Loading...
HomeMy WebLinkAbout07/05/2018 - Drainage Report - - 1429 OSGOOD STREET ALLEN & MAJOR ASSOCIATES, INC. SITE LOCUS: N.T.S. TE f y i i i 1, c 1429 OSGOOD STREET NORTH ANDOVER, MASSACHUSETTS DRAINAGE REPORT MENEM DATE ISSUED: APRIL 12, 2018 DATE REVISED: JULY 057 2018 APPLICANT: OLIVER ENTERPRISES, INC. 5 HANCOCK STREET WOBURN, MA 01801 PREPARED BY: ALLEN & MAJOR ASSOCIATES, INC. 100 COMMERCE WAY WOBURN, MA 01801 A&M PROJECT NO. :2351-02 DRAINAGE REPORT SITE DEVELOPMENT 1429 OSGOOD STREET, NORTH ANDOVER, MA PROPONENT.' OLIVER ENTERPRISES,INC. S HANCOCK STREET WoBuRN,MA 01801 PREPARED BY.' ALLEN SL MAJOR ASSOCIATES,INC. 100 COMMERCE WAY WOBURN,MA O 1 SO 1 ISSUED:APRIL I2,201g REVISED:DULY OS,2018 A&M PROJECT#2351-02 Table of Contents I DRAINAGE REPORT TABLEOF CONTENTS...................................................................................................... 1-1 INTRODUCTION............................................................................................................... 1-2 SITE CATEGORIZATION FOR STORMWATER REGULATIONS ........................................... 1-2 SITE LOCATION AND ACCESS ........................................................................................ 1-2 EXISTING SITE CONDITIONS........................................................................................... 1-2 EXISTING SOIL CONDITIONS .......................................................................................... 1-3 DRAINAGE ANALYSIS METHODOLOGY.......................................................................... 1-3 PEAKRATE OF RUNOFF.................................................................................................. 1-3 MA DEP STORMWATER PERFORMANCE STANDARDS................................................... 1-5 STANDARD#1 ...................................................................................................... 1-5 STANDARD#2 ...................................................................................................... 1-5 STANDARD#6....................................................................................................... 1-7 STANDARD#7....................................................................................................... 1-7 STArrnAizn#8....................................................................................................... 1-7 STANDARD#9....................................................................................................... 1-7 STANDARD#10..................................................................................................... 1-7 2 OPERATION&MAINTENANCE PLAN TABLE OF CONTENTS......................................................................................................2-1 INTRODUCTION...............................................................................................................2-2 NOTIFICATION PROCEDURES FOR CHANGE OF RESPONSIBILITY FOR O&M..................2-2 CONTACT INFORMATION................................................................................................2-2 CONSTRUCTION PERIOD.................................................................................................2-3 LONG TERM POLLUTION PREVENTION PLAN.................................................................2-4 HOUSEKEEPING .................................................................................................2-4 STORING OF MATERIALS AND WASTE PRODUCTS............................................2-4 VEHICLEWASHING ...........................................................................................2-4 SPILL PREVENTION AND RESPONSE...................................................................2-4 MAINTENANCE OF LAWNS,GARDENS AND OTHER LANDSCAPED AREAS .......2-6 STORAGE AND USE OF HERBICIDES AND PESTICIDES ......................................2-7 PET WASTE MANAGEMENT ..............................................................................2-8 MANAGEMENT OF DEICING CHEMICALS AND SNOW .......................................2-8 LONG TERM MAINTENANCE PLAN-FACILITIES DESCRIPTION.....................................2-9 STORMWATER COLLECTION SYSTEM-ON SITE ..............................................2-9 INSPECTION&MAINTENANCE FREQUENCY&CORRECTNE MEASURES......................2-9 SUPPLEMENTAL INFORMATION......................................................................................2-1 O OPERATION&MAINTENANCE SCHEDULE&CHECKLIST 3 HYDROCAD WORKSHEETS................................EXISTING CONDITIONS 4 HYDROCAD WORKSHEETS................................PROPOSED CONDITIONS 5 EXHIBITS USGS SITE LOCUS MAP AERIAL PHOTO MA GI S WETLANDS MAP FEMA FIRM MAP MA GIS NHESP 2008 PRIORITY&ESTIMATED HABITATS 6 APPENDIX RAINFALL DATA MANNING'S NUMBER TABLES NRCS SOILS REPORT TEST PIT#I LOG TEST PIT#2 LOG TEST PIT#3 LOG TEST PIT#4 LOG RAIN GARDEN SIZING CALCULATIONS GRASSED SWALE VELOCITY CALCULATIONS 7 WATERSHED PLANS EWS EXISTING WATERSHED PLAN PWS PROPOSED WATERSHED PLAN DRAINAGE REPORT Site Redevelopment—1429 Osgood Sheet,North Andover,MA Section 1.0 ReportDrainaga TABLEOF CONTENTS.............................................................................................................1-1 INTRODUCTION ..............................................................................................................1-2 SITE CATEGORIZATION FOR STORMWATER REGULATIONS ..................................................1-2 SITE LOCATION AND ACCESS ...............................................................................................1-2 EXISTING SITE CONDITIONS..................................................................................................1-2 EXISTING SOIL CONDITIONS .................................................................................................1-3 DRAINAGE ANALYSIS METHODOLOGY.................................................................................1-3 PEAKRATE OF RUNOFF.........................................................................................................1-3 MA DEP STORMWATER PERFORMANCE STANDARDS..........................................................1-5 STANDARD#1 ....................................................................................................1-5 STANDARD#2 ....................................................................................................1-S STANDARD#3 ....................................................................................................1-5 STANDARD#4....................................................................................................1-6 STANDARD#5 ....................................................................................................1-6 STANDARD#6 ....................................................................................................1-7 STANDARD#7 ....................................................................................................1-7 STANDARD#8 ....................................................................................................1-7 STANDARD#9 ....................................................................................................1-7 STANDARD#10 ..................................................................................................1-7 DRAINAGE REPORT Site Redevelopment—1429 Osgood Street,North Andover,MA INTRODUCTION The purpose of this drainage report is to provide an overview of the proposed stormwater management system for the redevelopment of 1429 Osgood Street,North Andover, MA, (the site). The report will show by means of narrative, calculations and exhibits that there is no increase in the peak rate of runoff from the Site at all of the study points for each of the required(2-, 10-, 25-, and 100-year) design storm events. The proposed site improvements include reorientation of the onsite parking, installation of new sidewalks, new bio-retention areas, and associated utilities. The overall impervious area on site will be reduced through the installation of new landscaped areas. Furthermore, pavement encroachments onto the adjacent property will be removed. The existing stormwater management system (SMS) will remain. Existing conditions will be improved upon by cleaning and vacuuming the existing catch basin and by installing new bio-retention areas, a stilling basin to collect sediment, and grassed drainage swale. These non-structural Best Management Practices (BMPs) will provide stormwater quality treatment and conveyance prior to entering the existing infrastructure. SITE CATEGORIZATION FOR STORMWATER REGULATIONS The proposed site improvements are considered a redevelopment under the Massachusetts Department of Environmental Protection (MADEP) Stormwater Management Standards. A "redevelopment" project is required to meet the ten (10) of the Stormwater Management Standards listed within the MA DEP Stormwater Handbook, only to the maximum extent practicable. SITE LOCATION AND ACCESS The 1.96± acre parcel is located at 1429 Osgood Street and lies entirely within the Town of North Andover, Massachusetts. The Site currently has one paved curb cut assess from Osgood Street, which will remain. EXISTING SITE CONDITIONS The Site is generally flat, varying 2-3 feet in elevation, with low points to the northwest, northeast, and southeast. An existing catch basin is located at the northwesterly corner of the site, which discharges to the existing municipal drainage system. A stream and bordering vegetated wetland(BVW) "A"abut the site to the south and an isolated vegetated wetland "B" abuts the site to the north. The site is developed and covered with impervious material such as bituminous pavement and roof top. All stormwater runoff sheet flows unmitigated into the existing infrastructure,vegetated wetlands or stream. The surface drainage flows were analyzed at three (3) Study Points. Study Point#1 is a summation of the on-site flow to the existing catch basin at the northwesterly corner of the site. Study Point #2 is the summation of the on-site flows to the low point at the northerly side of the site. Study Point #3 is a summation of the on-site flow to bordering vegetated wetland A and the stream to the southwest. Copies of the Watershed plans(Existing and Proposed),providing the boundaries and contributing areas are provided in the back pocket of this report. 1-2 DRAINAGE REPORT Site Redevelopment—1429 Osgood Street,North Andover,MA EXISTING SOIL CONDITIONS The primary on-site soils are classified as soil type 6A (Scarboro Mucky Fine Sandy Loam, 0-3% slopes), 255B (Windsor Loamy Sand, 3-8% slopes), and 255D (Windsor Loamy Sand, 15-25% slopes), by the USDA NRCS and have an assigned Hydrologic Soil Group (HSG) designation of "A". The drainage analysis uses this designation for the both the existing and proposed conditions. DRAINAGE ANALYSIS METHODOLOGY The peak rate of runoff was determined using techniques and data found in the following publications: 1. Urban Hydrology for Small Watersheds— Technical Release 55 by the United States Department of Agriculture Soils Conservation Service, June 1986. Runoff curve numbers and 24-hour precipitation values were obtained from this reference. 2. HydroCAD° Stormwater Modeling System by HydroCAD Software Solutions LLC, version 10.001 2016. The HydroCAD program was used to generate the runoff hydrographs for the watershed areas, to determine discharge/stage/storage characteristics for the stormwater BMPs, to perform drainage routing and to combine the results of the runoff hydrographs. HydroCAD uses the TR-20 methodology of the SCS Unit Hydrograph procedure (SCS-UH). 3. Soil Survey of Essex County Massachusetts by United States Department of Agriculture, NRCS. Soil types and boundaries were obtained from this reference. PEAK RATE OF RUNOFF The storm water runoff analysis of the existing and proposed conditions includes an estimate of the peak rate of runoff for each of the required design storm rain events. Peak runoff rates were developed using TR-55 Urban Hydrology for Small Watersheds, developed by the U.S. Department of Commerce, Engineering Division and the HydroCAD 10.00 computer program. Further, the analysis has been prepared in accordance with the Town of North Andover requirements and standard engineering practices. The peak rate of runoff has been estimated for each watershed for the theoretical 2-, 10-, 25-, and 100-year storm events. The rainfall intensities are based on the Technical Paper No. 40. The stormwater runoff model demonstrates that the peak rates will not be increased under proposed conditions during all storm events at the identified points of analysis. The following tables provide a summary of the estimated peak rates of runoff at each Study Point for each of the design storm events. The HydroCAD worksheets are included in Sections 3 and 4 of this report. 1-3 DRAINAGE REPORT Site Redevelopment-1429 Osgood Street,North Andover,MA STUDY POINT#1 (Existing catch basin) 2-Year 10-Year 25-Year 100-Year Existing Runoff(CFS) 0.66 1.03 1.32 1.95 Proposed Runoff(CFS) 0.42 0.68 0.87 1.30 DECREASE 0.24 0.35 0.45 0.65 STUDY POINT#2 (Northerly Property boundary) 2-Year 10-Year 25-Year 100-Year Existing Runoff(CFS) 1.50 2.26 2.84 4.17 Proposed Runoff(CFS) 1.26 1.91 2.39 3.63 DECREASE 0.24 0.35 0.45 0.54 STUDY POINT#3 (Existing BVW"A" and stream) 2-Year 10-Year 25-Year 100-Year Existing Runoff(CFS) 4.14 6.27 7.86 11.33 Proposed Runoff(CFS) 3.86 5.98 7.58 11.15 DECREASE 0.28 0.29 0.28 0.18 1-4 DRAINAGE REPORT Site Redevelopment—1429 Osgood Street,North Andover,MA MA DEP STORMWATER PERFORMANCE STANDARDS The MA DEP Stormwater Management Policy was developed to improve water quality by implementing performance standards for storm water management. The following section outlines how the proposed Stormwater Management System meets the standards set forth by the Policy. BMP's implemented in the design include: Catch Basins with outlet hoods and sumps Grassed Swale Bio-retention Area Stilling Basin Specific maintenance schedule Stormwater Best Management Practices have been incorporated into the design of the Project to mitigate the pollutant loading, to the maximum extent practicable. An Operations & Maintenance Plan has been developed for the Project, which addresses the long-term maintenance requirements of the proposed system. Temporary erosion and sedimentation controls will be incorporated into the construction phase of the Project. These temporary controls may include straw bale and/or silt fence barriers, inlet sediment traps, diversion channels, slope stabilization and stabilized construction entrances. The MADEP has established ten(10) Stormwater Management Standards. A project that meets or exceeds the standards is presumed to satisfy the regulatory requirements regarding stormwater management. The calculations in Sections 2 and 3 that follow, demonstrate that the proposed stormwater management system is in compliance with the performance standards (in italics) as outlined in the MA DEP Stormwater Management Handbook as follows: 1. No new stormwater conveyances (e.g. outfalls) may discharge untreated stormwater directly to or cause erosion in wetlands or waters of the Commonwealth. The proposed development will not discharge any untreated stormwater directly to wetland or waters of the Commonwealth. All proposed discharges will be treated for water quality and the rate of runoff will not be increased over existing conditions. All discharge locations have been designed to prevent erosion in wetlands. 2. Stormwater management systems shall be designed so that post-development peak discharge rates do not exceed pre-development peak discharge rates. This Standard may be waived for discharges to land subject to coastal storm flowage as defined in 310 CMR 10.04. The proposed development has been designed such that the post-development peak discharge rates do not exceed the pre-development peak discharge rates. A summary of the existing and proposed discharge rates is included within this document(See page 1-4). 