 0.3 LL 0.25 0.2 0.15 0.1- 0.05 0 1 11 7 8' 10 12 13 '1'4 15 16 17 18 19 20 21 22 23 24 Time (hours) 0408-EC Type 11124-hr 2yr Rainfaffi=3.20" Prepared by{enter your company name here} Printed 6/13/2012 HvdroCAD@8.50 s/n005264 @20071jyq[2gAl Software Solutions LLC Pack e 9 Summary for Pond 5P: NORTH PROPERTY [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.816 ac, 3.46% Impervious, Inflow Depth > 1.91" for 2yr event Inflow W 1.83 cfs @ 12.09 hrs, Volume= 0.130 of Primary 1.83 efs @ 12.09 hrs, Volume= 0.130 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs, Pond 5P: NORTH PROPERTY Fly drog rap h 11 Inflow M Primary 2 M Primary Inflow Area 0.816 u. 0 0 1 2 3 4 5 6 7 8 9 10 111 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 0400-EC Type 11124-hr 90yr Rainfall=4.50" Prepared by{enter your company name here} Printed 6/13/2012 HydroCAD®8.50 s/n 005264 @2007 HydroCAD Software Solutions LLC Page 10 Time span=0.00-24.00 hrs, dt=0.02 hrs, 1201 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: SUBCATCHMENT B Runoff Area=35,564 sf 3.46% Impervious Runoff Depth>3.10" Flow Length=241' Tc=6.0 min CN=87 Runoff=2.92 cfs 0.211 of Subcatchment 2S: SUBCATCHMENT A Runoff Area=13,586 sf 24.31% Impervious Runoff Depth>2.46" Flow Length=137' Tc=6.2 min CN=80 Runoff=0.89 cfs 0.064 of Pond 4P: OSGOOD ST Inflow=0.89 cfs 0.064 of Primary=0.89 cfs 0.064 of Pond 5P: NORTH PROPERTY Inflow=2.92 cfs 0.211 of Primary=2.92 cfs 0.211 of Total Runoff Area = 1.128 ac Runoff Volume = 0.276 of Average Runoff Depth = 2.92" 90.78% Pervious= 1.024 ac 9.22% Impervious =0.104 ac 0408-EC Type 111 24-hr 10yr rainfall=4.50„ Prepared by{enter your company name here) Printed 6/13/2012 .01droCAD08.50 s/n 005264 02007 H droCAD Software Solutions LLC Pag 11 Summary for Subcatchment 1S: SUBCATCHMENT Runoff = 2.92 cfs @ 12.09 hrs, Volume= 0.211 af, Depth> 3.10" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Type III 24-hr 10yr Rainfall=4.50" Area (sf) CN Description 1,230 98 Paved parking & roofs 6,513 74 >75% Crass cover, Good, HSG C 27,821 90 Fallow, crop residue, Poor, HSG C 35,564 87 Weighted Average 34,334 Pervious Area 1,230 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 55 0.0600 1.71 Shallow Concentrated Flow, grass Short Grass Pasture Kv= 7.0 fps 0.1 20 0.1000 2.85 Shallow Concentrated Flow, badgrass Cultivated Straight Rows Kv= 9.0 fps 5.4 166 0.0400 0.52 Sheet Flow, badgrass2 Cultivated: Residue<=20% n= 0.060 P2= 3.20" 6.0 241 Total Subcatchment 1 S: SU CATCHMENT Hydrograph Runoff 3 Type III r 10yr inf I1- °° Runoff f 2 Runoff Volume=0.211 f Runoff .1 °B �-° Flow Length=241' i 1. 0 0 1 2 3 4 5 5 7 8 '910 11 1'2 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 0408-EC Type 11124-hr 90yr Rainfall=4.50° Prepared by {enter your company name here} Printed 6/13/2012 HydroCAD®8.50 s/n 005264 ©2007 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 2S: SUBCATCHMENT A Runoff = 0.89 cfs @ 12.09 hrs, Volume= 0.064 af, Depth> 2.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Type III 24-hr 10yr Rainfall=4.50" Area (sf) CN Description 10,283 74 >75% Grass cover, Good, HSG C 3,303 98 Paved parking & roofs 13,586 80 Weighted Average 10,283 Pervious Area 3,303 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 11 0.0200 2.87 Shallow Concentrated Flow, pave1 Paved Kv= 20.3 fps 0.2 10 0.0200 0.99 Shallow Concentrated Flow, grass1 Short Grass Pasture Kv= 7.0 fps 0.0 6 0.0200 2.87 Shallow Concentrated Flow, pave2 Paved Kv= 20.3 fps 0.8 48 0.0200 0.99 Shallow Concentrated Flow, grass2 Short Grass Pasture Kv= 7.0 fps 5.1 62 0.0400 0.20 Sheet Flow, grass3 Grass: Short n= 0.150 P2= 3.20" 6.2 137 Total 0408-EC Type /// 24-hr 10yr rainfall®4.50° Prepared by {enter your company name here} Printed 6/13/2012 HydroCAD@ 8.50 s/n 005264 O 2007 N droCAD Software Solutions LL.0 pa 1 Subcatchment 2S: SUBCATCHMENT A Hydrograph 0,95 Runoff 0.9 0.85 Type III r 1 yr O.B. in III " 0.75 0.7 Runoff r 1 0,65 0.6[ Runoff Ian g of 0.55 Runoff t a " 0.5 0,45, Flow Length=137' 0.4 0.35 c a min 0.3 0.25' 0.2 0.15 0.1 0.05 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 26 21 22 23 24 Time (hours) 0408-EC Type /// 24-hr 10yr Rainfall=4.50" Prepared by{enter your company name here} Printed 6/13/2012 jjygcrqCAD@ 8.50 s/n 005261_2j007 jj drOCAD Software �alutinns LLD _.. Page 14 Summary for Pond P. OSGOOD ST [40] Hint: Not Described (Outflow=lnflow) Inflow Area 0.312 ac, 24.31% impervious, Inflow Depth > 2.46" for 10yr event Inflow = 0.89 cfs @ 12.09 hrs, Volume= 0.064 of Primary 0.89 cfs @ 12.09 hrs, Volume 0.064 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs on 4P: OSGOOD ST Hydrograrrh LN 11pn',o w M M' M Primary 00.9. Cra 0.9. Inflow Area=0.312 0,85-C 0.8 0.75 0.7- 0.65 0.6 0.55 0.6- LL 0.45 0.4 0.35 0.3 0,25 0.2: 0.15 0.1- 0.05, 0- 3 0 1 2 3 4 5' 6 7 8 9 10 1 1 12 13 14 15 17 18 19 20 21 22 23 24 Time (hours) 0408-EC Type 11124-hr 10yr Rainfall=4.50" Prepared by {enter your company name here} Printed 6/13/2012 Ijy!4roqAD@ 8.50 s/n 005264_22007 H droCAD Software Solutions LLC a e 15 Summary for Pond SP: NORTH PROPERTY [40] Hint: Not Described (Outflow=I nf low) Inflow Area = 0.816 ac, 3.46% Impervious, Inflow Depth > 3.10" for 10yr event Inflow 2.92 cfs, @ 12.09 hrs, Volume= 0.211 of Primary 2.92 cfs @ 12.09 hrs, Volume= 0.211 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Pond 5P: NORTH PROPERTY Hydrograph 11 Inflow ?.92 3 rea oft 0 Primary '9 ds Inflow A -4,816[l- 2 2 u. 0' 1 2 3 45 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 0408-EC Type 11124-hr 100yr Rainfall=7.00" Prepared by{enter your company name here) Printed 6/13/2012 HydroCAD®8.50 s/n 005264 ©2007 HydroCAD Software Solutions LLC Page 16 Time span=0.00-24.00 hrs, dt=0.02 hrs, 1201 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: SUBCATCHMENT B Runoff Area=35,564 sf 3.46% Impervious Runoff Depth>5.47" Flow Length=241' Tc=6.0 min CN=87 Runoff=5.04 cfs 0.372 of Subcatchment 2S: SUBCATCHMENT A Runoff Area=13,586 sf 24.31% Impervious Runoff Depth>4.69" Flow Length=137' Tc=6.2 min CN=80 Runoff=1.69 cfs 0.122 of Pond 4P: OSGOOD ST Inflow=1.69 cfs 0.122 of Primary=1.69 cfs 0.122 of Pond 5P: NORTH PROPERTY Inflow=5.04 cfs 0.372 of Primary=5.04 cfs 0.372 of Total Runoff Area = 1.128 ac Runoff Volume= 0.494 of Average Runoff Depth=5.26" 90.78% Pervious = 1.024 ac 9.22% Impervious = 0.104 ac 0408-EC 1 ype 11124-17r 100yr Rainfall=7.017„ Prepared by(enter your Company name here) Printed 6/13/2012 H droCAD@ 8.50 s/n 005264 O 2007 h lydroCAD Software Solutions LLC , b aae 17 Summary for Subcatchment IS: SUBCATCHMENT Runoff a 5,04 cfs @ 12.08 hrs, Volume= 0.372 af, Depth> 5.47" Runoff by SCS TR-20 method, UH=SCS, Time Spam 0,00-24.00 hrs, dt= 0.02 hrs Type III 24-hr 100yr Rainfall®7.00" Area (sf) CN Description 1,230 98 Paved parking & roofs 6,513 74 >75% Crass cover, Good, HSG C _ 27,821 90 Fallow, crop residue, Poor HS(5 C 35,564 87 Weighted Average 34,334 Pervious Area 1,230 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 55 0.0600 1.71 Shallow Concentrated Flow, grass Short Grass Pasture Kv= 7.0 fps 0.1 20 0.1000 2.85 Shallow Concentrated Flow, badgrass Cultivated Straight Rows Kv= 9.0 fps 5.4 166 0.0400 0.52 Sheet Flow, badgrass2 Cultivated: Residue<=20% n= 0.060 P2= 3,20" 6.0 241 Total ubcatohrnent IS: SU CATCHM NT Hydrograph Runoff 5.04 eCs i M.._....I 5- Type III r 100yr Rainfall=7.00" 4 Runoff Area=35,664 f Runoff Volume=0.372 af 3 Runoff t . '° Flow Length=241' 2 c® . i 1 0 0 1 2 3 4 5 5 7 8 9 10 11 12 13 14 15 18 17 18 15 20 21 22 23 24 Time (hours) 0408-EC Type 11124-hr 100yr Rainfall=7.00" Prepared by{enter your company name here} Printed 6/13/2012 HydroCAD®8.50 s/n 005264 @2007 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment 2S: SUBCATCHMENT A Runoff = 1.69 cfs @ 12.09 hrs, Volume= 0.122 af, Depth> 4.69" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Type III 24-hr 100yr Rainfall=7.00" Area (sf) CN Description 10,283 74 >75% Grass cover, Good, HSG C 3,303 98 Paved parking & roofs 13,586 80 Weighted Average 10,283 Pervious Area 3,303 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 11 0.0200 2.87 Shallow Concentrated Flow, pave1 Paved Kv= 20.3 fps 0.2 10 0.0200 0.99 Shallow Concentrated Flow, grass1 Short Grass Pasture Kv= 7.0 fps 0.0 6 0.0200 2.87 Shallow Concentrated Flow, pave2 Paved Kv= 20.3 fps 0.8 48 0.0200 0.99 Shallow Concentrated Flow, grass2 Short Grass Pasture Kv= 7.0 fps 5.1 62 0.0400 0.20 Sheet Flow, grass3 Grass: Short n= 0.150 P2= 3.20" 6.2 137 Total 0408-EC Type ///24-hr 