3. Loss of annual recharge to groundwater shall be eliminated or minimized through the use of infiltration measures including environmentally sensitive site design, low impact development techniques, stormwater best management practices, and good operation and maintenance. At a minimum, the annual recharge from the post-development site shall approximate the annual recharge from pre-development conditions based on soil type. This Standard is met when the stormwater management system is designed to infiltrate the required recharge volume as determined in accordance with the Massachusetts Stormwater Handbook. The project is classified as a re-development under the MA DEP Stormwater Management Standards. Consequently, compliance with Standard#3 is to the maximum extent practicable. 1-5 DRAINAGE REPORT Site Redevelopment—1429 Osgood Street,North Andover,MA Property Only Include Pavement Encroachments Existing impervious area= 77,431 s.f. 83,536 s.f. Proposed impervious area= 69,232 s.f. 69,232 s.f. Change in impervious area= -81199 s.f. -14,304 s.f. The bio-retention areas and increased landscaping areas will promote groundwater recharge and minimize impervious area. Due to high groundwater, infiltration structures are not proposed. 4. Stormwater management systems shall be designed to remove 80% of the average annual post- construction load of Total Suspended Solids (TSS). This Standard is met when: a. Suitable practices for source control andpollution prevention are identified in a long-term pollution prevention plan, and thereafter are implemented and maintained; b. Structural stormwater best management practices are sized to capture the required water quality volume determined in accordance with the Massachusetts Stormwater Handbook; and c. Pretreatment is provided in accordance with the Massachusetts Stormwater Handbook. The site is classified as a redevelopment under the MA DEP Stormwater Management Standards. Consequently, compliance with Standard #4 is to the maximum extent practicable for this portion of the site. Standard#4 is met when structural stormwater best management practices are sized to capture and treat the required water quality volume and pretreatment is provided in accordance with the Massachusetts Stormwater Handbook. The proposed stormwater management system has been designed such that for each drainage area, the 80% TSS removal standard has been met. Standard #4 is met when structural stormwater best management practices are sized to capture and treat the required water quality volume and pretreatment is provided in accordance with the Massachusetts Stormwater Handbook. Standard #4 also requires that suitable source control measures are identified in the Long-Term Pollution Prevention Plan. TSS Starting Amount Remaining BMP Removal Rate TSS Load Removed Load Bio-retention Area 0.80 1.00 0.80 0.20 (w/pretreatment from stone filter strip) TOTAL TSS REMOVAL 0.80 or 80% 5. For land uses with higher potential pollutant loads, source control and pollution prevention shall be implemented in accordance with the Massachusetts Stormwater Handbook to eliminate or reduce the discharge of stormwater runoff from such land uses to the maximum extent practicable. If through source control and/or pollution prevention all land uses with higher potential pollutant loads cannot be completely protected from exposure to rain, snow, snow melt, and stormwater runoff, the proponent shall use the specific structural stormwater BMPs determined by the Department to be suitable for such uses as provided in the Massachusetts Stormwater Handbook. 1-6 DRAINAGE REPORT Site Redevelopment—1429 Osgood Street,North Andover,MA Stormwater discharges from land uses with higher potential pollutant loads shall also comply with the requirements of the Massachusetts Clean Waters Act, M.G.L. c. 21, §§ 26-53 and the regulations promulgated thereunder at 314 CMR 3.00, 314 CMR 4.00 and 314 CMR 5.00. The Site is not considered a land use with higher potential pollutant loads. 6. Stormwater discharges within the Zone II or Interim Wellhead Protection Area of a public water supply, and stormwater discharges near or to any other critical area, require the use of the specific source control and pollution prevention measures and the specific structural stormwater best management practices determined by the Department to be suitable for managing discharges to such areas, as provided in the Massachusetts Stormwater Handbook. A discharge is near a critical area if there is a strong likelihood of a significant impact occurring to said area, taking into account site-specific factors. Stormwater discharges to Outstanding Resource Waters and Special Resource Waters shall be removed and set back from the receiving water or wetland and receive the highest and best practical method of treatment. A "storm water discharge"as defined in 314 CMR 3.04(2)(a)1 or (b) to an Outstanding Resource Water or Special Resource Water shall comply with 314 CMR 3.00 and 314 CMR 4.00. Stormwater discharges to a Zone I or Zone A are prohibited unless essential to the operation of a public water supply. The project site does not discharge stormwater within a Zone II or Interim Wellhead Protection Area or near a critical area. Critical Areas are Outstanding Resource Waters as designated in 314 CMR 4.00, Special Resource Waters as designated in 314 CMR 4.00, recharge areas for public water supplies as defined in 310 CMR 22.02, bathing beaches as defined in 105 CMR 445.000, cold-water fisheries as defined in 314 CMR 9.02 and 310 CMR 10.04, and shellfish growing areas as defined in 314 CMR 9.02 and 310 CMR 10.04. 7. A redevelopment project is required to meet the following Stormwater Management Standards only to the maximum extent practicable: Standard 2, Standard 3, and the pretreatment and structural best management practice requirements of Standards 4, 5, and 6. Existing stormwater discharges shall comply with Standard 1 only to the maximum extent practicable. A redevelopment project shall also comply with all other requirements of the Stormwater Management Standards and improve existing conditions. The proposed project is considered a re-development project under the Stormwater Management Handbook guidelines as there is a decrease in the amount of total impervious area. The project has been designed to meet the Stormwater Management Standards to the maximum extent practicable. 8. A plan to control construction-related impacts including erosion, sedimentation and other pollutant sources during construction and land disturbance activities (construction period erosion, sedimentation, and pollution prevention plan)shall be developed and implemented. A plan to control construction-related impacts, including erosion, sedimentation and other pollutant sources during construction and land disturbance activities has been developed. A detailed Erosion and Sedimentation Control Plan is included in the Permit Drawings. A Pollution Prevention Plan is included within this document. The proponent will prepare and submit a Stormwater Pollution Prevention Plan (SWPPP) prior to commencement of construction activities that will result in the disturbance of one acre or more of land. 9. A long-term operation and maintenance plan shall be developed and implemented to ensure that stormwater management systems function as designed. A Long-Term Operation&Maintenance (O&M)Plan has been developed for the proposed stormwater management system and is included within this document. See Section 2.0 of this report. 10. All illicit discharges to the stormwater management system are prohibited. 1-7 DRAINAGE REPORT Site Redevelopment—1429 Osgood Street,North Andover,MA There are no expected illicit discharges to the stormwater management system. The applicant will submit the Illicit Discharge Compliance Statement prior to the discharge of stormwater runoff to the post-construction stormwater best management practices and prior to the issuance of a Certificate of Compliance. 1-8 Massachusetts Department of Environmental Protection .h ... Bureau of Resource Protection - Wetlands Program Checkl'ist f Stormwater Report A. 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, Report the Stormwater Re which should provide more substantive and detailed information but is offered use only the tab p ( p ) 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. ------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1 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. Section 1.2-SW Checklist.doc-04/01/08 Stormwater Report Checklist•Page 1 of 8 Massachusetts Department of Environmen,tall Protecti"on Bureau of Resource Protection Wetlands Program I t Retmilort IL Checkl'ist t'or btorm�,wa er B. Stormwater Checklist and Certifil cation 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 Stormwatier 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 Stormwa,ter 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 ireview, 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, Regli'stered Professional Engineer's, Certification I have reviewed the Stormwater Report,, including the soil evaluation, computatlions, 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' incluided) and the plans,showing the stormwater management system, and have determined that they have been prepared in accordance with the requirements of the Stormw,ater Management Standards as further,elaborated by the Massachusetts Stormwater Handbook. I Iha also,determined that the information presented in the,Storm,water 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 Engin�eer Block and Signature t10 A ...... Signa tut v and late Checkl ist Project Type: Is the application for new development, redevelopment, or a mix of new and redevelopment? E:1 New development Redevelopment El Mix of New Dievellopment and Redeve lopirn lent, Section .2-SW Checklist.doc,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: M 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 M Bioretention Cells (includes Rain Gardens) ❑ Constructed Stormwater Wetlands (includes Gravel Wetlands designs) ❑ Treebox Filter ❑ Water Quality Swale M 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. Section 1.2-SW Checklist.doc•04/01/08 Stormwater Report Checklist•Page 3 of 8 Massachusetts Department of Environmental Protection .h ... Bureau of Resource Protection - Wetlands Program � Checkl'ist f 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. Z 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 Z 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. El Static El 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. 21 E site or a solid waste landfill and a mounding analysis is included. ------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1 80%TSS removal is required prior to discharge to infiltration BMP if Dynamic Field method is used. Section 1.2-SW Checklist.doc-04/01/08 Stormwater Report Checklist•Page 4 of 8 Massachusetts Department of Environmental Protection .h ... Bureau of Resource Protection - Wetlands Program Checkl'ist f 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. Section 1.2-SW Checklist.doc-04/01/08 Stormwater Report Checklist•Page 5 of 8 Massachusetts Department of Environmental Protection .h ... Bureau of Resource Protection - Wetlands Program Checki'Ist f Stormwater Report Checklist (continued) Standard 4: Water Quality(continued) ❑ The BMP is sized (and calculations provided) based on: ❑ The 1/2" 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. 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 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. Section 1.2-SW Checklist.doc-04/01/08 Stormwater Report Checklist•Page 6 of 8 Massachusetts Department of Environmental Protection .h ... Bureau of Resource Protection - Wetlands Program Checkl'ist f 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 ❑ Redevelopment portion of mix of new and redevelopment. ® Certain standards are not fully met(Standard No. 1, 87 9, and 10 must always be fully met) and an explanation of why these standards are not met is contained in the Stormwater Report. ® 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. Section 1.2-SW Checklist.doc-04/01/08 Stormwater Report Checklist•Page 7 of 8 Massachusetts Department of Environmental Protection .h ... Bureau of Resource Protection - Wetlands Program Checkl'ist f 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: El 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. Section 1.2-SW Checklist.doc-04/01/08 Stormwater Report Checklist•Page 8 of 8 DRAINAGE REPORT Site Redevelopment—1429 Osgood Sheet,North Andover,MA Section 2.0 Operation & Maintenance Plan TABLE OF CONTENTS.......................................................................... ........2-1 ........................... INTRODUCTION .....................................................................................................................2-2 NOTIFICATION PROCEDURES FOR CHANGE OF RESPONSIBILITY FOR O&M.........................2-2 CONTACTINFORMATION.......................................................................................................2-2 CONSTRUCTION PERIOD..................................................................... ........2-3 ........................... LONG TERM POLLUTION PREVENTION PLAN........................................................................2-4 HOUSEKEEPING.........................................................................................................2-4 STORING OF MATERIALS AND WASTE PRODUCTS ................ ........2-4 ........................... VEHICLEWASHING...................................................................................................2-4 SPILL PREVENTION AND RESPONSE..........................................................................2-4 MAINTENANCE OF LAWNS,GARDENS AND OTHER LANDSCAPED AREAS ...............2-6 STORAGE AND USE OF HERBICIDES AND PESTICIDES ..............................................2-7 PET WASTE MANAGEMENT .....................................................................................2-8 MANAGEMENT OF DEICING CHEMICALS AND SNOW ..............................................2-8 LONG TERM MAINTENANCE PLAN—FACILITIES DESCRIPTION............................................2-9 STORMWATER COLLECTION SYSTEM—ON SITE .................. ........2-9 ........................... INSPECTION&MAINTENANCE FREQUENCY&CORRECTIVE MEASURES .............................2-9 SUPPLEMENTAL INFORMATION.............................................................................................2-10 OPERATION&MAINTENANCE SCHEDULE&CHECKLIST DRAINAGE REPORT Site Redevelopment—1429 Osgood Street,North Andover,MA INTRODUCTION In accordance with the standards set forth by the Stormwater Management Policy issued by the Department of Environmental Protection (DEP), Allen & Major Associates, Inc. has prepared the following Operation & Maintenance Plan for the proposed redevelopment of 1429 Osgood Street, North Andover, Massachusetts. The plan is divided into three major sections. The first section describes construction-related erosion and sedimentation controls (Construction Period). The second section describes the long-term pollution prevention measures (Long Term Pollution Prevention Plan). The third section is a post- construction operation and maintenance plan designed to address the long-term maintenance needs of the stormwater management system(Long Term Maintenance Plan). For additional information and requirements see also the Stormwater Pollution Prevention Plan (SWPPP) during construction, and the site development plans both during and post construction. NOTIFICATION PROCEDURES FOR CHANGE OF RESPONSIBILITY FOR O&M The Stormwater Management System(SMS) for the Project is owned by Oliver Enterprises, Inc. (Owner). The Owner shall be legally responsible for the long-term operation and maintenance of this SMS as outlined in this Operation&Maintenance (O&M)Plan. Should ownership of the SMS change,the Owner will continue to be responsible until the succeeding owner shall notify the Town that the succeeding owner has assumed such responsibility. Upon subsequent transfers, the responsibility shall continue to be that of transferring owner until the transferee owner notifies the Town of its assumption of responsibility. In the event the SMS will serve multiple lots/owners, such as the subdivision of the existing parcel or creation of lease areas, the owner(s) shall establish an association on other legally enforceable arrangements under which the association or a single party shall have legal responsibility for the operation and maintenance of the entire SMS. The legal instrument creating such responsibility shall be recorded with the Registry of Deeds and promptly following its recording, a copy thereof shall be furnished to the Commission. CONTACT INFORMATION Stormwater Management System Owner: Oliver Enterprises, Inc. 5 Hancock Street Woburn, MA 01801 Phone: (781) 938-9213 Emergency Contact Information: o Oliver Enterprises, Inc. (Owner/Operator) Phone (781) 93 8-9213 o Allen&Major Associates, Inc. (Site Civil Engineer) Phone (781) 935-6889 o North Andover Public Works Phone (978) 685-0950 o North Andover Conservation Commission Phone (978) 688-9530 o North Andover Fire Department(non-emergency line) Phone (978) 688-9590 2-2 DRAINAGE REPORT Site Redevelopment—1429 Osgood Street,North Andover,MA CONSTRUCTION PERIOD 1. Contact the North Andover Engineering Division at least fourteen (14) days prior to start of construction to schedule a pre-construction meeting. 