100yr Rainfall=7.00" Prepared by(enter your company name here) Printed 6/13/2012 �9 draC/�DQ£3.50 In 005264 O 2007 H draCAD Saftware Solutions LLC Pa 1 u catchment 2S: SUBCATCHMENT i4y drograph Runoff Mmes crs"'°"i Type III - r 100yr inf 11e " Runoff Area=13,586 sf Runoff lu n1 Runoff t , ®® Flow Length=1 ' Tc=6.2 min 0111 11-11, 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 0408-EC Type /// 24-hr 100yr Rainfa11=7.00" Prepared by{enter your company name here} Printed 6/13/2012 H �CAD4 8Q_s/U.005264_0 2007 HydroCAb Software Solutions LLC f a e 20 Summary for Pond 4P: O OD ST [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.312 ac, 24.31% Impervious, Inflow Depth > 4.69" for 100yr event Inflow = 1.69 cfs @ 12.09 hrs, Volume= 0.122 of Primary 1.69 cfs @ 12.09 hrs, Volume= 0.122 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.0024.00 hrs, dt= 0.02 hrs Pond 4P: OSGOOD ST Hydrograph Inflow Inflow Area-4.312 .1", ioi 9 U- 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 0400 EC Type 111 24-hr I 00yr Rainfall=7.00 Prepared by{enter your company name here) Printed 6/13/2012 IjL(LroCAD@ 8.50 7 H roCAD Software Solutions LLC e 21 a/aOO5264 @ 20L_AL_ Summary for Pond 5P: NORTH PROPERTY [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0,816 ac, 3.46% Impervious, Inflow Depth > 5.47" for 100yr event Inflow = 5.04 cfs @ 12.08 hrs, Volume= 0.372 of Primary = 5.04 cfs @ 12.08 hrs, Volume= 0.372 A Atten= 0%, Lag= 0.0 min Routing by Star-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Pond 5P: NORTH PROPERTY i fydrograph 5 Inflow Area=0.8161 4 3 U. 2 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3 .............. SUBCAT HMENT C SUBCATCH ENT A /2S \ 4$ " ) SU CATCHMENT D SUBCATCHME`NTB' Z7,P\S OSGOODST NORTH OF SITE Drainage Diagram for 0408.PC-R2 ubc.� Reach Z/,i�on8\ L nk (S Prepared by(enter your company name here), Printed 6/13/2012 .-FHydroCADS 8.50 s/n 005264 0 2007 HydroCAD Software Solutions LLC 0408-PC-R2 Prepared by (enter your company name here) Printed 6/13/2012 HydroCAD®8.50 s/n 005264 02007H droCAD Software Solutions LLC Page.2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.816 74 >75% Grass cover, Good, HSG C (1S,2S,4S) 0.313 98 Paved parking & roofs (1S,2S,3S,4S) 1.128 TOTAL AREA 0408-PC-R2 Prepared by {enter your company name here} Printed 6/13/2012 HydroCAD®8.50 s/n 005264 @2007 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Goup Numbers 0.000 HSG A 0.000 HSG B 0.816 HSG C 1 S, 2S, 4S 0.000 HSG D 0.313 Other 1 S, 2S, 3S, 4S 1.128 TOTAL AREA 0408-PC-R2 Type 111 24-hr 2 Y Rainfall=3.20" Prepared by{enter your company name here} Printed 6/13/2012 HydroCAD®8.50 s/n 005264 @2007 HydroCAD Software Solutions LLC Page 4 Time span=0.00-24.00 hrs, dt=0.02 hrs, 1201 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: SUBCATCHMENT A Runoff Area=9,283 sf 29.54% Impervious Runoff Depth>1.47" Flow Length=108' Tc=4.6 min CN=81 Runoff=0.38 cfs 0.026 of Subcatchment 2S: SUBCATCHMENT B Runoff Area=18,594 sf 5.13% Impervious Runoff Depth>1.09" Flow Length=242' Tc=10.7 min CN=75 Runoff=0.44 cfs 0.039 of Subcatchment 3S: SUBCATCHMENT C Runoff Area=6,612 sf 100.00% Impervious Runoff Depth>2.97" Flow Length=114' Slope=0.0300'/' Tc=0.9 min CN=98 Runoff=0.56 cfs 0.038 of Subcatchment 4S: SUBCATCHMENT D Runoff Area=14,666 sf 22.58% Impervious Runoff Depth>1.33" Flow Length=238' Tc=10.8 min CN=79 Runoff=0.44 cfs 0.037 of Pond 6P: OSGOOD ST Inflow=0.38 cfs 0.026 of Primary=0.38 cfs 0.026 of Pond 7P: NORTH OF SITE Inflow=1.10 cfs 0.114 of Primary=1.10 cfs 0.114 of Total Runoff Area = 1.128 ac Runoff Volume= 0.140 of Average Runoff Depth = 1.49" 72.29% Pervious = 0.816 ac 27.71% Impervious = 0.313 ac 0408-PC-R2 Type //I 24-hr 2YR Rainfall=3.20" Prepared by {enter your company name here} Printed 6/13/2012 H droCADO 8.50 s/n 005264 @ 2007 HvdroCAD Software Solutions LLC Pa 5 Summary for Subcatchment 1 S: SUBCATCHMENT A Runoff 0.38 cfs @ 12.07 hrs, Volume= 0.026 af, Depth> 1.47" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0024.00 hrs, dt= 0,02 hrs Type III 24-hr 2YR Rainfall=3.20" Area (sf) CN Description 6,541 74 >75% Grass cover, Good, HSG C 2,742 98 Paved parking & roofs 9,283 81 Weighted Average 6,541 Pervious Area 2,742 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) Oft) (ft/sec) (C fs) 1.0 75 0.0300 1.21 Shallow Concentrated Flow, S1 Short Grass Pasture Kv= 7.0 fps 3.6 33 0.0200 0.15 Sheet Flow, STI Range n= 0.130 P2= 3.20" 4.6 108 Total Subcatchment IS: SUBCATCHMENT A Hydrograph 0.42 Runoff Ok 0.38, Type III 24-hr 2YR 0,36 0.34 Rainfa III 3.20" 0.32 0.3. Runoff Area=9,283 sf 0.28 0.26 Runoff Volume=0.026 af 0.24, 0.22- Runoff Depth>1 .47" o 0.2 1L- O18 Flow Length=108' 0.16 Tc=4.6 min 0.14 0.12! CN=81 0.1 0,08 0,06 0.041 0.02- 0 0 1 2 3 4 5 6 7 8 6 10 11 12 13 14 15 16 17 18 19 2621 22 23 24 Time (hours) 0408-PC-R2 Type 111 24-hr 2Y1 Rainfall=3.20" Prepared by (enter your company name here) Printed 6/13/2012 Software Solutions LLC Page 6 Summary for Subcatchment 2S: SUB CATCH MENT B Runoff W 0.44 cfs @ 12.16 hrs, Volume= 0.039 af, Depth> 1.09" Runoff by SCS TR-20 method, UH=SCS, Time Span® 0.00-24.00 hrs, dt= 0.02 hrs Type III 24-hr 2YR Rainfall=3.20" Area (sD CN Description 17,640 74 >75% Grass cover, Good, HSG C 954 98 Paved parking & roofs 18,594 75 Weighted Average 17,640 Pervious Area 954 Impervious Area Te Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 75 0.0600 1.71 Shallow Concentrated Flow, S1 Short Grass Pasture Kv= 7.0 fps 10.0 167 0.0400 0.28 Sheet Flow, SHI Range n= 0.130 P2= 3.20" 10.7 242 Total Subcatchment 2S: SUBCATCHMENT B Hydrograph 0.48.' Runoff 0,46- 0.44 Type III 24-hr 21f R 0.42 0.4 0.38 Rainn all=3.20" 0 36 0.34 Runoff Area=1 8,594 sf 0.32 0.3 Runoff Volume=0.039 af 0:28 Runoff Depth>1 .09" 0.24 r 0.22 Flow Length=242' 0.2 0.18 Tc=10.7 in 0.18 0.14 CN=75 0.12 0.1 0,08 0.06 0.04 0.02 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 0408-PC-R2 Type /// 24-hr 2Y1 Rainfall=3.20" Prepared by {enter your company name here) Printed 6/13/2012 .U�oCAID@8.50 s/n005264 @20QZ_dydrq.CAD Software Solutions LLC ,___ Page 7 Summary for Subcatchment 3S: SUB CATCH MENT C [49] Hint: Tc<2dt may require smaller dt Runoff 0.56 cfs @ 12.01 hrs, Volume= 0.038 af, Depth> 2.97" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Type III 24-hr 2YR Rainfall=3.20" Area (sq CN Description 6,612 98 Paved parking & roofs 6,612 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 75 0.0300 3.52 Shallow Concentrated Flow, SH1 Paved Kv= 20.3 fps 0.5 39 0.0300 1.34 Sheet Flow, S1 Smooth surfaces n= 0.011 P2= 3,20" 0.9 114 Total Subcatchment 3S: SUBCATCHMENT C Hydrograph 0.6: Runoff p 0;66 Cis 0.55- Type III 24-hr 2YR 0.5, Rainfa III 3.20" 0.45 Runoff Area=6,612 sf 0.4 Runoff Volume=0.038 af 0.35 Runoff Depth>2.97" 0.31 Flow Length=1 14' 0.25. Slope=0.0300 0.2 Tc=0.9 min 0,15 CN=98 0.1 0,05 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 0408-PC-R2 Type 111 24-hr 2YR Rainfall=3.20" Prepared by{enter your company name here) Printed 6/13/2012 HyAroCAD08.50 s/nOO5264 @200L!jydroCAD Software Solutioqsl-!-C e Summary for Subcatchment 4S: SUB CATCH MENT D Runoff = 0.44 cfs @ 12.16 hrs, Volume= 0.037 af, Depth> 1.33" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Type III 24-hr 2YR Rainfall=3.20" Area (sf) CN Description 3,312 98 Paved parking & roofs 11,354 74 >75% Grass cover, Good, HSG C 14,666 79 Weighted Average 11,354 Pervious Area 3,312 Impervious Area Tc Length Slope Velocity Capacity Description min (feet) (ft/ft) (ft/sec) (cfs) 1.0 75 0.0300 1.21 Shallow Concentrated Flow, S11 Short Grass Pasture Kv= 7.0 fps 9.8 163 0.0400 0.28 Sheet Flow, SHI Range In= 0.130 P2= 3.20" 10.8 238 Total Subcatchiment 4S: SUBCATCHMENT D Hydrograph 0.481 Runoff 0.46 o.a"a ors 0.44, TvDe III 24-hr 2YR 0.42 0.4:, Rai3.20 0 38� nfa ll= " 0 36, 0 34 Runoff Area=14,666 sf °0.3 Runoff Volume=0.037 af 0.28 0.26 Runoff Depth>1.33" 0.24 0.22 Flow Length=238' 2 0,10.8 Tc=10.8 min 0.16, 0.14 CN=79 0.12 0.1 0.08 0.06- 0.04 0.02 0 4g; 0 1 2 3 4 6 10 J,1 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 0408-PC-R2 Type /// 24-hr 2YR Rainfall=3.20" Prepared by{enter your company name here) Printed 6/13/2012 HyqroCAD@ 8.50 L/n 005264 @ 2007 tjyqroCAD Software Solutions LLB Paae 9 Summary for Pond 6P: OSGOOD ST [40] Hint: Not Described (Outflow=Inflow) Inflow Area 0.213 ac, 29.54% Impervious, Inflow Depth > 1.47" for 2YR event Inflow 0.38 cfs @ 12.07 hrs, Volume= 0,026 of Primary 0.38 cfs @ 12.07 hrs, Volume= 0,026 af, Aften= 0%, Lag= 0.0 min