2. Install the fiber rolls, silt fence and construction fencing as shown on the Site Preparation Plan. 3. Install the construction entrance at the location shown on the Site Preparation Plan. 4. Site access shall be achieved only from the designated construction entrance. 5. Stockpiles shall be stabilized with erosion control matting or temporary seeding whenever practicable. 6. Install silt sacks around each drain inlet as soon as practicable. 7. Install stone check dams at locations shown on the Site Preparation plans or as required to control runoff as soon as practicable. 8. Install erosion control fabric on all vegetated slopes as shown on the Site Preparation plans as soon as practicable. 9. All erosion control measures shall be inspected weekly and after every rainfall event half-inch or greater. 10. All erosion control measures shall be maintained, repaired or replaced as required or at the direction of the Owner's engineer,the Town Engineer or the Town Conservation Agent. 11. Sediment accumulation up-gradient of the fiber rolls and silt fence greater than 6" in depth shall be removed and disposed of in accordance with all applicable regulations. 12. If it appears that sediment is exiting the site, immediate action shall be taken to stop the sediment from exiting the site. Silt sacks shall then be installed in all off-site catch basins adjacent to the Site and the on-site erosion and sediment control measures shall be modified to prevent any future sediment from exiting the site. 13. The contractor shall comply with all the General and Erosion Notes as shown on the Site Development Plans and Specifications. 14. The stabilized construction entrances shall be inspected weekly by the contractor. The entrances shall be maintained by adding additional clean, angular, durable stone to remove the soil from the construction vehicle's tires when exiting the site. If soil is still leaving the site via the construction vehicle tires, adjacent roadways shall be kept clean by street sweeping. 15. Dust pollution shall be controlled using on-site water trucks and or an approved soil stabilization product. 2-3 DRAINAGE REPORT Site Redevelopment—1429 Osgood Street,North Andover,MA LONG TERM POLLUTION PREVENTION PLAN Standard#4 of the MA DEP Stormwater Management Handbook requires that a Long-Term Pollution Prevention Plan (LTPPP) be prepared and incorporated as part of the Operation and Maintenance of the Stormwater Management System. The purpose of the LTPPP is to identify potential sources of pollution that may affect the quality of stormwater discharges, and to describe the implementation of practices to reduce the pollutants in stormwater discharges. The following items describe the source control and proper procedures for the LTPPP. o HOUSEKEEPING The proposed site development has been designed to maintain a high level of water quality treatment for all stormwater discharge generated on the Site. An Operation & Maintenance (O&M) plan has been prepared and is included in this section of the report. The Owner (or its designee) is responsible for adherence to the O&M plan is a strict and complete manner. o STORING OF MATERIALS AND WASTE PRODUCTS There are no proposed exterior (un-covered) storage areas. The trash and waste program for the site includes interior trash rooms and exterior dumpsters. There will be a trash contractor used to pick up the waste material in the compactors and dumpsters. o VEHICLE WASHING Outdoor vehicle washing has the potential to result in high loads of nutrients, metals, and hydrocarbons during dry weather conditions, as the detergent-rich water used to wash the grime off the vehicle enters the stormwater drainage system. The proposed Project does not include any designated vehicle washing areas, nor is it expected that any vehicle washing will take place on- site. o SPILL PREVENTION AND RESPONSE Sources of potential spill hazards include vehicle fluids, liquid fuels, pesticides, paints, solvents, and liquid cleaning products. The majority of the spill hazards would likely occur within the building and would not enter the stormwater drainage system. However, there are spill hazards from vehicle fluids or liquid fuels located outside of the buildings. These exterior spill hazards have the potential to enter the stormwater drainage system and are to be addressed as follows: 1. Spill Hazards of pesticides,paints, and solvents shall be remediated using the Manufacturers' recommended spill cleanup protocol. 2. Vehicle fluids and liquid fuel spill shall be remediated according to the local and state regulations governing fuel spills. 3. The owner shall have the following equipment and materials on hand to address a spill clean- up: brooms, dust pans, mops,rags, gloves, absorptive material, sand, sawdust,plastic and metal trash containers. 4. The owner shall have trained personnel on site to identify the spill,utilize the onsite spill cleanup materials to immediately contain the spill, and contact the appropriate authorities for further cleanup if necessary. See Item#6. 5. All spills shall be cleaned up immediately after discovery. 6. Spills of toxic or hazardous material shall be reported, regardless of size, to the Massachusetts Department of Environmental Protection at 888-304-1133 and the local 2-4 DRAINAGE REPORT Site Redevelopment—1429 Osgood Street,North Andover,MA Fire Department. Additional resources for spill cleanup include Clean Harbors at Phone (800) 645-8265 Should a spill occur, the pollution prevention plan will be adjusted by the owner to include measures to prevent another spill of a similar nature. A description of the spill, along with the causes and cleanup measures will be included in the updated pollution prevention plan. 2-5 DRAINAGE REPORT Site Redevelopment—1429 Osgood Street,North Andover,MA MAINTENANCE OF LAWNS,GARDENS AND OTHER LANDSCAPED AREAS It should be recognized that this is a general guideline towards achieving high quality and well groomed landscaped areas. The grounds staff/landscape contractor must recognize the shortcomings of a general maintenance plan such as this, and modify and/or augment it based on weekly, monthly, and yearly observations. In order to assure the highest quality conditions, the staff must also recognize and appreciate the need to be aware of the constantly changing conditions of the landscaping and be able to respond to them on a proactive basis. ■ Fertilizer Maintenance practices should be aimed at reducing environmental, mechanical and pest stresses to promote healthy and vigorous growth. When necessary, pest outbreaks should be treated with the most sensitive control measure available. Synthetic chemical controls should be used only as a last resort to organic and biological control methods. Fertilizer, synthetic chemical controls and pest management applications (when necessary) shall be performed only by licensed applicators in accordance with the manufacturer's label instructions when environmental conditions are conducive to controlled product application. Only slow-release organic fertilizers should be used in the planting and mulch areas to limit the amount of nutrients that could enter downstream resource areas. Fertilization of the planting and mulch areas will be performed within manufacturers labeling instructions and shall not exceed an NPK ration of 1:1:1 (i.e. Triple 10 fertilizer mix), considered a low nitrogen mixture. Fertilizers approved for the use under this O&M Plan are as follows: Type: LESCO°28-0-12 (Lawn Fertilizer) MERIT°0.2 Plus Turf Fertilizer MOMENTUMTM Force Weed&Feed ■ Suggested Aeration Program In-season aeration of lawn areas is good cultural practice, and is recommended whenever feasible. It should be accomplished with a solid thin tine aeration method to reduce disruption to the use of the area. The depth of solid tine aeration is similar to core type, but should be performed when the soil is somewhat drier for a greater overall effect. Depending on the intensity of use, it can be expected that all landscaped lawn areas will need aeration to reduce compaction at least once per year. The first operation should occur in late May following the spring season. Methods of reducing compaction will vary based on the nature of the compaction. Compaction on newly established landscaped areas is generally limited to the top 2-3" and can be alleviated using hollow core or thin tine aeration methods. The spring aeration should consist of two passes at opposite directions with 1/4" hollow core tines penetrating 3-5" into the soil profile. Aeration should occur when the soil is moist but not saturated. The soil cores should be shattered in place and dragged or swept back into the turf to control thatch. If desired the cores may also be removed and the area top-dressed with sand or sandy loam. If the area drains on average too slowly, the topdressing should contain a higher percentage of sand. If it is draining on average too quickly,the top dressing should contain a higher percentage of soil and organic matter. 2-6 DRAINAGE REPORT Site Redevelopment—1429 Osgood Street,North Andover,MA ■ Landscape Maintenance Program Practices: ♦ Lawn 1. Mow a minimum of once a week in spring, to a height of 2" to 2 1/2" high. Mowing should be frequent enough so that no more than 1/3 of grass blade is removed at each mowing. The top growth supports the roots; the shorter the grass is cut, the less the roots will grow. Short cutting also dries out the soil and encourages weeds to germinate. 2. Mow approximately once every two weeks from July 1st to August 15' depending on lawn growth. 3. Mow on a ten-day cycle in fall, when growth is stimulated by cooler nights and increased moisture. 4. Do not remove grass clippings after mowing. 5. Keep mower blades sharp to prevent ragged cuts on grass leaves, which cause a brownish appearance and increase the chance for disease to enter a leaf. ♦ Shrubs 1. Mulch not more than 3"depth with shredded pine or fir bark. 2. Hand prune annually, immediately after blooming, to remove 1/3 of the above-ground biomass (older stems). Stem removals to occur within 6" of the ground to open up shrub and maintain two-year wood (the blooming wood). 3. Hand prune evergreen shrubs only as needed to remove dead and damaged wood and to maintain the naturalistic form of the shrub. Never mechanically shear evergreen shrubs. ♦ Trees 1. Provide aftercare for new tree plantings for the first three years. 2. Do not fertilize trees, it artificially stimulates them (unless tree health warrants). 3. Water once a week for the first year; twice a month the second, once a month the third year. 4. Prune trees on a four-year cycle. ♦ Invasive Species 1. Inform the Conservation Commission Agent prior to the removal of invasive species proposed either through hand work or through chemical removal. o STORAGE AND USE OF HERBICIDES AND PESTICIDES Integrated Pest Management is the combination of all methods (of pest control) which may prevent, reduce, suppress, eliminate, or repel an insect population. The main requirements necessary to support any pest population are food, shelter and water, and any upset of the balance of these will assist in controlling a pest population. Scientific pest management is the knowledgeable use of all pest control methods (sanitation, mechanical, chemical) to benefit mankind's health, welfare, comfort, property and food. A Pest Management Professional (PMP) will be retained who is licensed with the Commonwealth of Massachusetts Executive Office of Energy and Environmental Affairs, Department of Agricultural Resources. The site manager will be provided with approved bulletin before entering into or renewing an agreement to apply pesticides for the control of indoor or structural pests. 333 CMR 13.08. 2-7 DRAINAGE REPORT Site Redevelopment—1429 Osgood Street,North Andover,MA Before beginning each application, the applicator must inform the conservation commission and post a state and local approved notice on all of the entrances to the treated room or area. The applicator must leave such notices posted after the application. The notice will be posted at conspicuous point(s) of access to the area treated. The location and number of signs will be determined by the configuration of the area to be treated based on the applicator's best judgment. It is intended to give sufficient notice that no one comes into an area being treated unaware that the applicator is working and pesticides are being applied. However, if the contracting entity does not want the signs posted,he/she may sign a Department approved waiver indicating this. The applicator or employer will provide to any person upon their request the following information on previously conducted applications: 1. Name and phone number of pest control company 2. Date and time of the application; 3. Name and license number of the applicator 4. Target pests 5. Name and EPA Registration Number of pesticide products applied The notification must be made in writing. The intent is so that individuals, who wish to avoid exposure or want to avoid encountering the applicator, can make necessary arrangements. Applicators are required by law to follow all directions on the pesticide label and must take all steps necessary to avoid applications with people present in a room or area to be treated. Individuals occupying a room or area to be treated at the time of application shall be informed of the procedure. Whenever possible, the applicator should not apply pesticides with anyone present. That may mean treating other areas and returning when occupants have left, asking people to leave the area while the work is being done, or treating before or after people occupy the room. If people do not leave, the applicator must make it clear that he is there to apply pesticides. The applicator will be prepared to provide whatever information possible about the pesticides and techniques used. o PET WASTE MANAGEMENT The Town of North Andover has regulations regarding the care of pets within public areas. The Town has a leash law and a pet waste law that requires pet owners to remove pet waste from public areas. The owner's landscape crew (or designee) shall remove any obvious pet waste that has been left behind by pet owners within the project area. The pet waste shall be disposed of in accordance with local and state regulations. o MANAGEMENT OF DEICING CHEMICALS AND SNOW Snow will be stockpiled on site until the space is exceeded. Once the designated areas are full, the accumulated snow will be removed and disposed of off-site. In the case of storm events in which snowfall is at least 12 inches, stockpiled snow will be removed and disposed off-site as soon as is practicable. In the case of smaller storm events, snow will remain in the