Routing by Star-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Pond 6P: OSGOOD ST Hydrograph I Lin Inflow M Primary OA2 1'0'.'3'8'Cf8] M Primary 0.4 38 cis 0.38 Inflow Area=0.213 0.36 0.34 OM 0.3 0.28 0.26- 42 0.24 0.22 0.2- U- 0.18 0.16 0.14� 0.12- 0.1 0.08 0.06 0.04 0.02 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 0408-PC-R2 Type /// 24-hr 2YR Raintall=3.20" Prepared by{enter your company name here} Printed 6/13/2012 HVdroCAD@ 8.50 s/n 005264_0 2007 HVdroCAD Software Solutions LLC Pacie 10 Summary for Pond 7P: NORTH OF SITE [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.915 ac, 27.28% impervious, Inflow Depth > 1,49" for 2YR event Inflow W 1.10 cfs @ 12.15 hrs, Volume= 0.114 of Primary 1.10 cfs @ 12.15 hrs, Volume= 0.114 af, Aften= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Pond 7P: NORTH OF SITE Hydrograph Inflow Inflow Area--0.915 ' LL 0 0, 1 2 3 4 5 �6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 0408-PC-R2 Type ///24-hr 10YR Rainfall=4.50" Prepared by{enter your company name here} Printed 6/13/2012 HydroCADB 8.50 s/n 005264 ©2007 HydroCAD Software Solutions LLC Page 11 Time span=0.00-24.00 hrs, dt=0.02 hrs, 1201 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment IS: SUBCATCHMENT A Runoff Area=9,283 sf 29.54% Impervious Runoff Depth>2.55" Flow Length=108' Tc=4.6 min CN=81 Runoff=0.67 cfs 0.045 of Subcatchment 2S: SUBCATCHMENT B Runoff Area=18,594 sf 5.13% Impervious Runoff Depth>2.05" Flow Length=242' Tc=10.7 min CN=75 Runoff=0.87 cfs 0.073 of Subcatchment 3S: SUBCATCHMENT C Runoff Area=6,612 sf 100.00% Impervious Runoff Depth>4.26" Flow Length=114' Slope=0.0300 '/' Tc=0.9 min CN=98 Runoff=0.79 cfs 0.054 of Subcatchment 4S: SUBCATCHMENT D Runoff Area=14,666 sf 22.58% Impervious Runoff Depth>2.37" Flow Length=238' Tc=10.8 min CN=79 Runoff=0.80 cfs 0.067 of Pond 6P: OSGOOD ST Inflow=0.67 cfs 0.045 of Primary=0.67 cfs 0.045 of Pond 7P: NORTH OF SITE Inflow=1.97 cfs 0.193 of Primary=1.97 cfs 0.193 of Total Runoff Area = 1.128 ac Runoff Volume =0.238 of Average Runoff Depth = 2.64" 72.29% Pervious = 0.816 ac 27.71% Impervious = 0.313 ac 0408-PC-R2 Type /// 24-hr IOYR Raintall=4.50" Prepared by{enter your company name here) Printed 6/13/2012 HydroCADO 8.50 s/n 005264 @ 2007 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment IS: SUB CATCH MENT A Runoff 0.67 cfs @ 12.07 hrs, Volume= 0.045 af, Depth> 2.65" Runoff by SCS TR-20 method, UH=SCS, Time Span® 0.00-24.00 hrs, dt= 0.02 hrs Type III 24-hr 10YR Rainfall=4.50" Area (sq CN Description 6,541 74 >75% Grass cover, Good, HSG C 2,742 98 Paved parking & roofs 9,283 81 Weighted Average 6,541 Pervious Area 2,742 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (Tft) (ft/sec) cfs) 1.0 75 0,0300 1.21 Shallow Concentrated Flow, S1 Short Grass Pasture Kv= 7.0 fps 3.6 33 0.0200 0.15 Sheet Flow, STI Range n= 0.130 P2= 3.20" 4.6 108 Total Subcatchment IS: SUBCATCHMENT A m:r Runoff Hydrograph 0.7 0.67 cts 0.65 Type III 24-hr IOYR 0.6., Rainfall=4.50" 0.55..:: Runoff Area=9,283 sf 0.5 0.45 Runoff Vo1u 045 af 0.4 Runoff Depth>2.55v' 0.35 Flow Length=108' 0.3 U& Tc-4.6 min 0.2 CN=81 0.15- 0.1 0.05, 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 0408-PC-R2 Type H/24-hr IOYR Rainfall=4.50" Prepared by {enter your company name here) Printed 6/13/2012 IjL(:LroCADO 8.50 s/n 005264 2 2007±lydroCAD Software Solutiqns.LC_._ Page 13 Summary for Subcatchment 2S: SUBCATCHMENT B Runoff = 0.87 cfs @ 12.15 hrs, Volume= 0.073 af, Depth> 2.05" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Type III 24-hr 10YR Rainfall=4.50" Area (sq CN Description 17,640 74 >75% Grass cover, Good, HSG C 954 98 -Paved parking & roofs 18,594 75 Weighted Average 17,640 Pervious Area 954 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 75 0.0600 1.71 Shallow Concentrated Flow, S1 Short Grass Pasture Kv= 7.0 fps 10.0 167 0.0400 0.28 Sheet Flow, SHI Range n= 0.130 P2= 3,20" 10.7 242 Total Subcatchment 2S: SUBCATCHMENT B Hydrograph 0,95 Runoff 0.9 0,85-1 Type III 24-hr 10YR 0.8 OJ5 Rainfall=4.50" 0.7 0.65- Runoff Area=1 f 8,594 s U Runoff Volume=0.073 af 0.55 Runoff Depth>205" 0.5 . 