designated snow storage areas until the storage is exceeded at which time the accumulated snow will be removed and disposed of off-site. It will be the responsibility of the snow removal contractor to properly dispose of transported snow according to Massachusetts DEP, Bureau of Resource Protection — Snow Disposal Guideline #BWR G2015-01, governing the proper disposal of snow. It will be the 2-8 DRAINAGE REPORT Site Redevelopment—1429 Osgood Street,North Andover,MA responsibility of the snow removal contractor to follow these guidelines and all applicable laws and regulations. The owner's maintenance staff(or its designee), or an outside snow removal contractor will be responsible for the clearing of the sidewalk and building entrances. The owner may be required to use a de-icing agent such as potassium chloride to maintain a safe walking surface. The de-icing agent for the walkways and building entrances will be kept within the storage rooms located within the building. De-icing agents will not be stored outside. The use of de-icing chemicals (such as sodium chloride, potassium chloride, calcium chloride or any other chemicals) are to be limited to the amount necessary to maintain public safety. The owner, owners designee, or contractor shall be responsible to follow this requirement. • LONG TERM MAINTENANCE PLAN—FACILITIES DESCRIPTION The following is a description of the stormwater management system for the project site. o STORMWATER SYSTEM—ON SITE The stormwater on site is directed to areas of bio-retention, grassed swales, or to an existing catch basin located just to the south of the site entrance. The catch basin incorporates a hooded outlet and deep sump. The bio-retention areas have been designed in order to promote groundwater recharge. INSPECTION AND MAINTENANCE FREQUENCY AND CORRECTIVE MEASURES In accordance with MA DEP Stormwater Handbook: Volume 2, Chapter 2; the following areas, facilities, and measures will be inspected and the identified deficiencies will be corrected. Clean-out must include the removal and legal disposal of any accumulated sediments,trash, and debris. In any and all cases, operations, inspections, and maintenance activities shall utilize best practical measures to avoid and minimize impacts to wetland resource areas outside the foot print of the SMS. Structural Pretreatment BMPs: Regular maintenance of these BMPs is especially critical because they typically receive the highest concentration of suspended solids during the first flush of a storm event. Deep Sump Catch Basin: Inspect catch basin 2 times per year(specifically after foliage and snow season)to ensure that the catch basins are working in their intended fashion and that they are free of debris. Structures will be skimmed of floatable debris at each inspection and sediment will be removed when or before sump is determined to be 50% full. If the basin outlet is designed with a hood to trap floatable materials (i.e. Snout), check to ensure watertight seal is working. Other BMPs and Accessories: Bio-retention &Vegetated Areas: Inspect slopes and embankments early in the growing season to identify active or potential erosion problems. Replant bare areas or areas with sparse growth. Where rill erosion is evident, armor the area with an appropriate lining or divert the erosive flows to on-site areas able to withstand the concentrated flows. 2-9 DRAINAGE REPORT Site Redevelopment—1429 Osgood Street,North Andover,MA Grassed Drainage Swale: Inspect swale to make sure vegetation is adequate and for signs of rilling or gullying. Remove any sediment and debris manually and mow as needed. Pea Stone Diaphragm: Pea stone diaphragms should be inspected after large storm events to ensure the diaphragm is not causing erosion to the topsoil and to ensure that the diaphragm is working in its intended fashion. Inspect diaphragm for clogging and remove any sediment build up. Rip-Rap Level Spreaders: Rip-Rap level spreaders should be inspected after large storm events to ensure the outfalls are not causing erosion to the existing topsoil. Any trash and debris should be removed from the level spreaders and disposed of off site in accordance with local and state regulations. Roadways and Parking Surfaces: Clear accumulations of winter sand in parking lots and along roadways at least four times a year,preferably in the spring. Accumulations on pavement may be removed by pavement sweeping. Accumulations of sand along road shoulders may be removed by grading excess sand to the pavement edge and removing it manually or by a front-end loader. SUPPLEMENTAL INFORMATION(Seefollowing pages) OPERATION&MAINTENANCE SCHEDULE&CHECKLIST 2-10 OPERATION&MAINTENANCE PLAN SCHEDULE Party Responsible for O&M Plan:Oliver Enterprises,Inc Date: 4/12/2018 Project: 1429 Osgood Street Revised 5/14/2018 Address: 1429 Osgood Street Address:5 Hancock Street North Andover,Massachusetts Woburn,MA 01801 Phone:781-938-9213 Structure or Task Maintenance Activity Schedule/Notes Annual Maintenance Cost Inspection Performed (/o of construction cost) Date: By: Sweep paved areas as needed,but not less than four times annually. Street Sweeping Sweep,power broom or vacuum paved areas. ........................................................................................................................................................................................... $4,000 Submit information that confirms that all street sweepings have been disposed in accordance with state and local requirements Inspect at least twice annually. Clean when sediment is 6"deep,but never allow Deep Sump Catch sediment to exceed 60%of sump volume. Clamshell or vacuum sump ........................................................................................................................................................................................ $500 Basins Submit information that confirms that all catch basin sediments have been disposed in accordance with state and local requirements Inspect and remove trash Monthly .................................................................................................................................................................................................................................................................................................................................................................................. Mow grass 2 to 12 times per year Bio-retention Areas .................................................................................................................................................................................................................................................................................................................................................................................. $3,000 Mulch,fertilize,remove dead vegetation and prune Annually Inspect and remove trash Monthly .................................................................................................................................................................................................................................................................................................................................................................................. Grassed Drainage Remove sediment and debris Inspect at least twice annually ..................................................................................................................................................................................................................................................................................................................................................................................Swale Inspect swale to make sure vegetation is adequate and slopes are not eroding. The first few months after construction and twice a year thereafter $1 000 Checkfor.ri :...................................................................................................... y ................................................................................................................................................................................................................... Re-seed As necessary Inspect and remove sediment build up Inspect at least twice annually PeaStone Diaphragm .................................................................................................................................................................................................................................................................................................................................................................................. $500 Inspect for areas of missing or low pea stone and replace as necessary Inspect at least twice annually Mosquito Control Remove sediment and debris Surveillance is a non chemical inspection method that involves classification of $500 mosquito breeding sites,larval presents,and survey. Snow will be stockpiled on site in designated areas shown on the Snow Storage Plan until the space is exceeded. Once the designated areas shown on the Snow Storage Plan are full,the accumulated snow will be removed and disposed of off- Snow Storage site. In the case of storm events in which snowfall is at least 12 inches,stockpiled Avoid dumping snow removal over catch basins Varies snow will be removed and disposed off-site as soon as is practicable.Debris shall be cleared from the site and properly disposed of at the end of the snow season, but shall be cleared no later than May 15. Section 3.0 gydroCAD Worksheets — Existing Conditions EXISTING%z INCH STORM EXISTING 2-YEAR STORM EXISTING 10-YEAR STORM EXISTING 25-YEAR STORM EXISTING 100-YEAR STORM 1 P Subcat Subcat Subcat Subcat Reach on Link Routing Diagram for 2351-02_Proposed HydroCAD Prepared by Allen&Major Associates, Inc., Printed 5/8/2018 HydroCAD®10.00-18 s/n 02881 ©2016 HydroCAD Software Solutions LLC 1429 Osgood Street, North Andover 2351-02_Proposed HydroCAD Prepared by Allen & Major Associates, Inc. Printed 5/8/2018 HydroCAD® 10.00-18 s/n 02881 ©2016 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (sq-ft) (subcatchment-numbers) 115408 39 >75% Grass cover, Good, HSG A (1 P, 2P, 3P) 11,065 80 >75% Grass cover, Good, HSG D (1 P, 3P) 43,604 98 Paved parking, HSG A (2P, 3P) 4,367 98 Paved parking, HSG D (1 P) 213261 98 Roofs, HSG A (2P3 3P) 911705 88 TOTAL AREA 1429 Osgood Street, North Andover 2351-02_Proposed HydroCAD Type /// 24-hr 112"Storm Rainfall=0.50" Prepared by Allen & Major Associates, Inc. Printed 5/8/2018 HydroCAD® 10.00-18 s/n 02881 ©2016 HydroCAD Software Solutions LLC Page 3 Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1 P: Subcat 1 P Runoff Area=6,961 sf 62.74% Impervious Runoff Depth>0.20" Tc=5.0 min CN=WQ Runoff=0.04 cfs 116 cf Subcatchment2P: Subcat 2P Runoff Area=24,601 sf 69.45% Impervious Runoff Depth>0.22" Tc=5.0 min CN=WQ Runoff=0.15 cfs 452 cf Subcatchment3P: Subcat 3P Runoff Area=60,143 sf 79.44% Impervious Runoff Depth>0.25" Tc=5.0 min CN=WQ Runoff=0.42 cfs 1,265 cf Total Runoff Area = 91,705 sf Runoff Volume = 1,832 cf Average Runoff Depth = 0.24" 24.51% Pervious = 22,473 sf 75.49% Impervious = 69,232 sf 1429 Osgood Street, North Andover 2351-02_Proposed HydroCAD Type /// 24-hr 112"Storm Rainfall=0.50" Prepared by Allen & Major Associates, Inc. Printed 5/8/2018 HydroCAD® 10.00-18 s/n 02881 ©2016 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 1P: Subcat 1P Runoff = 0.04 cfs @ 12.07 hrs, Volume= 116 cf, Depth> 0.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 1/2" Storm Rainfall=0.50" Area (sf) CN Description 2,491 80 >75% Grass cover, Good, HSG D 4,367 98 Paved parking, HSG D 103 39 >75% Grass cover, Good, HSG A 6,961 Weighted Average 2,594 78 37.26% Pervious Area 4,367 98 62.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, DIRECT ENTRY Summary for Subcatchment 2P: Subcat 2P Runoff = 0.15 cfs @ 12.07 hrs, Volume= 452 cf, Depth> 0.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 1/2" Storm Rainfall=0.50" Area (sf) CN Description 2,901 98 Roofs, HSG A 71516 39 >75% Grass cover, Good, HSG A 141184 98 Paved parking, HSG A 24,601 Weighted Average 7,516 39 30.55% Pervious Area 17,085 98 69.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, DIRECT ENTRY Summary for Subcatchment 3P: Subcat 3P Runoff = 0.42 cfs @ 12.07 hrs, Volume= 1,265 cf, Depth> 0.25" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 1/2" Storm Rainfall=0.50" 1429 Osgood Street, North Andover 2351-02_Proposed HydroCAD Type /// 24-hr 112"Storm Rainfall=0.50" Prepared by Allen & Major Associates, Inc. Printed 5/8/2018 HydroCAD® 10.00-18 s/n 02881 ©2016 HydroCAD Software Solutions LLC Page 5 Area (sf) CN Description 8,574 80 >75% Grass cover, Good, HSG D 29,420 98 Paved parking, HSG A 18,360 98 Roofs, HSG A 33789 39 >75% Grass cover, Good, HSG A 60,143 Weighted Average 12,363 67 20.56% Pervious Area 471780 98 79.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, DIRECT ENTRY 1429 Osgood Street, North Andover 2351-02_Proposed HydroCAD Type /// 24-hr 2-yr Rainfall=3.20" Prepared by Allen & Major Associates, Inc. Printed 5/8/2018 HydroCAD® 10.00-18 s/n 02881 ©2016 HydroCAD Software Solutions LLC Page 6 Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1 P: Subcat 1 P Runoff Area=6,961 sf 62.74% Impervious Runoff Depth>2.36" Tc=5.0 min CN=WQ Runoff=0.42 cfs 1,370 cf Subcatchment2P: Subcat 2P Runoff Area=24,601 sf 69.45% Impervious Runoff Depth>2.06" Tc=5.0 min CN=WQ Runoff=1.26 cfs 4,222 cf Subcatchment3P: Subcat 3P Runoff Area=60,143 sf 79.44% Impervious Runoff Depth>2.56" Tc=5.0 min CN=WQ Runoff=3.86 cfs 12,808 cf Total Runoff Area = 91,705 sf Runoff Volume = 18,401 cf Average Runoff Depth = 2.41" 24.51% Pervious = 22,473 sf 75.49% Impervious = 69,232 sf 1429 Osgood Street, North Andover 2351-02_Proposed HydroCAD Type /// 24-hr 2-yr Rainfall=3.20" Prepared by Allen & Major Associates, Inc. Printed 5/8/2018 HydroCAD® 10.00-18 s/n 02881 ©2016 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 1P: Subcat 1P Runoff = 0.42 cfs @ 12.07 hrs, Volume= 1,370 cf, Depth> 2.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.20" Area (sf) CN Description 2,491 80 >75% Grass cover, Good, HSG D 4,367 98 Paved parking, HSG D 103 39 >75% Grass cover, Good, HSG A 6,961 Weighted Average 2,594 78 37.26% Pervious Area 4,367 98 62.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, DIRECT ENTRY Summary for Subcatchment 2P: Subcat 2P Runoff = 1.26 cfs @ 12.07 hrs, Volume= 4,222 cf, Depth> 2.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.20" Area (sf) CN Description 2,901 98 Roofs, HSG A 71516 39 >75% Grass cover, Good, HSG A 141184 98 Paved parking, HSG A 24,601 Weighted Average 73516 39 30.55% Pervious Area 17,085 98 69.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, DIRECT ENTRY Summary for Subcatchment 3P: Subcat 3P Runoff = 3.86 cfs @ 12.07 hrs, Volume= 12,808 cf, Depth> 2.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.20" 1429 Osgood Street, North Andover 2351-02_Proposed HydroCAD Type /// 24-hr 2-yr Rainfall=3.20" Prepared by Allen & Major Associates, Inc. Printed 5/8/2018 HydroCAD® 10.00-18 s/n 02881 ©2016 HydroCAD Software Solutions LLC Page 8 Area (sf) CN Description 8,574 80 >75% Grass cover, Good, HSG D 29,420 98 Paved parking, HSG A 18,360 98 Roofs, HSG A 33789 39 >75% Grass cover, Good, HSG A 60,143 Weighted Average 12,363 67 20.56% Pervious Area 471780 98 79.