0.45 0.4 Flow Length=242' 0.35: Tc-10.7 min 0.3 0.25 CN=75 0.2 0.15 0.1 0.05 '1' 1' 4 1' 0 1 2 3 4 5 6 7 8 9 1 1 1 1 5 6 17 18 19 20 21 22 23 24 1 Time (hours) 0408-PC-R2 Type ///24-hr IOYR Rainfall=4.50" Prepared by(enter your company name here) Printed 6/13/2012 Software Solutions LLC Page 14 Summary for Subcatchment 3S: SUBCATCHMENT C [49] Hint: Tc<2dt may require smaller dt Runoff 0.79 cfs @ 12.01 hrs, Volume= 0.054 af, Depth> 4.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Type III 24-hr 10YR Rainfall=4.50" Area (sf) CN Description 6,612 98 Paved parking & roofs 6,612 Impervious Area Tc Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 75 0.0300 3.52 Shallow Concentrated Flow, SM Paved Kv= 20.3 fps 0.5 39 0.0300 1.34 Sheet Flow, S1 Smooth surfaces n= 0.011 P2= 3.20" 0.9 114 Total Subcatchment 3S: SUBCATCHMENT C Hydrograph 0.85 0.8 Type III 24-hr I OYR 9 oft 0.75: 0.7, illy.50" 0.65 Runoff Are a=6,612 sf 0.6 0.65- Runoff Volume=0.054 af 0.5 Runoff Depth>4.26" 0.45: 0.4 Flow Length=1 14' 0.35, , Sl 0.3 ope=0.0300 0.25 1 c=0.9 min 0.2 CN=98 0.15 0.1- 0.05 III 0 1 2 3 46 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 0408-PC-R2 Type ///24-hr IOYR Rainfall=4.50" Prepared by{enter Your company name here} Printed 6/13/2012 HydroCADO 8.50 s/n 005264 @ 2007 HydroCAD Software Solutions LLC Pa 15 Summary for Subcatchment 4S: l! CATCHMENT D Runoff 0.80 cfs @ 12.15 hrs, Volume= 0.067 af, Depth> 2,37" Runoff by SC S TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Type III 24-hr 10YR Rainfall=4,50" Area (sf) CN Description 3,312 98 Paved parking & roofs 11,354 74 >75% Grass cover, Good, HSG C 14,666 79 Weighted Average 11,354 Pervious Area 3,312 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 75 0.0300 1.21 Shallow Concentrated Flow, S1 Short Grass Pasture Kv= 7.0 fps 9.8 163 0.0400 0.28 Sheet Flow, SH1 Range n= 0.130 P2= 3.20" 10.8 238 Total Subcatchment 4S: SUBCATCHIMENT D Hydrograph 0.85-� n Runoff 0.0.80 ats 0.8 Type Ill 24-hr 10YR 0.75 0.7: Rainfall=4.50" 0.65 0.6 Runoff Area=14,666 sf 0.55 Runoff Volume=0.067 af 0.5 Runoff Depth>2.37" 0.45 0.4 Flow Length=238' 0.35- Tc=10.8 min 0.3 0.25 CN=79 0,2 0.16 0.1 0.05 0 0 1 2 3 4 5 6 7 8 5 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 0406-F'C® Type flif 24-hr 10YR Rainfall=4.50" Prepared by(enter your company name here} Printed 6/13/2012 HyqLo�AD@x.50 s/nO0526j_C7 2007 HydrOCAD rOftware Solutions LLC Page 16 Summary for Pond 6P: OSGOOD ST [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.213 ac, 29.54% Impervious, Inflow Depth > 2.55" for 10YR event Inflow 0.67 cfs @ 12.07 hrs, Volume= 0.045 of Primary 0.67 cfs @ 12.07 hrs, Volume 0.045 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs on 6P: OSGOOD ST FIlydrog rap h L11 Inflow M Primary M Primary OJ UT�fi Inflow Area-0.213 0,65 0.6 0.55 0.5 0,46.1 0.4 0.35 u. 0.3 0,25 0.2 0.15 0.1 0,05, V .— � 0 1 2 3 4 5 6'' 8 11 12 131 1 6 17 18 19 20 21 22 23 24 Time (hours) 0408-PC-R2 Type /// 24-hr 10YR Rainfall=4.50" Prepared by {enter your company name here) Printed 6/13/2012 Hy±oCAD@8.50 s/n005264 02007t!ydrwa Ap Software Solutions LLC Parke 17 Summary for Pond 7P: NORTH OF SITE [40] Hint: Not Described (Outflow=I nfl ow) Inflow Area 0.915 ac, 27.28% Impervious, Inflow Depth > 2.53" for 1 OYR event Inflow 1.97 cfs @ 12.15 hrs, Volume= 0.193 of Primary 1.97 cfs @ 12.15 hrs, Volume= 0.193 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Pond 7P: NORTH OF SITE Hydrograph IN Inflow M Primary 5.9.7-d.8 2.. rinflow Area 0.915 0 0 1 2 3 4 5 6 7 8 5 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 0408-PC-R2 Type /// 24-hr 100YR Rainfall=7.00" Prepared by{enter your company name here} Printed 6/13/2012 HydroCAD®8.50 s/n 005264 ©2007 HydroCAD Software Solutions LLC Page 18 Time span=0.00-24.00 hrs, dt=0.02 hrs, 1201 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: SUBCATCHMENT A Runoff Area=9,283 sf 29.54% Impervious Runoff Depth>4.80" Flow Length=108' Tc=4.6 min CN=81 Runoff=1.24 cfs 0.085 of Subcatchment 2S: SUBCATCHMENT B Runoff Area=18,594 sf 5.13% Impervious Runoff Depth>4.14" Flow Length=242' Tc=10.7 min CN=75 Runoff=1.77 cfs 0.147 of Subcatchment 3S: SUBCATCHMENT C Runoff Area=6,612 sf 100.00% Impervious Runoff Depth>6.76" Flow Length=114' Slope=0.0300'/' Tc=0.9 min CN=98 Runoff=1.23 cfs 0.086 of Subcatchment 4S: SUBCATCHMENT D Runoff Area=14,666 sf 22.58% Impervious Runoff