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, DIRECT ENTRY 1429 Osgood Street, North Andover 2351-02_Proposed HydroCAD Type /// 24-hr 10-yr Rainfall=4.80" Prepared by Allen & Major Associates, Inc. Printed 5/8/2018 HydroCAD® 10.00-18 s/n 02881 ©2016 HydroCAD Software Solutions LLC Page 9 Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1 P: Subcat 1 P Runoff Area=6,961 sf 62.74% Impervious Runoff Depth>3.84" Tc=5.0 min CN=WQ Runoff=0.68 cfs 2,225 cf Subcatchment2P: Subcat 2P Runoff Area=24,601 sf 69.45% Impervious Runoff Depth>3.22" Tc=5.0 min CN=WQ Runoff=1.91 cfs 6,594 cf Subcatchment3P: Subcat 3P Runoff Area=60,143 sf 79.44% Impervious Runoff Depth>4.02" Tc=5.0 min CN=WQ Runoff=5.98 cfs 20,150 cf Total Runoff Area = 91,705 sf Runoff Volume = 28,969 cf Average Runoff Depth = 3.79" 24.51% Pervious = 22,473 sf 75.49% Impervious = 69,232 sf 1429 Osgood Street, North Andover 2351-02_Proposed HydroCAD Type /// 24-hr 10-yr Rainfall=4.80" Prepared by Allen & Major Associates, Inc. Printed 5/8/2018 HydroCAD® 10.00-18 s/n 02881 ©2016 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 1P: Subcat 1P Runoff = 0.68 cfs @ 12.07 hrs, Volume= 2,225 cf, Depth> 3.84" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.80" Area (sf) CN Description 2,491 80 >75% Grass cover, Good, HSG D 4,367 98 Paved parking, HSG D 103 39 >75% Grass cover, Good, HSG A 6,961 Weighted Average 2,594 78 37.26% Pervious Area 4,367 98 62.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, DIRECT ENTRY Summary for Subcatchment 2P: Subcat 2P Runoff = 1.91 cfs @ 12.07 hrs, Volume= 6,594 cf, Depth> 3.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.80" Area (sf) CN Description 2,901 98 Roofs, HSG A 71516 39 >75% Grass cover, Good, HSG A 141184 98 Paved parking, HSG A 24,601 Weighted Average 73516 39 30.55% Pervious Area 17,085 98 69.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, DIRECT ENTRY Summary for Subcatchment 3P: Subcat 3P Runoff = 5.98 cfs @ 12.07 hrs, Volume= 20,150 cf, Depth> 4.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.80" 1429 Osgood Street, North Andover 2351-02_Proposed HydroCAD Type 111 24-hr 10-yr Rainfall=4.80" Prepared by Allen & Major Associates, Inc. Printed 5/8/2018 HydroCAD® 10.00-18 s/n 02881 ©2016 HydroCAD Software Solutions LLC Page 11 Area (sf) CN Description 8,574 80 >75% Grass cover, Good, HSG D 29,420 98 Paved parking, HSG A 18,360 98 Roofs, HSG A 33789 39 >75% Grass cover, Good, HSG A 60,143 Weighted Average 12,363 67 20.56% Pervious Area 471780 98 79.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, DIRECT ENTRY 1429 Osgood Street, North Andover 2351-02_Proposed HydroCAD Type /// 24-hr 25-yr Rainfall=6.00" Prepared by Allen & Major Associates, Inc. Printed 5/8/2018 HydroCAD® 10.00-18 s/n 02881 ©2016 HydroCAD Software Solutions LLC Page 12 Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1 P: Subcat 1 P Runoff Area=6,961 sf 62.74% Impervious Runoff Depth>4.97" Tc=5.0 min CN=WQ Runoff=0.87 cfs 2,884 cf Subcatchment2P: Subcat 2P Runoff Area=24,601 sf 69.45% Impervious Runoff Depth>4.13" Tc=5.0 min CN=WQ Runoff=2.39 cfs 8,477 cf Subcatchment3P: Subcat 3P Runoff Area=60,143 sf 79.44% Impervious Runoff Depth>5.14" Tc=5.0 min CN=WQ Runoff=7.58 cfs 25,767 cf Total Runoff Area = 91,705 sf Runoff Volume = 37,127 cf Average Runoff Depth = 4.86" 24.51% Pervious = 22,473 sf 75.49% Impervious = 69,232 sf 1429 Osgood Street, North Andover 2351-02_Proposed HydroCAD Type /// 24-hr 25-yr Rainfall=6.00" Prepared by Allen & Major Associates, Inc. Printed 5/8/2018 HydroCAD® 10.00-18 s/n 02881 ©2016 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 1P: Subcat 1P Runoff = 0.87 cfs @ 12.07 hrs, Volume= 2,884 cf, Depth> 4.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25-yr Rainfall=6.00" Area (sf) CN Description 2,491 80 >75% Grass cover, Good, HSG D 4,367 98 Paved parking, HSG D 103 39 >75% Grass cover, Good, HSG A 6,961 Weighted Average 2,594 78 37.26% Pervious Area 4,367 98 62.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, DIRECT ENTRY Summary for Subcatchment 2P: Subcat 2P Runoff = 2.39 cfs @ 12.07 hrs, Volume= 8,477 cf, Depth> 4.13" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25-yr Rainfall=6.00" Area (sf) CN Description 2,901 98 Roofs, HSG A 71516 39 >75% Grass cover, Good, HSG A 141184 98 Paved parking, HSG A 24,601 Weighted Average 73516 39 30.55% Pervious Area 17,085 98 69.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, DIRECT ENTRY Summary for Subcatchment 3P: Subcat 3P Runoff = 7.58 cfs @ 12.07 hrs, Volume= 25,767 cf, Depth> 5.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25-yr Rainfall=6.00" 1429 Osgood Street, North Andover 2351-02_Proposed HydroCAD Type 111 24-hr 25-yr Rainfall=6.00" Prepared by Allen & Major Associates, Inc. Printed 5/8/2018 HydroCAD® 10.00-18 s/n 02881 ©2016 HydroCAD Software Solutions LLC Page 14 Area (sf) CN Description 8,574 80 >75% Grass cover, Good, HSG D 29,420 98 Paved parking, HSG A 18,360 98 Roofs, HSG A 33789 39 >75% Grass cover, Good, HSG A 60,143 Weighted Average 12,363 67 20.56% Pervious Area 471780 98 79.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, DIRECT ENTRY 1429 Osgood Street, North Andover 2351-02_Proposed HydroCAD Type /// 24-hr 100-yr Rainfall=8.60" Prepared by Allen & Major Associates, Inc. Printed 5/8/2018 HydroCAD® 10.00-18 s/n 02881 ©2016 HydroCAD Software Solutions LLC Page 15 Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1 P: Subcat 1 P Runoff Area=6,961 sf 62.74% Impervious Runoff Depth>7.48" Tc=5.0 min CN=WQ Runoff=1.30 cfs 4,336 cf Subcatchment2P: Subcat 2P Runoff Area=24,601 sf 69.45% Impervious Runoff Depth>6.23" Tc=5.0 min CN=WQ Runoff=3.63 cfs 12,781 cf Subcatchment3P: Subcat 3P Runoff Area=60,143 sf 79.44% Impervious Runoff Depth>7.61" Tc=5.0 min CN=WQ Runoff=11.15 cfs 38,131 cf Total Runoff Area = 91,705 sf Runoff Volume = 55,249 cf Average Runoff Depth = 7.23" 24.51% Pervious = 22,473 sf 75.49% Impervious = 69,232 sf 1429 Osgood Street, North Andover 2351-02_Proposed HydroCAD Type I// 24-hr 100-yr Rainfall=8.60" Prepared by Allen & Major Associates, Inc. Printed 5/8/2018 HydroCAD® 10.00-18 s/n 02881 ©2016 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 1P: Subcat 1P Runoff = 1.30 cfs @ 12.07 hrs, Volume= 4,336 cf, Depth> 7.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=8.60" Area (sf) CN Description 2,491 80 >75% Grass cover, Good, HSG D 4,367 98 Paved parking, HSG D 103 39 >75% Grass cover, Good, HSG A 6,961 Weighted Average 2,594 78 37.26% Pervious Area 4,367 98 62.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, DIRECT ENTRY Summary for Subcatchment 2P: Subcat 2P Runoff = 3.63 cfs @ 12.07 hrs, Volume= 12,781 cf, Depth> 6.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=8.60" Area (sf) CN Description 2,901 98 Roofs, HSG A 71516 39 >75% Grass cover, Good, HSG A 141184 98 Paved parking, HSG A 24,601 Weighted Average 73516 39 30.55% Pervious Area 17,085 98 69.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, DIRECT ENTRY Summary for Subcatchment 3P: Subcat 3P Runoff = 11.15 cfs @ 12.07 hrs, Volume= 38,131 cf, Depth> 7.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=8.60" 1429 Osgood Street, North Andover 2351-02_Proposed HydroCAD Type I// 24-hr 100-yr Rainfall=8.60" Prepared by Allen & Major Associates, Inc. Printed 5/8/2018 HydroCAD® 10.00-18 s/n 02881 ©2016 HydroCAD Software Solutions LLC Page 17 Area (sf) CN Description 8,574 80 >75% Grass cover, Good, HSG D 29,420 98 Paved parking, HSG A 18,360 98 Roofs, HSG A 33789 39 >75% Grass cover, Good, HSG A 60,143 Weighted Average 12,363 67 20.56% Pervious Area 471780 98 79.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, DIRECT ENTRY Section 4.0 gydroCAD Worksheets — Proposed Conditions . EXISTING%z INCH STORM EXISTING 2-YEAR STORM EXISTING 10-YEAR STORM EXISTING 25-YEAR STORM EXISTING 100-YEAR STORM 1 P Subcat Subcat Subcat Subcat Reach on Link Routing Diagram for 2351-02_Proposed HydroCAD Prepared by Allen&Major Associates, Inc., Printed 6/21/2018 HydroCAD®10.00-18 s/n 02881 ©2016 HydroCAD Software Solutions LLC 1429 Osgood Street, North Andover 2351-02_Proposed HydroCAD Prepared by Allen & Major Associates, Inc. Printed 6/21/2018 HydroCAD® 10.00-18 s/n 02881 ©2016 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (sq-ft) (subcatchment-numbers) 71330 39 >75% Grass cover, Good, HSG A (1 P, 2P, 3P) 11,896 80 >75% Grass cover, Good, HSG D (1 P, 3P) 46,054 98 Paved parking, HSG A (2P, 3P) 5,164 98 Paved parking, HSG D (1 P) 213261 98 Roofs, HSG A (2P3 3P) 911705 91 TOTAL AREA 1429 Osgood Street, North Andover 2351-02_Proposed HydroCAD Type /// 24-hr 112"Storm Rainfall=0.50" Prepared by Allen & Major Associates, Inc. Printed 6/21/2018 HydroCAD® 10.00-18 s/n 02881 ©2016 HydroCAD Software Solutions LLC Page 3 Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1 P: Subcat 1 P Runoff Area=7,019 sf 73.57% Impervious Runoff Depth>0.23" Tc=5.0 min CN=WQ Runoff=0.05 cfs 137 cf Subcatchment2P: Subcat 2P Runoff Area=23,992 sf 84.07% Impervious Runoff Depth>0.27" Tc=5.0 min CN=WQ Runoff=0.18 cfs 534 cf Subcatchment3P: Subcat 3P Runoff Area=60,694 sf 77.67% Impervious Runoff Depth>0.25" Tc=5.0 min CN=WQ Runoff=0.42 cfs 1,248 cf Total Runoff Area = 91,705 sf Runoff Volume = 1,918 cf Average Runoff Depth = 0.25" 20.97% Pervious = 19,226 sf 79.03% Impervious = 72,479 sf 1429 Osgood Street, North Andover 2351-02_Proposed HydroCAD Type /// 24-hr 112"Storm Rainfall=0.50" Prepared by Allen & Major Associates, Inc. Printed 6/21/2018 HydroCAD® 10.00-18 s/n 02881 ©2016 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 1P: Subcat 1P Runoff = 0.05 cfs @ 12.07 hrs, Volume= 137 cf, Depth> 0.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 1/2" Storm Rainfall=0.50" Area (sf) CN Description 1,652 80 >75% Grass cover, Good, HSG D 5,164 98 Paved parking, HSG D 203 39 >75% Grass cover, Good, HSG A 7,019 Weighted Average 1,855 76 26.43% Pervious Area 5,164 98 73.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, DIRECT ENTRY Summary for Subcatchment 2P: Subcat 2P Runoff = 0.18 cfs @ 12.07 hrs, Volume= 534 cf, Depth> 0.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 1/2" Storm Rainfall=0.50" Area (sf) CN Description 2,901 98 Roofs, HSG A 31821 39 >75% Grass cover, Good, HSG A 171270 98 Paved parking, HSG A 23,992 Weighted Average 3,821 39 15.93% Pervious Area 20,171 98 84.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, DIRECT ENTRY Summary for Subcatchment 3P: Subcat 3P Runoff = 0.42 cfs @ 12.07 hrs, Volume= 1,248 cf, Depth> 0.25" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 1/2" Storm Rainfall=0.50" 1429 Osgood Street, North Andover 2351-02_Proposed HydroCAD Type /// 24-hr 112"Storm Rainfall=0.50" Prepared by Allen & Major Associates, Inc. Printed 6/21/2018 HydroCAD® 10.00-18 s/n 02881 ©2016 HydroCAD Software Solutions LLC Page 5 Area (sf) CN Description 10,244 80 >75% Grass cover, Good, HSG D 28,784 98 Paved parking, HSG A 18,360 98 Roofs, HSG A 31306 39 >75% Grass cover, Good, HSG A 605694 Weighted Average 13,550 70 22.33% Pervious Area 471144 98 77.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, DIRECT ENTRY 1429 Osgood Street, North Andover 2351-02_Proposed HydroCAD Type /// 24-hr 2-yr Rainfall=3.20" Prepared by Allen & Major Associates, Inc. Printed 6/21/2018 HydroCAD® 10.00-18 s/n 02881 ©2016 HydroCAD Software Solutions LLC Page 6 Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1 P: Subcat 1 P Runoff Area=7,019 sf 73.57% Impervious Runoff Depth>2.51" Tc=5.0 min CN=WQ Runoff=0.45 cfs 1,469 cf Subcatchment2P: Subcat 2P Runoff Area=23,992 sf 84.07% Impervious Runoff Depth>2.49" Tc=5.0 min CN=WQ Runoff=1.49 cfs 4,985 cf Subcatchment3P: Subcat 3P Runoff Area=60,694 sf 77.67% Impervious Runoff Depth>2.54" Tc=5.0 min CN=WQ Runoff=3.88 cfs 12,846 cf Total Runoff Area = 91,705 sf Runoff Volume = 19,300 cf Average Runoff Depth = 2.53" 20.97% Pervious = 19,226 sf 79.03% Impervious = 72,479 sf 1429 Osgood Street, North Andover 2351-02_Proposed HydroCAD Type /// 24-hr 2-yr Rainfall=3.20" Prepared by Allen & Major Associates, Inc. Printed 6/21/2018 HydroCAD® 10.00-18 s/n 02881 ©2016 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 1P: Subcat 1P Runoff = 0.45 cfs @ 12.07 hrs, Volume= 1,469 cf, Depth> 2.51" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.20" Area (sf) CN Description 1,652 80 >75% Grass cover, Good, HSG D 5,164 98 Paved parking, HSG D 203 39 >75% Grass cover, Good, HSG A 7,019 Weighted Average 1,855 76 26.43% Pervious Area 5,164 98 73.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, DIRECT ENTRY Summary for Subcatchment 2P: Subcat 2P Runoff = 1.49 cfs @ 12.07 hrs, Volume= 4,985 cf, Depth> 2.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.20" Area (sf) CN Description 2,901 98 Roofs, HSG A 31821 39 >75% Grass cover, Good, HSG A 171270 98 Paved parking, HSG A 23,992 Weighted Average 33821 39 15.93% Pervious Area 20,171 98 84.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, DIRECT ENTRY Summary for Subcatchment 3P: Subcat 3P Runoff = 3.88 cfs @ 12.07 hrs, Volume= 12,846 cf, Depth> 2.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.20" 1429 Osgood Street, North Andover 2351-02_Proposed HydroCAD Type /// 24-hr 2-yr Rainfall=3.20" Prepared by Allen & Major Associates, Inc. Printed 6/21/2018 HydroCAD® 10.00-18 s/n 02881 ©2016 HydroCAD Software Solutions LLC Page 8 Area (sf) CN Description 10,244 80 >75% Grass cover, Good, HSG D 28,784 98 Paved parking, HSG A 18,360 98 Roofs, HSG A 33306 39 >75% Grass cover, Good, HSG A 605694 Weighted Average 13,550 70 22.33% Pervious Area 471144 98 77.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, DIRECT ENTRY 1429 Osgood Street, North Andover 2351-02_Proposed HydroCAD Type /// 24-hr 10-yr Rainfall=4.80" Prepared by Allen & Major Associates, Inc. Printed 6/21/2018 HydroCAD® 10.00-18 s/n 02881 ©2016 HydroCAD Software Solutions LLC Page 9 Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1 P: Subcat 1 P Runoff Area=7,019 sf 73.57% Impervious Runoff Depth>4.00" Tc=5.0 min CN=WQ Runoff=0.70 cfs 2,339 cf Subcatchment2P: Subcat 2P Runoff Area=23,992 sf 84.07% Impervious Runoff Depth>3.86" Tc=5.0 min CN=WQ Runoff=2.25 cfs 7,717 cf Subcatchment3P: Subcat 3P Runoff Area=60,694 sf 77.67% Impervious Runoff Depth>4.01" Tc=5.0 min CN=WQ Runoff=6.04 cfs 20,280 cf Total Runoff Area = 91,705 sf Runoff Volume = 30,337 cf Average Runoff Depth = 3.97" 20.97% Pervious = 19,226 sf 79.03% Impervious = 72,479 sf 1429 Osgood Street, North Andover 2351-02_Proposed HydroCAD Type /// 24-hr 10-yr Rainfall=4.80" Prepared by Allen & Major Associates, Inc. Printed 6/21/2018 HydroCAD® 10.00-18 s/n 02881 ©2016 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 1P: Subcat 1P Runoff = 0.70 cfs @ 12.07 hrs, Volume= 2,339 cf, Depth> 4.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.80" Area (sf) CN Description 1,652 80 >75% Grass cover, Good, HSG D 5,164 98 Paved parking, HSG D 203 39 >75% Grass cover, Good, HSG A 7,019 Weighted Average 1,855 76 26.43% Pervious Area 5,164 98 73.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, DIRECT ENTRY Summary for Subcatchment 2P: Subcat 2P Runoff = 2.25 cfs @ 12.07 hrs, Volume= 7,717 cf, Depth> 3.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.80" Area (sf) CN Description 2,901 98 Roofs, HSG A 31821 39 >75% Grass cover, Good, HSG A 171270 98 Paved parking, HSG A 23,992 Weighted Average 33821 39 15.93% Pervious Area 20,171 98 84.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, DIRECT ENTRY Summary for Subcatchment 3P: Subcat 3P Runoff = 6.04 cfs @ 12.07 hrs, Volume= 20,280 cf, Depth> 4.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.80" 1429 Osgood Street, North Andover 2351-02_Proposed HydroCAD Type 111 24-hr 10-yr Rainfall=4.80" Prepared by Allen & Major Associates, Inc. Printed 6/21/2018 HydroCAD® 10.00-18 s/n 02881 ©2016 HydroCAD Software Solutions LLC Page 11 Area (sf) CN Description 10,244 80 >75% Grass cover, Good, HSG D 28,784 98 Paved parking, HSG A 18,360 98 Roofs, HSG A 33306 39 >75% Grass cover, Good, HSG A 605694 Weighted Average 13,550 70 22.33% Pervious Area 471144 98 77.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, DIRECT ENTRY 1429 Osgood Street, North Andover 2351-02_Proposed HydroCAD Type /// 24-hr 25-yr Rainfall=6.00" Prepared by Allen & Major Associates, Inc. Printed 6/21/2018 HydroCAD® 10.00-18 s/n 02881 ©2016 HydroCAD Software Solutions LLC Page 12 Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1 P: Subcat 1 P Runoff Area=7,019 sf 73.57% Impervious Runoff Depth>5.14" Tc=5.0 min CN=WQ Runoff=0.90 cfs 3,006 cf Subcatchment2P: Subcat 2P Runoff Area=23,992 sf 84.07% Impervious Runoff Depth>4.91" Tc=5.0 min CN=WQ Runoff=2.82 cfs 9,820 cf Subcatchment3P: Subcat 3P Runoff Area=60,694 sf 77.67% Impervious Runoff Depth>5.13" Tc=5.0 min CN=WQ Runoff=7.67 cfs 25,969 cf Total Runoff Area = 91,705 sf Runoff Volume = 38,795 cf Average Runoff Depth = 5.08" 20.97% Pervious = 19,226 sf 79.03% Impervious = 72,479 sf 1429 Osgood Street, North Andover 2351-02_Proposed HydroCAD Type /// 24-hr 25-yr Rainfall=6.00" Prepared by Allen & Major Associates, Inc. Printed 6/21/2018 HydroCAD® 10.00-18 s/n 02881 ©2016 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 1P: Subcat 1P Runoff = 0.90 cfs @ 12.07 hrs, Volume= 3,006 cf, Depth> 5.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25-yr Rainfall=6.00" Area (sf) CN Description 1,652 80 >75% Grass cover, Good, HSG D 5,164 98 Paved parking, HSG D 203 39 >75% Grass cover, Good, HSG A 7,019 Weighted Average 1,855 76 26.43% Pervious Area 5,164 98 73.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, DIRECT ENTRY Summary for Subcatchment 2P: Subcat 2P Runoff = 2.82 cfs @ 12.07 hrs, Volume= 9,820 cf, Depth> 4.91" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25-yr Rainfall=6.00" Area (sf) CN Description 2,901 98 Roofs, HSG A 31821 39 >75% Grass cover, Good, HSG A 171270 98 Paved parking, HSG A 23,992 Weighted Average 33821 39 15.93% Pervious Area 20,171 98 84.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, DIRECT ENTRY Summary for Subcatchment 3P: Subcat 3P Runoff = 7.67 cfs @ 12.07 hrs, Volume= 25,969 cf, Depth> 5.13" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25-yr Rainfall=6.00" 1429 Osgood Street, North Andover 2351-02_Proposed HydroCAD Type 111 24-hr 25-yr Rainfall=6.00" Prepared by Allen & Major Associates, Inc. Printed 6/21/2018 HydroCAD® 10.00-18 s/n 02881 ©2016 HydroCAD Software Solutions LLC Page 14 Area (sf) CN Description 10,244 80 >75% Grass cover, Good, HSG D 28,784 98 Paved parking, HSG A 18,360 98 Roofs, HSG A 33306 39 >75% Grass cover, Good, HSG A 605694 Weighted Average 13,550 70 22.33% Pervious Area 471144 98 77.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, DIRECT ENTRY 1429 Osgood Street, North Andover 2351-02_Proposed HydroCAD Type /// 24-hr 100-yr Rainfall=8.60" Prepared by Allen & Major Associates, Inc. Printed 6/21/2018 HydroCAD® 10.00-18 s/n 02881 ©2016 HydroCAD Software Solutions LLC Page 15 Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1 P: Subcat 1 P Runoff Area=7,019 sf 73.57% Impervious Runoff Depth>7.64" Tc=5.0 min CN=WQ Runoff=1.32 cfs 4,471 cf Subcatchment2P: Subcat 2P Runoff Area=23,992 sf 84.07% Impervious Runoff Depth>7.25" Tc=5.0 min CN=WQ Runoff=4.15 cfs 14,494 cf Subcatchment3P: Subcat 3P Runoff Area=60,694 sf 77.67% Impervious Runoff Depth>7.61" Tc=5.0 min CN=WQ Runoff=11.29 cfs 38,492 cf Total Runoff Area = 91,705 sf Runoff Volume = 57,457 cf Average Runoff Depth = 7.52" 20.97% Pervious = 19,226 sf 79.03% Impervious = 72,479 sf 1429 Osgood Street, North Andover 2351-02_Proposed HydroCAD Type I// 24-hr 100-yr Rainfall=8.60" Prepared by Allen & Major Associates, Inc. Printed 6/21/2018 HydroCAD® 10.00-18 s/n 02881 ©2016 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 1P: Subcat 1P Runoff = 1.32 cfs @ 12.07 hrs, Volume= 4,471 cf, Depth> 7.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=8.60" Area (sf) CN Description 1,652 80 >75% Grass cover, Good, HSG D 5,164 98 Paved parking, HSG D 203 39 >75% Grass cover, Good, HSG A 7,019 Weighted Average 1,855 76 26.43% Pervious Area 5,164 98 73.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, DIRECT ENTRY Summary for Subcatchment 2P: Subcat 2P Runoff = 4.15 cfs @ 12.07 hrs, Volume= 14,494 cf, Depth> 7.25" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=8.60" Area (sf) CN Description 2,901 98 Roofs, HSG A 31821 39 >75% Grass cover, Good, HSG A 171270 98 Paved parking, HSG A 23,992 Weighted Average 33821 39 15.93% Pervious Area 20,171 98 84.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, DIRECT ENTRY Summary for Subcatchment 3P: Subcat 3P Runoff = 11.29 cfs @ 12.07 hrs, Volume= 38,492 cf, Depth> 7.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=8.60" 1429 Osgood Street, North Andover 2351-02_Proposed HydroCAD Type I// 24-hr 100-yr Rainfall=8.60" Prepared by Allen & Major Associates, Inc. Printed 6/21/2018 HydroCAD® 10.00-18 s/n 02881 ©2016 HydroCAD Software Solutions LLC Page 17 Area (sf) CN Description 10,244 80 >75% Grass cover, Good, HSG D 28,784 98 Paved parking, HSG A 18,360 98 Roofs, HSG A 33306 39 >75% Grass cover, Good, HSG A 605694 Weighted Average 13,550 70 22.33% Pervious Area 471144 98 77.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, DIRECT ENTRY Section 5.0 Exhibits USGS SITE Locus Mar AERIAL PHOTO MA GIS WETLANDS MAP FEMA FIRM MAP MA GIS NHESP 2008 PRIORITY&ESTIMATED HABITATS I JI 44 ............................................................................................................... ,4/11 . .......... 9 00 b.- A61, C ,NJIU 001 A Ole. AMI foo fWWI wmom 1111111111111111MM f1 jj /1IN o "Mow, WWI "o, -r/O/%/iaa/v p/,.,JJo ��„ Nry�lla'"gNf � ru„�vxxr u; Oum ggr %f woo, F l YAYI MM4%.f.. w o J rrn30 4 0 ","000 A-0 ff/ Oer'0'o ri f/ eol oWU '111"'..'e,.................... "Iwwwl..................... 0"Or-N li 0,00 f w0e........... ......... mx vvvmx I—------------- w 000 ................��Ik 0 Ij fo 10 MW OWN A, j#1 J�i 1,,1 1, 11al/ r-ill I �f AIN "(J g� A N ...........I—,-........ ............... Pox 1 4,. It I I........ ISM I. 4............... A..,m, SITE % I, I f"", J 11 )W i /* 2 by ^rtlrv, NJ i I j), I I LT J/1 Ij II k Ml IWPNhaplml ow 00 WIR w", 211, 1-11F ell, l"I" WIN 4'. Il 1p MMIN qj U % % i ry. � 0 � / % "ON o, IN 1I 4� ",I I IT I rrmn ...I....I.......I OF .........I Ilk Abl —1,1:.................../"I'l 11-111111111--,"I� 1 ,Ivie kr�l7 e I I N Ill............................ ................ ..................... I It..............................................................10N/....................................).......................... ryry j BWfBlllr j r �IUUu� dute 1111%1%,1411%ll/ dWm pd'--'� 0 '-min P lip" NI INs%mlwlu 3 P"110101101 r lo ..I......%.", gir ­11111III I ," P III 000III %,lie NI I "`01 IAF 0, 0? owu3 pp0, III11.......... 10 0, Iro 0611 ' Ile pmaw, 0 No, vtm 16u, I 21101 'd IV, O'll: alra .............. 00 UIV10 e "'I d All kit,I 'I,Jr \6 USGS SITE LOCUS MAP 1429 OSGOOD STREET PROJECT NO. 2351-02 DATE: 04-12-2018 1 NORTH ANDOVER, MA SCALE: 10=500' DWG.NAME: EXHIBITS AL L L N & MAJOR COPYTIgh t@2018 Allen&Maior Associates,-Inc, DESIGNED BY: SM.CHECKED BY: WK All Rights Reserved ASSOCIATES, INC. civil & structural engineering*land surveying environmental consulting*landscape architecture THIS DRAWING HAS BEEN PREPARED IN ELECTRONIC FORMAT.CLIENT/CLIENTS REPRESENTATIVE OR SHEET No. w w w. a I I e n m a; o r. c o m CONSULTANT MAY BE PROVIDED COPIES OF DRAWINGS AND SPECIFICATIONS ON MAGNETIC MEDIA 100 COMMERCE WAY WOBURN MA 01888-0118 FOR HIS/HER INFORMATION AND USE FOR SPECIFIC APPLICATION TO THIS PROJECT.DUE TO THE TEL:(781)935-6889 POTENTIAL THAT THE MAGNETIC INFORMATION MAY BE MODIFIED UNINTENTIONALLY OR OTHERWISE, EX-1 FAX:(781)935-2896 ALLEN&MAJOR ASSOCIATES,INC.MAY REMOVE ALL INDICATION OF THE DOCUMENTS AUTHORSHIP ON THE MAGNETIC MEDIA.PRINTED REPRESENTATIONS OF THE DRAWINGS AND SPECIFICATIONS WOBURN,MA# LAKEVILLE,MA *MANCHESTER,NH ISSUED SHALL BE THE ONLY RECORD COPIES OF ALLEN&MAJOR ASSOCIATES,INC.'S WORK PRODUCT. v gyp,V i m , „f f� ,f l / i I i i 4 i i r AERIAL IMAGE 1429 OSGOOD STREET PROJECT NO. 2351-02 DATE: 04-12-2018 NORTH ANDOVER, MA SCALE: 1"=250' DWG.NAME: EXHIBITS ALLLN & MAJOR cop�Ight©zol$Allen&M��iorASSoel�tes,-Inc. DESIGNED BY: SM CHECKED BY: WK A11 Rights Reserved ASSOCIATES, INC. civil & structural engineering♦land surveying environmental consulting♦landscape architecture THIS DRAWING HAS BEEN PREPARED IN ELECTRONIC FORMAT.CLIENT/CLIENT'S REPRESENTATIVE OR SHEET No. W W w. a i i e n m a; o r. c o m CONSULTANT MAY BE PROVIDED COPIES OF DRAWINGS AND SPECIFICATIONS ON MAGNETIC MEDIA 100 COMMERCE WAY FOR HIS/HER INFORMATION AND USE FOR SPECIFIC APPLICATION TO THIS PROJECT.DUE TO THE WOBURN MA 01888-0118 POTENTIAL THAT THE MAGNETIC INFORMATION MAY BE MODIFIED UNINTENTIONALLY OR OTHERWISE, EX-2 TEL:(781)935-6889 ALLEN&MAJOR ASSOCIATES,INC.MAY REMOVE ALL INDICATION OF THE DOCUMENTS AUTHORSHIP FAX:(781)935-2896 ON THE MAGNETIC MEDIA.PRINTED REPRESENTATIONS OF THE DRAWINGS AND SPECIFICATIONS WOBURN,MA♦ LAKEVILLE,MA ♦MANCHESTER,NH ISSUED SHALL BE THE ONLY RECORD COPIES OF ALLEN&MAJOR ASSOCIATES,INC.'S WORK PRODUCT. / J � JJr/ / i IIIV�IIJIi� ell, „ %NdD INNJ➢lW�iI/%'ypVnmix4l ,f L!1////GA1 aiaia�rl(I / b �j j 1J1J1 ////O//iiiii7 rrr rr %f/f)(ffjylV'(4M11 G/i e � l��r % II(r rlcNrl<,iuTren f, %/i r�oVN,YIJ�r�P' /re)VN41G'IICvk&MY'TrJfPNJrJ�if� rG i �� %r/// �!N�i�/ 1f/%b j burr/ fi//% l �v �/ j�l f 1Jox1s,Niii; fff, %NNwurg ri r �r; 1ui �Ippa�J� 19pVlr1 r," /� % f 1JIl w " % ,,.Ju�dnLiw�irr Yid 1!Jdlll 1JjA �V1�/I1Jll¢ 1001 IF r /ApfJt f' ii,,5�ugVN f 1A' ,ldlli x��ir�mii, 3� / A SITE �WIN �,/" r � 1'� �r1�9ur �+yf11�/r/��vial///�f�ii<ilrn<��t��1N�is'�iN�ulurrr�flf��� /i%� , /, �J I l yrr rr� P1111.001i � ' NyJii i CUIN%�µr rlai%/iiry / j/ �/ mamwa , it yr i r�Mini, vfflla 0 11, yJ; uw rzll, r 1 iWro�4, r f JYJ ltm l ;0 11I,,���, s✓ 1 s� /f SAW* e0ffl offil 41 / yrs lF �, I; ff AF f MA GIS WETLANDS MAP 1429 OSGOOD STREET PROJECT NO. 2351-02 DATE: 04-12-2018 NORTH ANDOVER, MA SCALE: 1"=200' DWG.NAME: EXHIBITS ALLLN & MAJOR Copyright©2018Allen&Ma or Associates,Inc. DESIGNED BY: SM CHECKED BY: WK All Rights Reserved ASSOCIATES, INC. civil & structural engineering♦land surveying environmental consulting♦landscape architecture THIS DRAWING HAS BEEN PREPARED IN ELECTRONIC FORMAT.CLIENT/CLIENT'S REPRESENTATIVE OR SHEET No. W W w. a i i e n m a; o r. c o m CONSULTANT MAY BE PROVIDED COPIES OF DRAWINGS AND SPECIFICATIONS ON MAGNETIC MEDIA 100 COMMERCE WAY FOR HIS/HER INFORMATION AND USE FOR SPECIFIC APPLICATION TO THIS PROJECT.DUE TO THE WOBURN 01888-0118 TEL:(781)935- POTENTIAL THAT THE MAGNETIC INFORMATION MAY BE MODIFIED UNINTENTIONALLY OR OTHERWISE, EX-3 FAX:(781)935-288996 1) ALLEN&MAJOR ASSOCIATES,INC.MAY REMOVE ALL INDICATION OF THE DOCUMENTS AUTHORSHIP FAX ON THE MAGNETIC MEDIA.PRINTED REPRESENTATIONS OF THE DRAWINGS AND SPECIFICATIONS WOBURN,MA• LAKEVILLE,MA •MANCHESTER,NH ISSUED SHALL BE THE ONLY RECORD COPIES OF ALLEN&MAJOR ASSOCIATES,INC.'S WORK PRODUCT. I Fr r/rrrrYlJml9/1ar� �' i r r; �l/•/OJ!G,91jJ joi;1 0 � "�� ,�` 14 ICI •m'N i" �'��. dl- SITE 1 FEMA FLOOD INSURANCE RATE MAP ESSEX COUNTY JULY 3,2012 MAP NUMBER: 25009CO226F FEMA FIRM MAPS 1429 OSGOOD STREET PROJECT NO. 2351-02 DATE: 04-12-2018 NORTH ANDOVER, MA SCALE: 1"=300' DWG.NAME: EXHIBITS ALLLN & MAJOR Copyright©2018Allen&Ma or Associates,Inc. DESIGNED BY: SM CHECKED BY: WK A11 Rights Reserved ASSOCIATES, INC. civil & structural engineering♦land surveying environmental consulting♦landscape architecture THIS DRAWING HAS BEEN PREPARED IN ELECTRONIC FORMAT.CLIENT/CLIENT'S REPRESENTATIVE OR SHEET No. W W w. a i i e n m a; o r. c o m CONSULTANT MAY BE PROVIDED COPIES OF DRAWINGS AND SPECIFICATIONS ON MAGNETIC MEDIA 100 COMMERCE WAY FOR HIS/HER INFORMATION AND USE FOR SPECIFIC APPLICATION TO THIS PROJECT.DUE TO THE WOBURN MA 01888-0118 POTENTIAL THAT THE MAGNETIC INFORMATION MAY BE MODIFIED UNINTENTIONALLY OR OTHERWISE, EX-4 TEL:(781)935-6889 ALLEN&MAJOR ASSOCIATES,INC.MAY REMOVE ALL INDICATION OF THE DOCUMENTS AUTHORSHIP FAX:(781)935-2896 ON THE MAGNETIC MEDIA.PRINTED REPRESENTATIONS OF THE DRAWINGS AND SPECIFICATIONS WOBURN,MA♦ LAKEVILLE,MA ♦MANCHESTER,NH ISSUED SHALL BE THE ONLY RECORD COPIES OF ALLEN&MAJOR ASSOCIATES,INC.'S WORK PRODUCT. f„ 9' , IF �r / k if! /OF Vj r »VsF %rrrarr/ �iYll/// NV/Vy1Y 11�9y Yl/l�Vsp 00001,flrinf iU /f r/ OFF, ///%/ IlSfpi�llf /// i�'iA�Guircofi,`hfisfiSfViu0L1YJirS1%D%/�iV1G� ........� � �NM4% ir/HJ !Wd4I Is,, i / / i�/�%/iiiii���r/j iuu»YrdflYlwlYvncaill�oPnl�i/�1)7aY1/i I � � / „rmnoyr% lhsY svrr?V,9r lWy, ii r "1IrtNYNru ,r i 1%H1 Y,IIN(JR "-,Ill/ai uf�iig/sir itafr�Yfnir,�l! J y,„ /� trrfy%rfnsYu' 1/'„ O/H16(p r" UO;'yIID' rnu dal�'srJJ, r r, r // �/ �, �isrsuy��,slr,, '�I�VillD llll/WV'fvi6 /l �O�iyalnuy lr Jl //r it �SITE ! / JYJma�j J ]. 4%, 00,�, r r !�' o, j A/V 11w, 1fiV», t,M'NM009*rU/ (rr/�f691LY VhlG,i%ifilVfV%/0%Fi fl /rIIW�i'"!/lHi/ Y 'am tau, ✓c,,,;r i,,,,%,,,,,� is % 6, rill- aai // : �� Nl'IIVIGv//,%!�6MJg{�NII�WVQi91)V1W/rniietn�, / /i // oiii a„„ rr/ /////%%////%%//%%// j // / v jJ l /, j' 'Mi + ar ja P; iro iJ` i a ll ,N f(r%gl,i4�V 1r �JI r�Jr7ii I IIII�r yyIII� r %r �((0 y; elyh j� OF %� I rri'oo (��jp� ; ,rrrsu dif f, y �JrdG h, �� r rd^1r9�0,�- 1 �' r� /l/i/ irlf/V7Gllli(��JJJJJ� 6I llrr f I% ' y y; 411 /i MA GIS NHESP 2008 PRIORITY& ESTIMATED HABITATS (NO NHESP PRIORITY OR ESTIMATED HABITATS MAPPED ONSITE) PRIORITY & ESTIMATED HABITATS 1429 OSGOOD STREET PROJECT NO. 2351-02 DATE: 04-12-2018 °III, NORTH ANDOVER, MA SCALE: 1"=200' DWG.NAME: EXHIBITS ALLLN & MAJOR copyright©2o18Allen&Ma or Associates,Inc. DESIGNED BY: SM CHECKED BY: WK A11 Rights Reserved ASSOCIATES, INC. civil & structural engineering♦land surveying environmental consulting♦landscape architecture THIS DRAWING HAS BEEN PREPARED IN ELECTRONIC FORMAT.CLIENT/CLIENT'S REPRESENTATIVE OR SHEET No. W W w. a I I e n m a; o r. c o m CONSULTANT MAY BE PROVIDED COPIES OF DRAWINGS AND SPECIFICATIONS ON MAGNETIC MEDIA 100 COMMERCE WAY:(781)935- FOR HIS/HER INFORMATION AND USE FOR SPECIFIC APPLICATION TO THIS PROJECT.DUE TO THE TEL�1VOBURN 01888-0118 POTENTIAL THAT THE MAGNETIC INFORMATION MAY BE MODIFIED UNINTENTIONALLY OR OTHERWISE, EX-5 FAX:(781)935-288996 ALLEN&MAJOR ASSOCIATES,INC.MAY REMOVE ALL INDICATION OF THE DOCUMENTS AUTHORSHIP FAX ON THE MAGNETIC MEDIA.PRINTED REPRESENTATIONS OF THE DRAWINGS AND SPECIFICATIONS WOBURN,MA♦ LAKEVILLE,MA ♦MANCHESTER,NH ISSUED SHALL BE THE ONLY RECORD COPIES OF ALLEN&MAJOR ASSOCIATES,INC.'S WORK PRODUCT. Section 6.0 Appendix RAINFALL DATA MANNING'S NUMBER TABLES NRCS SOILS REPORT TEST PIT#1 LOG TEST PIT#2 LOG TEST PIT#3 LOG TEST PIT#4 LOG RAIN GARDEN SIZING CALCULATIONS GRASSED SWALE VELOCITY CALCULATIONS RAINFALL DATA F-1. Rainfall Data for Massachusetts from Rainfall Frequency Atlas of the United States (TP-40) ■ Users of this Handbook should note that current MA DEP written guidance (see DEP Waterlines newsletter--Fall 2000)requires the use of TP-40 Rainfall Data for calculations under the Wetlands Protection Regulations and the Stormwater Management Policy. More stringent design storms may be used under a local bylaw or ordinance. However,DEP will continue to require the use of TP-40 in any case it reviews under the Wetlands Protection Act and Stormwater Management Policy. Adjusted Technical Paper 40 Design Storms for 24-hour Event by County County Name 1-yr 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 24-hr 24-hr 24-hr 24-hr 24-hr 24-hr 24-hr Barnstable 2.5 3.6 4.5 4.8 5.7 6.4 7.1 Berkshire 2.5 2.9 3.8 4.4 5.1 5.9 6.4 Bristol 2.5 3.4 4.3 4.8 5.6 6.3 7.0 Dukes 2.5 3.6 4.6 4.9 5.8 6.5 7.2 Essex 2.5 3.1 3.9 4.5 5.4 5.9 6.5 Franklin 2.5 2.9 3.8 4.3 5.1 5.8 6.2 Hampden 2.5 3.0 4.0 4.6 5.3 6.0 6.5 Hampshire 2.5 3.0 3.9 4.5 5.2 5.9 6.4 Middlesex 2.5 3.1 4.0 4.5 5.3 5.9 6.5 Nantucket 2.5 3.6 4.6 4.9 5.8 6.5 7.2 Norfolk 2.5 3.2 4.1 4.7 5.5 6.1 6.7 Plymouth 2.5 3.4 4.3 4.7 5.6 6.2 7.0 Suffolk 2.5 3.2 4.0 4.6 5.5 6.0 6.6 Worcester 2.5 3.0 4.0 4.5 5.3 5.9 6.5 F-2 Hydrology Handbook for Conservation Commissioners March 2002 MANNING'S NUMBER TABLES VALUES OF THN ROUGHNESS C0ZMCrZNT n VALUES OF THZ ROUGHNESS COEMCIENT n (conHnued) (Boldface figures are values generally recommended in design) Type of channel and description Minimum Normal Maximum Type of channel and description Minimum Normal Maximum A. CLOSM CONDUrrs FwwiN(; PARTLT FULL A-1. Metal B. ti unat rmD oit Burr- CRANNEIA a. Brass,smooth 0.009 0.010 0.013 B-1. Metal b. Steel a. Smooth steel surface 1. Lockbar and welded 0.010 0.012 0.014 1. Unpainted 0.011 0.012 0.014 2. Riveted and spiral 0.013 0.016 0,017 2. Painted 0.012 0.013 0.017 c. C iron b. Corrupted 0.021 0.025 0.030 ast i. Coated 0.010 0.013 0.014 B-% Nonmetal 2. Uncoated 0.011 0.014 0.016 a. Cement 1. Neat,surface 0.010 0.011 0.013 & Wrought iron 2. Mortar 0.011 0.013 0.015 1. Black 0.012 0.014 0.015 2. Galvanized 0.013 0.016 0,017 b. Wood s. Corrugated metal 1. Planed,untreated 0.010 0.012 0.014 1. Subdrain 0.017 0.019 0.021 2. Planed,creosoted. 