Depth>4.58" Flow Length=238' Tc=10.8 min CN=79 Runoff=1.53 cfs 0.128 of Pond 6P: OSGOOD ST Inflow=1.24 cfs 0.085 of Primary=1.24 cfs 0.085 of Pond 7P: NORTH OF SITE Inflow=3.78 cfs 0.361 of Primary=3.78 cfs 0.361 of Total Runoff Area = 1.128 ac Runoff Volume= 0.446 of Average Runoff Depth =4.76" 72.29% Pervious= 0.816 ac 27.71% Impervious =0.313 ac 0408-PC-R2 Type III 24-hrI00YR Rainfal/=7.00" Prepared by(enter your company name here} Printed 6/13/2012 k!vdroCADO 8.50 s/n 005264 012007 IdraCAD Software Solutions LLC Pa — 19 Summary for Subcatchment IS: SUB CATCH MENT A Runoff 1.24 cfs @ 12.07 hrs, Volume= 0.085 af, Depth> 4.80" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Type III 24-hr 100YR Rainfall=7.00" Area (sD CN Description 6,541 74 >75% Grass cover, Good, HSG C 2,742 98 Paved parking & roofs 9,283 81 Weighted Average 6,541 Pervious Area 2,742 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) cfs) 1.0 75 0.0300 1.21 Shallow Concentrated Flow, S1 Short Grass Pasture Kv= 7.0 fps 3.6 33 0.0200 0.15 Sheet Flow, STI Range n= 0.130 P2= 3.20" 4.6 108 Total Subcatchment IS: SUBCATCHMENT A liydrograph Runoff '' Type III 24-hr I OOYR Rainfall=7.00" Runoff Area=9,283 sf Runoff Volume=0.085 of 4� Runoff Depth>4.80 Flow Length=108' Tc=4.6 in CN=81 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 0408-PC-R2 Type /// 24-hr 100YR Rainfall=7.00" Prepared by(enter your company name here) Printed 6/13/2012 llydroCAD@8.50 s/n005264 02007 llvdroCAD Software Solutions LLC Pa 20 Summary for Subcatchment 2S: SUBCATCHMENT B Runoff 1.77 cfs @ 12.15 hrs, Volume= 0.147 af, Depth> 4.14" Runoff by SCS TR-20 method, UH=SCS, Time Span® 0.00-24.00 hrs, dt= 0.02 hrs Type III 24-hr 100YR Rainfall=7.00" Area (sf) CN Description 17,640 74 >75% Grass cover, Good, HSG C 954 98 Paved parking & roofs 18,594 75 Weighted Average 17,640 Pervious Area 954 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 75 0.0600 111 Shallow Concentrated Flow, S1 Short Grass Pasture Kv= 7.0 fps MO 167 0.0400 0.28 Sheet Flow, SHI Range n= 0.130 P2= 3.20" 10.7 242 Total Subcatchment 2S: SUBCATCHMENT B Runoff Hydirogralph T'V cfe Type III 24-h r I OOYR Rainn all=7.00" Runoff Area=18,594 sf Runoff VoIts me=0.147 af Runoff Depth>4.14" Flow Length=242' Tc=10.7 min CN=75 IN 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 0408-PC-R2 Type ///24-hr 1OOYR 1ainfall=7.00" Prepared by{enter your company name here) Printed 6/13/2012 Software Solutions LLC 21 Summary for Subcatchment 3S: SUBCATCHMENT C [49] Hint: Tc<2dt may require smaller dt Runoff 1.23 cfs @ 12.01 hrs, Volume= 0.086 af, Depth> 6.76" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Type III 24-hr 100YR Rainfall-7.00" Area (sf) CN Description 6,612 98 Paved parkin q & roofs 6,612 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 75 0,0300 3.52 Shallow Concentrated Flow, SH1 Paved Kv= 20.3 fps 0.5 39 0.0300 1.34 Sheet Flow, S1 Smooth surfaces n= 0.011 P2= 3.20" 0.9 114 Total Subcatchment 3S: SUBCATCHMENT C Hydrograph Type III 24-h r 1 OOYR Rainn all=7.00" Runoff Area=6,612 sf Runoff Volume=0.086 af Runoff Depth>6.76" .2 Flow Length=1 14' Slope=0.0300 `P Tc=0.9 in CN=98 00 ......... 1 3 4 5 6 7 8 9 16 11 12 13 14 15 16 17 18 19 20 21 22 2'3' 24 Time (hours) 0408-PC-R2 Type 111 24-hr 100YR Rainfall=7.00" Prepared by(enter your company name here) Printed 6/13/2012 are Solutions LLC W Page 22 Summary for Subcatchment 4S: SUBCATCHMENT D Runoff 1.53 cfs @ 12.15 hrs, Volume® 0.128 af, Depth> 4.58" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0024,00 hrs, dt= 0.02 hrs Type III 24-hr 100YR Rainfall=7.00" Area (sD CN Description 3,312 98 Paved parking & roofs 11,354 74 >75% Grass cover, Good, HSG C 14,666 79 Weighted Average 11,354 Pervious Area 3,312 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs 1.0 75 0.0300 1.21 Shallow Concentrated Flow, S1 Short Grass Pasture Kv® 7.0 fps 9.8 163 0.0400 0.28 Sheet Flow, SHI Range n= 0.130 P2= 3.20" 10.8 238 Total Subcatchment 4S: SUB CATCH MENT D Hydrograph Runoff Type III 24-h r1 OOYR Rainfall=7.00" Runoff Area=14,666 sf Runoff Volume=0.128 af Runoff Depth>4.58" .2 U. I® Length=238' Tc=10.8 min CN=79 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 0408-PC-R2 Type 111 24-hr 100YR Rainfall=7.00" Prepared by(enter your company name here) Printed 6/13/2012 ,UyqLqCAD@ 8.50 jydroCAD Software Solutions LLC Page 23 _E/q_905264 @ 200Z_L Summary for Pond 6P: OSGOOD ST [40] Hint: Not Described (Outflow=lnflow) Inflow Area 0.213 ac, 29.54% Impervious, Inflow Depth > 4.80" for 100YR event Inflow 1.24 cfs @ 12.07 hrs, Volume= 0.085 of Primary A 1.24 cfs @ 12.07 hrs, Volume= 0.085 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Pond 6P: OSGOOD ST Hydrograph 0 Inflow M Primary C(S Inflow Area=0.213[""'' U. 06, — 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 0408-PC-R2 Type 11124-hr 100YR Rainfall=7,00" Prepared by(enter your company name here) Printed 6/13/2012 jjxdrqCAD@§.�0_s/n005264 O 200 HydrqCAD Software Solutions LL9 Page 24 Summary for Pond 7P: NORTH OF SITE [40] Hint: Not Described (Outflow=lnflow) Inflow Area = 0.915 ac, 27.28% Impervious, Inflow Depth > 4.74" for 100YR event Inflow 3.78 cfs @ 12.14 hrs, Volume= 0.361 of Primary 3.78 cfs @ 12.14 hrs, Volume= 0.361 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Pond 7P: NORTH OF SITE Hyd mgrs ph M Inflow M Primary 4 Inflow Area-0.91 51.... 3 u. 2 LL 0123 4 567 89 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ASSESSORS INFORMATION v vie o0 0 O O l(7 LO T N N N b GO 0) (3) N ` CD N t f6 N N m dMp w+ N N U N c �- p 0 aCo a N �L ! w 0) -a n a c2WU c 0 z C6 Z a) m O �- N z , `- O C,4 C Q i7 z7 } M Qw w -iJ - U- Z op O 0 o O CD LO LL 0o , pp W a`a ON QrO ? mco s.. c o LL Z cYi ri cu In CD 0-0 H N 0 �h5'to c Ztn om Q W ❑ � -rt O Q to ❑ 0 J J -o 2 y tl) U = j At O Ic I CL ZONING DISTRICT MAP It r�r 4s ;�� /j.,��ltF� 4 �;moo��+1 ��►"' t fix FUIF IFt� / •c,. t a ,�y t�+; - � � � - ��ass �P!�i•��*.. �� + r arr -.a �1,.4y��^:•�.� ,j�.r�+i��+ •1 II R�aE�-•�l�f l��' �' �� • ;- ate{ y Y $6 ♦ � 6• .a / �. t r- 'rca � �'v. 4'''�q '�.•i�z,l+sr�.. � iA�a 1U��\� /. � atp s s a �� ,. ,�"-�ri��..r+�vi*k,±Sw i,: i¢ ��vna�+sk±if o��a`{•��•m?f�q!.$Fgsi��!) c �7 �` � � � , -�jrt r+ �1„sn r��`rgtv��J. pvy ,a" �a�>.s+sa°'s\;is`st $Br_��!'B�:_!T►♦ a y"`_ lE -`� � ��{s4 y�l��y�`♦axe•,. '�," �� ♦!r �,y�q5_a��+fs " ��Crr �..!��t `� ♦1c� �*t'� �S\�� ♦ ai � F y�"s� F'!�w� .I �-4 erg I)li 1.�. !t•=i�� +.� fi�- f fjc'11,�4,`mil +'r.+'►r~ �0. + i s!t s�s� � �d�� '�� i': rt F .i rC i ri+t--�'Syr + /yr.•it+�S was 1ti''tf 'l � t� �t2�� '�♦J�•��1 Y„ �ii�fll/� 'f".3`��tiR •'�*",-.R� , `art♦� �±� �_�i� Y sJ .jj s s � �. �t-aPP'},1'��Tj ♦ ,iSY„'c-��"!!'!♦Y+�.�r�� r xa♦}} t x; '.Nii if i sr vim! + t♦A� fi ' � : r A t ;., ♦ �,sti�♦i 4i+t`♦r- ♦cam♦•♦!-�� .� F lfl1�,,,.+�f M„ � f �1f�t �fi+s:+4dr��'� 1f�i/"� �/mow+, �. '�►.�' ',�9(, IV A, ' s fi rRA " 3 �f ■.� Ilr Zli -,... �.. r _ DEED INFORMATION A 1\1701VIO KID a- a= O O Q f�adid5= Sr°9.0`� �P. Hub. Mub t•P 8�� O � GOOD Ste' A4s4N 0F' A PORTI®N OX' L.ANO //Y 0WMED BY A NTO "/O o°ORGETTA . .SCAZ. 40 IX" 0 ' JAN. /95"7. . ._. 2A L PH 8. L3 2A 5SF!lIZ. C•E. HA K�Tle lLL *AS--- e% 8k 11913 PS 35 *1307 Quitclaim Deed 1,Mary A.Forgetta, Trustee of the B and M Forgetta Realty Trust, under c declaration of Trust dated December 27, 2000, and recorded with the Essex North Registry of Deed in Book 5970, Page 181,of 1320 Osgood Street, North Andover, Essex County,Massachusetts 01845 in consideration of One Dollar and other good and valuable consideration,grant to Mary A.Forgetta,individually,having a 0 mailing address 1320 Osgood Street,North Andover,Massachusetts,01845,with quitclaim covenants: the land in said North Andover with the buildings'hereon, -y being shown as containing 50,232 square feet,more or less,on"Plan of a Portion of Land in North Andover,Mass."Owned by Antonio Forgetta,dated January, 1957,Ralph B.Brasseur, C.E. (Plan No.3433). a Said land is bounded and described as follows: r� EASTERLY in three(3)courses by Osgood Street as shown on said plan, y 55.22 feet, 80.28 feet and 4050 feet; NORTHERLY by land of Holt as shown on said plan 350 feet; WESTERLY one hundred thirty-five (135)feet; and SOUTHERLY three hundred ten(310) feet. � The last two (2) courses being by land retained by Antonio Forgetta and �- Pasqualina Forgetta. Being the same premises conveyed by deed dated December 27, 2000 and recorded with Essex North Registry of Deeds in Book 5970,Page 186. 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