0.011 0.012 0.015 2. Storm drain 0.021 0.024 0.030 3. Unplaned 0.011 0.013 0,015 ► 4. Plank with battens 0.012 0.015 0.018 A-2- Nonmetal a. Lucite 0- 0.009 0.010 5. Lined with roofing paper 0.010 0.014 0.017 (D 008 b. Glass 0.009 0.010 1.013 c. Concrete c. Cement 1. Trowel finish 0.011 0.013 0.015 1. Neat,surface 0.010 0.011 0.013 2. Float finish 0.013 0.015 0.016 3. Finished,with gravel on bottom 0.015 0.017 0.020 0-1 2. Mortar 0.011 0.013 0.015 d. Concrete 4. Unfinished 0.014 0.017 0.020 (D good seco23 Go 1. Culvert,straight and free of debris 0.010 0.011 0.013 5. Gunite, tion 0.016 0.019 o. 6. Gunite,wavy section 0.018 0.022 0.025 2. Culvert with bends, connections, 0.011 0-013 0.014 7. On good excavated rock 0.017 0,020 and Dome debris & On irregular excavated rock 0.022 0.027 3. Finished 0.011 0.012 0.014 finish Sewer with manholes, inlet, etc., 0.013 0.015 0.017 d. Concrete bottom Boat ed with sides of straight 1. Dressed Stone in mortar 0.015 0.017 0.020 5. Unfinished,steel form 0.012 0.013 0.014 2. Random stone in mortar 0.017 0.020 0-024 6. Unfinished,smooth wood form 0.012 0.014 0.016 3. Cement rubble masonry,plastered 0.016 0.020 0.024 7. Unfinished,rough wood form 0.015 0.017 0.020 4. Cement rubble masonry 0.020 0.025 0.030 & Wood 1. Stave 0.010 0.012 0.014 5. Dry rubble or riprap 0.020 0.030 0.035 Gravel bottom with sides of. 2. Laminated,treated 0.015 0.017 0.020 s1. Formed concrete 0.017 0.020 0.025 A clay 2. Random Stone in mortar 0.020 0-023 0.026 1. Common drainage tile 0.011 0-01S 0.017 & Dry rubble or ripmp 0.023 0.033 0.036 2. Vitrified sewer 0.011 0.014 0.017 3. Vitrified Sewer with oles,inlet, 0.019 0.016 0.017 f, Brick L Glased 0.011 0.013 0.015 etc. cemen mudw 6 4. Vitrified Su in with open Joint 0.014 0.016 0.018 2. In t 0.012 0.01 0.018 1. Brickwork 0. mawnry 1. Glazed 0.011 0.013 0.016 1. Cemented rdbbie 0.017 0.026 0.030 2. Lined with cement mortar 0.012 0.015 0.017 2. Dry rubble 0.023 0.032 0.035 It. Sanitary sewers coated with sewage 0.012 0.013 0.016 X Droned uM 0.013 0.015 0.017 slimes,with bends and connections i. Asphalt 0.013 0.013 i. Paved invert,sewer,smooth bottom 0.016 0.019 0.020 1. smooth I. Rubble masonry,cemented 0.018 0.025 0.030 2. Rough 0.016 0.016 Vegetal lining 0.030 0.500 VALUM of TEM ROUGHNESS CONMCXZNT It cm6n VALE or wis 'RovoiaN CoF,"icir T n (continued) Type of channel el and description m um Normal Maximum Type of channel and description Minimums Normal Maximum C. EXCAVATEDon DazDaw b.. Mountain streams, no vegetation in a. Earth,straight and uniform channel, banks usually steep, trees 1, Clean,,recently completed 0.016 0.01 0.020 and brush along banks submerged at 2. Clean,after weathering 0.018 0.022 0.025 high stages 3. Gravel,uniform section,clean 0 0.025 0.030 1. Bottom: gravels, cobbles, and few 0.030 0.040 0.050 � 4; With short gram,few weeds 0.022 0.027 0-033 boulders b. Earth,winding and duggish 2. Bottom:cobbles with large boulders 0.040 0.050 0.070 1 No vegetation 0.023 0.025 0.030 2. flood pl . 2. Grass, a. Pasture,n 3. Dense weeds or aquatic plants in 0.030 0.035 0.040 1. Short gum 0.025 0.030 0.0-35 deep channels 2. Efigh _gram 0.03.0 0.035 0.0-50 4. Earth bottom and rubble sides 0.028 0.030 0.035 b. Cultivated area 5.. Stony bottoms and weedy banks 0.025 0.035 0.040 1.. No crop 0.0`0 0.030 0.040 0. Cobble bottom and clean aides 0.030 0.040 0.050 2. Mature row crops 0.012,E 0.035 0.045 c. e-excavated or dredged 3. Mature field crops 0.030 0.0,0 0-0 0 1. No vegetation 0.025 0.028 0.033 c.. Brush 2. Ught brush on banks 0.035 0.050 0.060 1. Scattered brush,heavy weeds 0.035 0.050 0.070 , dt Rock cuts 2. Light brush and trees,in winter 0.035 0.0,50 0.060 1. Smooth and uniform 0.025 0.035 0.040 3. Light brush and try,in summer 0.040 0.060 0-080 2. Jagged and irregular 0.035 0.040 0.050 4. Medium to dense brush,in winter 0.045 0.070 0.110 , e. Channels not maintained, weeds and 5. Medium to dens brush P in summer 0.070 0.100 0.160 brush uncut d. Trees 1. Dense weeds,high as flow depth 0.050 0.0800.120 1. Dense willows,summer,straight 0.110 0.150 0..200 2. mean bottom,brush on sides 0.040 0.050 0.080 2. Cleared land with tree stumps, no 0.030 0.040 0.050 3. Same,highest stage of flow 0.04s 0.o7o 0.110 sprouts 4. Dense brush,high stage 0.080 0.100 0.140 3. Sarre as above, but with. heavy 0.050 0.060 0.080 D. NATURAL 'STREAMS growth of sprouts =1} Minor streams (top width at flood 4. Head stand of'timber,a few down 0.080 0.100 0-120 <100 ft) trees,little undergrowth,flood stage _ a. Streams on plain below branches 1 Clean,straight,fill stage,no rifts or 0.025 0.030 0.033 5. Same as above,but with flood stage 0.100 0.120 0;160 deep pools reaching branches 2. Same as above,but more stones and 0.030 0.0 0.040 D-3. Major strums (top width at flood stage weeds >100 f . The n value is less than that 3. Clean, winding, some pools and 0.033 0.040 0.045 for minor stream of Similar description, show because banks offer less effective tive nee. 4. Same as above,but some weeds_ d 0..035 0.04,E 0.050a. Regular motion with no boulders or 0.025 ..... 0.060 stones brush . Same as above,lower stages, more 0.040 0.048 0.055 bb Irregular and rough section 0.0 5 ..... 0.100 ineffective slopes and sections 0. Same as 4,but more stoners 0.045 0.050 0.060 7. Sluggish reaches,weedy,deep pals 0.050 0.070 8. Very weedy reaches,deeps pools,or 0.075 0.100 0.150 floodways with heavy d of tim- ber and underbru NRCS SOILS REPORT USIA United States A product of the National Custom Soil Resource Department of Cooperative Soil Survey, Agriculture a joint effort of the United Report for States Department of CS Agriculture and other Essex o u n Federal agencies, State Y, Natural agencies including the Resources Agricultural Experiment Massachusetts, Conservation Stations and local Service participants Northern ar f� it1�f' ,'..: V I�IIIIIII uuuum IIIIIIIIIIIIIIIIIIIII IIII�IIIIIJJN ^^^ , 1 ? 010 f i I March 15, 2018 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nres.usda.gov/wps/ portal/nres/main/soils/health/)and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nres)or your NRCS State Soil Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/? cid=nres142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at(202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or(202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 HowSoil Surveys Are Made..................................................................................5 SoilMap.................................................................................................................. 8 SoilMap................................................................................................................9 Legend................................................................................................................10 MapUnit Legend................................................................................................ 11 MapUnit Descriptions.........................................................................................11 Essex County, Massachusetts, Northern Part................................................ 13 6A Scarboro mucky fine sandy loam, 0 to 3 percent slopes.....................13 25513 Windsor loamy sand, 3 to 8 percent slopes.................................... 14 255D Windsor loamy sand, 15 to 25 percent slopes................................ 16 256A Deerfield loamy fine sand, 0 to 3 percent slopes............................ 17 305B Paxton fine sandy loam, 3 to 8 percent slopes................................18 310E Woodbridge fine sandy loam, 3 to 8 percent slopes....................... 20 651 Udorthents, smoothed....................................................................... 21 Soil Information for All Uses...............................................................................23 Soil Properties and Qualities..............................................................................23 Soil Physical Properties..................................................................................23 Saturated Hydraulic Conductivity (Ksat)......................................................23 References............................................................................................................27 4 How So'll Surve Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 Custom Soil Resource Report scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and 6 Custom Soil Resource Report identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. 7 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 Custom Soil Resource Report Soil Map ° ° 327040 327080 327120 327160 327200 327240 420 43 39"N 420 43'39"N CO • ti ti • f I M M M ti IN M C r Soil f�1ap a not be valid at t is s ale. 420 43 29"N 420 43'29"N 327040 327080 327120 327160 327200 327240 Co C.n ZD Map Scale:1:1,560 if printed on A portrait(8.5"x 11")sheet. ZD Meters °� N 0 20 40 80 120 Feet 0 50 100 200 300 Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 19N WGS84 9 Custom Soil Resource Report MAP LEGEND MAP INFORMATION Area of Interest(AOI) laeg Spoil Area The soil surveys that comprise your AOI were mapped at Area of Interest(AOI) 1:15,800. Stony Spot Soils Very Stony Spot Soil Map Unit Polygons - Warning:Soil Map may not be valid at this scale. Soil Map Unit Lines Wet Spot Enlargement of maps beyond the scale of mapping can cause Other misunderstanding of the detail of mapping and accuracy of soil Soil Map Unit Points � g pp g y _ Special Line Features line placement.The maps do not show the small areas of Special Point Features contrasting soils that could have been shown at a more detailed Blowout Water Features scale. Streams and Canals E Borrow Pit Transportation Please rely on the bar scale on each map sheet for map Clay spot Rails measurements. == Closed Depression , Interstate Highways Gravel Pit Source of Map: Natural Resources Conservation Service US Routes Web Soil Survey URL: r Gravelly Spot Major Roads Coordinate System: Web Mercator(EPSG:3857) 4 AlLandfill Local Roads Maps from the Web Soil Survey are based on the Web Mercator Lava Flow Background projection,which preserves direction and shape but distorts distance and area.A projection that preserves area,such as the _€ Marsh or swamp ImAerial Photography Albers equal-area conic projection,should be used if more Mine or Quarry accurate calculations of distance or area are required. Miscellaneous Water This product is generated from the USDA-NRCS certified data as Perennial Water of the version date(s)listed below. Rock Outcrop Soil Survey Area: Essex County, Massachusetts, Northern Part Saline Spot Survey Area Data: Version 13,Oct 6,2017 Sandy Spot Soil map units are labeled(as space allows)for map scales Severely Eroded Spot 1:50,000 or larger. Sinkhole Date(s)aerial images were photographed: Aug 29,2014—Sep Slide or Slip 19,2014 Sodic Spot The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor shifting of map unit boundaries may be evident. 10 Custom Soil Resource Report MapLegendUnit Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 6A Scarboro mucky fine sandy 2.1 18.4% loam,0 to 3 percent slopes 255B Windsor loamy sand,3 to 8 3.7 32.0% percent slopes 255D Windsor loamy sand, 15 to 25 2.9 25.4% percent slopes 256A Deerfield loamy fine sand,0 to 0.1 0.9% 3 percent slopes 305B Paxton fine sandy loam,3 to 8 1.9 16.3% percent slopes 310B Woodbridge fine sandy loam,3 0.3 2.8% to 8 percent slopes 651 Udorthents,smoothed 0.5 4.2% Totals for Area of Interest 11.4 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor 11 Custom Soil Resource Report components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 12 Custom Soil Resource Report Essex County, Massachusetts, Northern Part 6A—Scarboro mucky fine sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2svky Elevation: 0 to 1,320 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 250 days Farmland classification: Not prime farmland Map Unit Composition Scarboro and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Scarboro Setting Landform: Drainageways, outwash deltas, depressions, outwash terraces Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Base slope, tread, dip Down-slope shape: Concave Across-slope shape: Concave Parent material: Sandy glaciofluvial deposits derived from schist and/or sandy glaciofluvial deposits derived from gneiss and/or sandy glaciofluvial deposits derived from granite Typical profile Oe-0 to 3 inches: mucky peat A -3 to 11 inches: mucky fine sandy loam Cg1 - 11 to 21 inches: sand Cg2-21 to 65 inches: gravelly coarse sand Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Very poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (1.42 to 14.17 in/hr) Depth to water table: About 0 to 2 inches Frequency of flooding: None Frequency of ponding: Frequent Salinity, maximum in profile: Nonsaline (0.0 to 1.9 mmhos/cm) Available water storage in profile: Low(about 4.7 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 5w Hydrologic Soil Group: A/D Hydric soil rating: Yes 13 Custom Soil Resource Report Minor Components Swansea Percent of map unit: 10 percent Landform: Swamps, bogs Landform position (three-dimensional): D i p Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes Walpole Percent of map unit: 5 percent Landform: Outwash plains, depressions, outwash terraces, depressions, deltas Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Tread, dip, talf Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes Wareham Percent of map unit: 5 percent Landform: Depressions Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes 25513—Windsor loamy sand, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 2svkf Elevation: 0 to 1,210 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Farmland of statewide importance Map Unit Composition Windsor, loamy sand, and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Windsor, Loamy Sand Setting Landform: Dunes, outwash plains, outwash terraces, deltas Landform position (three-dimensional): Tread, riser Down-slope shape: Convex, linear Across-slope shape: Convex, linear 14 Custom Soil Resource Report Parent material: Loose sandy glaciofluvial deposits derived from granite and/or loose sandy glaciofluvial deposits derived from schist and/or loose sandy glaciofluvial deposits derived from gneiss Typical profile O-0 to 1 inches: moderately decomposed plant material A - 1 to 3 inches: loamy sand Bw-3 to 25 inches: loamy sand C-25 to 65 inches: sand Properties and qualities Slope: 3 to 8 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Excessively drained Runoff class: Low Capacity of the most limiting layer to transmit water(Ksat): Moderately high to very high (1.42 to 99.90 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Salinity, maximum in profile: Nonsaline (0.0 to 1.9 mmhos/cm) Available water storage in profile: Low (about 4.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: A Hydric soil rating: No Minor Components Hinckley, loamy sand Percent of map unit: 10 percent Landform: Outwash plains, kames, eskers, deltas Landform position (two-dimensional): Summit, shoulder, backslope Landform position (three-dimensional): Nose slope, side slope, crest, head slope, rise Down-slope shape: Convex Across-slope shape: Linear, convex Hydric soil rating: No Deerfield, loamy sand Percent of map unit: 5 percent Landform: Terraces, outwash plains, deltas Landform position (two-dimensional): Footslope Landform position (three-dimensional): Tread, talf Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No 15 Custom Soil Resource Report 255D—Windsor loamy sand, 15 to 25 percent slopes Map Unit Setting National map unit symbol: 2svlb Elevation: 0 to 1,290 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Not prime farmland Map Unit Composition Windsor and similar soils: 90 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Windsor Setting Landform: Dunes, outwash plains, outwash terraces, deltas Landform position (three-dimensional): Tread, riser Down-slope shape: Convex, linear Across-slope shape: Convex, linear Parent material: Loose sandy glaciofluvial deposits derived from granite and/or loose sandy glaciofluvial deposits derived from schist and/or loose sandy glaciofluvial deposits derived from gneiss Typical profile Oe - 0 to 1 inches: moderately decomposed plant material A - 1 to 3 inches: loamy sand Bw-3 to 25 inches: loamy sand C-25 to 65 inches: sand Properties and qualities Slope: 15 to 25 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Excessively drained Runoff class: Low Capacity of the most limiting layer to transmit water(Ksat): Moderately high to very high (1.42 to 99.90 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Salinity, maximum in profile: Nonsaline (0.0 to 1.9 mmhos/cm) Available water storage in profile: Low (about 4.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: A Hydric soil rating: No 16 Custom Soil Resource Report Minor Components Merrimac Percent of map unit: 5 percent Landform: Stream terraces, kames, outwash plains, outwash terraces, eskers, moraines Landform position (three-dimensional): Rise Down-slope shape: Convex Across-slope shape: Convex Hydric soil rating: No Hinckley Percent of map unit: 5 percent Landform: Outwash plains, kames, eskers, deltas Landform position (two-dimensional): Summit, shoulder, backslope Landform position (three-dimensional): Nose slope, side slope, crest, head slope, rise Down-slope shape: Convex Across-slope shape: Linear, convex Hydric soil rating: No 256A—Deerfield loamy fine sand, 0 to 3 percent slopes Map Unit Setting National map unit symbol: vj7g 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 Deerfield and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Deerfield Setting Landform: Terraces Landform position (two-dimensional): Footslope Landform position (three-dimensional): Tread Down-slope shape: Concave Across-slope shape: Concave Parent material: Loose sandy glaciofluvial deposits derived from granite and gneiss Typical profile H1 - 0 to 9 inches: loamy fine sand H2-9 to 33 inches: loamy fine sand 17 Custom Soil Resource Report H3-33 to 60 inches: stratified sand 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 layer to transmit water(Ksat): High to very high (6.00 to 20.00 i n/h r) Depth to water table: About 12 to 36 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Low (about 3.9 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3w Hydrologic Soil Group: A Hydric soil rating: No Minor Components Windsor Percent of map unit: 15 percent Hydric soil rating: No Wareham Percent of map unit: 5 percent Landform: Depressions Hydric soil rating: Yes 305B—Paxton fine sandy loam, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 2t2q p Elevation: 0 to 1,570 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: All areas are prime farmland Map Unit Composition Paxton and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Paxton Setting Landform: Hills, ground moraines, drumlins Landform position (two-dimensional): Backslope, summit, shoulder Landform position (three-dimensional): Side slope, crest, nose slope 18 Custom Soil Resource Report Down-slope shape: Linear, convex Across-slope shape: Convex Parent material: Coarse-loamy lodgment till derived from gneiss, granite, and/or schist Typical profile Ap -0 to 8 inches: fine sandy loam Bw1 - 8 to 15 inches: fine sandy loam Bw2- 15 to 26 inches: fine sandy loam Cd-26 to 65 inches: gravelly fine sandy loam Properties and qualities Slope: 3 to 8 percent Depth to restrictive feature: 18 to 39 inches to densic material Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water(Ksat): Very low to moderately low (0.00 to 0.14 i n/h r) Depth to water table: About 18 to 37 inches Frequency of flooding: None Frequency of ponding: None Salinity, maximum in profile: Nonsaline (0.0 to 1.9 mmhos/cm) Available water storage in profile: Low (about 3.1 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: C Hydric soil rating: No Minor Components Woodbridge Percent of map unit: 9 percent Landform: Hills, ground moraines, drumlins Landform position (two-dimensional): Backslope, footslope, summit Landform position (three-dimensional): Side slope Down-slope shape: Concave Across-slope shape: Linear Hydric soil rating: No Ridgebury Percent of map unit: 6 percent Landform: Drainageways, hills, ground moraines, depressions Landform position (two-dimensional): Backslope, footslope, toeslope Landform position (three-dimensional): Head slope, base slope, dip Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes Charlton Percent of map unit: 5 percent Landform: Hills Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No 19 Custom Soil Resource Report 310B—Woodbridge fine sandy loam, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 2t2gl Elevation: 0 to 1,470 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: All areas are prime farmland Map Unit Composition Woodbridge, fine sandy loam, and similar soils: 82 percent Minor components: 18 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Woodbridge, Fine Sandy Loam Setting Landform: Hills, ground moraines, drumlins Landform position (two-dimensional): Backslope, footslope, summit Landform position (three-dimensional): Side slope Down-slope shape: Concave Across-slope shape: Linear Parent material: Coarse-loamy lodgment till derived from gneiss, granite, and/or schist Typical profile Ap - 0 to 7 inches: fine sandy loam Bw1 - 7 to 18 inches: fine sandy loam Bw2- 18 to 30 inches: fine sandy loam Cd-30 to 65 inches: gravelly fine sandy loam Properties and qualities Slope: 3 to 8 percent Depth to restrictive feature: 20 to 39 inches to densic material Natural drainage class: Moderately well drained Runoff class: Medium Capacity of the most limiting layer to transmit water(Ksat): Very low to moderately low (0.00 to 0.14 in/hr) Depth to water table: About 18 to 30 inches Frequency of flooding: None Frequency of ponding: None Salinity, maximum in profile: Nonsaline (0.0 to 1.9 mmhos/cm) Available water storage in profile: Low (about 3.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: C/D Hydric soil rating: No 20 Custom Soil Resource Report Minor Components Paxton Percent of map unit: 10 percent Landform: Hills, ground moraines, drumlins Landform position (two-dimensional): Summit, shoulder, backslope Landform position (three-dimensional): Side slope, crest, nose slope Down-slope shape: Convex, linear Across-slope shape: Convex Hydric soil rating: No Ridgebury Percent of map unit: 8 percent Landform: Drainageways, hills, ground moraines, depressions Landform position (two-dimensional): Backslope, footslope, toeslope Landform position (three-dimensional): Head slope, base slope, d i p Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes 651—Udorthents, smoothed Map Unit Setting National map unit symbol: vjwk Elevation: 0 to 3,000 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: Not prime farmland Map Unit Composition Udorthents and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Udorthents Setting Parent material: Excavated and filled land loamy and/or excavated and filled land sandy and gravelly Typical profile H1 -0 to 6 inches: variable H2- 6 to 60 inches: variable Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Capacity of the most limiting layer to transmit water(Ksat): Moderately low to very high (0.06 to 20.00 in/hr) 21 Custom Soil Resource Report Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6s Hydrologic Soil Group: A Hydric soil rating: Unranked Minor Components Urban land Percent of map unit: 10 percent Hydric soil rating: Unranked Beaches Percent of map unit: 8 percent Hydric soil rating: Unranked Dumps Percent of map unit: 2 percent Hydric soil rating: Unranked 22 Soil Information for All Uses Soil Properties and Qualities The Soil Properties and Qualities section includes various soil properties and qualities displayed as thematic maps with a summary table for the soil map units in the selected area of interest. A single value or rating for each map unit is generated by aggregating the interpretive ratings of individual map unit components. This aggregation process is defined for each property or quality. Soil Physical Properties Soil Physical Properties are measured or inferred from direct observations in the field or laboratory. Examples of soil physical properties include percent clay, organic matter, saturated hydraulic conductivity, available water capacity, and bulk density. Saturated Hydraulic Conductivity (Ksat) Saturated hydraulic conductivity (Ksat) refers to the ease with which pores in a saturated soil transmit water. The estimates are expressed in terms of micrometers per second. They are based on soil characteristics observed in the field, particularly structure, porosity, and texture. Saturated hydraulic conductivity is considered in the design of soil drainage systems and septic tank absorption fields. For each soil layer, this attribute is actually recorded as three separate values in the database. A low value and a high value indicate the range of this attribute for the soil component. A"representative"value indicates the expected value of this attribute for the component. For this soil property, only the representative value is used. The numeric Ksat values have been grouped according to standard Ksat class limits. 23 Custom Soil Resource Report Map Saturated Hydraulic Conductivity (Ksat) ° ° 327040 327080 327120 327160 327200 327240 420 43 39"N 420 43'39"N C") • .f 1 � ti 0 r. CO f 1 � fit/ M M Q M c r Soil f�1ap a not be valid at t��is s ale. 420 432911 N 420 43'29"N 327040 327080 327120 327160 327200 327240 Co U) ZD Map Scale:1:1,560 if printed on A portrait(8.5"x 11")sheet. ZD Meters °� N 0 20 40 80 120 Feet 0 50 100 200 300 Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 19N WGS84 24 Custom Soil Resource Report MAP LEGEND MAP INFORMATION Area of Interest(AOI) Transportation The soil surveys that comprise your AOI were mapped at Area of Interest(AOI) Rails 1:15,800. Soils Interstate Highways Soil Rating Polygons Warning:Soil Map may not be valid at this scale. US Routes ® <=4.6600 Major Roads Enlargement of maps beyond the scale of mapping can cause 0 >4.6600 and<=70.7800 misunderstanding of the detail of mapping and accuracy of soil 71 >70.7800 and<_ Local Roads line placement.The maps do not show the small areas of 92.3636 Background contrasting soils that could have been shown at a more detailed >92.3636 and<= Aerial Photography scale. 100.0000 >100.0000 and<= Please rely on the bar scale on each map sheet for map 113.8400 measurements. 0 Not rated or not available Soil Rating Lines Source of Map: Natural Resources Conservation Service Web Soil Survey URL: <=4.6600 Coordinate System: Web Mercator(EPSG:3857) >4.6600 and<=70.7800 >70.7800 and<= Maps from the Web Soil Survey are based on the Web Mercator 92.3636 projection,which preserves direction and shape but distorts >92.3636 and<- distance and area.A projection that preserves area,such as the 100.0000 Albers equal-area conic projection,should be used if more >100.0000 and<= accurate calculations of distance or area are required. 113.8400 Not rated or not available This product is generated from the USDA-NRCS certified data as of the version date(s)listed below. Soil Rating Points <=4.6600 Soil Survey Area: Essex County, Massachusetts, Northern Part >4.6600 and<=70.7800 Survey Area Data: Version 13,Oct 6,2017 >70.7800 and<= Soil map units are labeled(as space allows)for map scales 92.3636 1:50,000 or larger. >92.3636 and<= 100.0000 >100.0000 and<= Date(s)aerial images were photographed: Aug 29,2014—Sep 113.8400 19,2014 Not rated or not available The orthophoto or other base map on which the soil lines were Water Features compiled and digitized probably differs from the background Streams and Canals imagery displayed on these maps.As a result,some minor shifting of map unit boundaries may be evident. 25 Custom Soil Resource Report Table—Saturated Hydraulic Conductivity (Ksat) Map unit symbol Map unit name Rating(micrometers Acres in AOI Percent of AOI per second) 6A Scarboro mucky fine 92.3636 2.1 18.4% sandy loam,0 to 3 percent slopes 255B Windsor loamy sand,3 100.0000 3.7 32.0% to 8 percent slopes 255D Windsor loamy sand, 15 100.0000 2.9 25.4% to 25 percent slopes 256A Deerfield loamy fine 113.8400 0.1 0.9% sand,0 to 3 percent slopes 305B Paxton fine sandy loam, 4.0600 1.9 16.3% 3 to 8 percent slopes 310B Woodbridge fine sandy 4.6600 0.3 2.8% loam,3 to 8 percent slopes 651 Udorthents,smoothed 70.7800 0.5 4.2% Totals for Area of Interest 11.4 100.0% Rating Options—Saturated Hydraulic Conductivity (Ksat) Units of Measure: micrometers per second Aggregation Method: Dominant Component Component Percent Cutoff.-None Specified Tie-break Rule: Fastest Interpret Nulls as Zero: No Layer Options (Horizon Aggregation Method): Depth Range (Weighted Average) Top Depth:0 Bottom Depth: 100 Units of Measure: Inches 26 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/ nres/detail/national/soils/?cid=nres 142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:H www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nresl42p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11 th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nresl42p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y 87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/ home/?cid=nres 142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 27 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/ nres/detail/soils/scientists/?cid=nres 142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/? cid=nres 142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/lnternet/FSE—DOCUMENTS/nrcsl42p2—O52290.pdf 28 TEST PIT LOGS P ,�I°._�� � ...4 4���, L T a n. I���4N C) 1.,1 S F"� ��°��'()F) T,1➢.I d,� ��"���➢r��"�._�'�� ��� 1*"� �T a I:) . C ,T%J T O L �T�,''� � �m, ��➢�E I'''«� � OTHER: ryry T � R 7 W F ! T� ¢ ry.. } g7�.., ,.,, r brA �,...M� C ,C,,,..v D,p.' 11",..f'� >i, E G E AT �_N: 0 dr PY� 1 a._",d,�1 1 a.�k�L�"Ia �Y. I E � ..C"PJE—u �.�,.Cy d._�d j-',, F I a n 4 E YJ«.� F;.. El r �� Fi l RC I i � f.�0.'��,.�a w��,.f P_��w � 1-I _.R D I ST A C I"zS OP I,rIq WAT,F., °. BO I Y POSSIBLE WET WITffER WELL, . .DEEP O E ., Sol 1, OTHER {- W'2 LOAMY SAND 7-5 T 2 2 S,GRAIN .F1 IA-B,➢.,I, I COMNL 3 B w L .` 1 I YTS GRANULAR FRIABLE MAN C:I STONY MLI II.11 1 15Y MASSIVE SL.FIRM I`N PLACE C3 2CD COBBLY COARSE SILTY LOAM 5YR 5 5 BLOCKY FIRM IN PLACE 11/6 GR-AVELI 1 OU1., 1';R "" STRATIFIED SI.CL.LOAM 2.5 R. 6 6 PLATY ON COBBLES %BOULDERS SAND 5YR I I LOOSE Cr FI.T,,Y LOAMY SAND T5YR 2 2 S.GRAM V..FRIABLE V L 0.AMU 2-5 YR 4 4 MASSIVE SL.FIRM IN PLACE t�l 1°m L O1_IL I:DRY COARSE�„ 1 L.r Y 1�'��� "1 1 1 B '� FIRM PLACE � �"�, RAVE L .�d TI-A IFH� I.CL,LOAM „ '`�R 6 PLATY d %COBBL*, HIGH CHRUMA I ➢ LOOSE .. L 1 ` " 13WI W' TRAV IL 11 SA D 5 GRAM' '-FRIABLE' MNL 1 ISTONYI� 1. I"I' 1I 51 �' �IL FRIABLE MANY ;a C12 COBBI.,X la,-`0 YR 4 4 MASSIVE S1,,FIRM IN PLACE C3 2CD BOUI DERY _U E SILTY LOAM 5 Y'R 5 5 10YR 5 5 B LOC K Y FIRM IN PLACE %GRAVEL 31 �r 'FkA"rITw"IELD I� �L..LOAM . 1 � a �� 1'➢,, T " COBBLES CEWN"I"ED BOULDERS LOW CHROMA ,"4-11"R 1 WGRAVELLY 1"111--'0'1 . " STONY MEDIUM111 0 YR, 3 3 10YR 33 RA �C3 2, ..:� LI . ' COARSE I � L m . T �I, 4 2mm�" 1 ➢ � I�1 � T 'L �, �1 TI�1 I�➢.�ACE D P14 I3 ➢.,.1LDERY STRAI�IFIE I➢.T L '� 5 � 5 R, BL CK FIRM I ➢. I, i i -17 1"���3 BC STONY I RNIE 1'°4 Y LOAM 1 ' ''1� ��� 1I�II�1�I I1 w.1�Iu11� �'I.I�T1I, MANY C2 COBBLY MEDIUM LOANt 2,5YR 4 MANY MASSIVE L, FIR R PL °: CD 1301,JLDIERY COARSE SILTY LOAM 5YR 5 5 11LOCKY FIRM IN PLACE L(Wl 1:➢ ;°"' L0A1�4Y SAN 7. ' . 1 � I� G1 A1 1 V°Is1 I. TAG C'� MANY CI C12 ']"ANY 1w,IEDIUM L(:)Atvl 15 4 4 FRO ill"lM➢El�IT ?v'l AS IS 1V1", SL.,H.RM rN, PLyACI-E 2CD C0HBI..,Y C0jV,,IS:E S I i..TY L 0A I 5 Y1:, 5 5 j B LOCK Y FIRM I BOLF1..,1 ERY STRA]"IFIE'D s1.CL.LOAM 2.5 YR 6 61 1 I AT) �, COBBLES STONES V.FIfU4 W ....... _.._.—_m...,..----------- .,,.... ,,. 1 �. ', p,P..„ ��.,.,— _-t.� i %7 ,,...;.F ° �,,, r. °x'„,�. .,� i.., I...Mw- ..,.. � �".�M._�,P. i *,�..l P _4� ..,,,��, I' �'o " y,�, .,,a y, ", ,N �r N 1 ._b �, jl-k:NlD USE'. AGRICULTURAL URAL FIELD / V7 C' 1'1" 1,0T LAI,01 GlUkDEI lh1 / r.,17 E w,)LOPE f w N d...d.. 8 ,t,,, .5 1�� 2,5 2 m ..�5 �.r�I,C;M g��,�; 'E o �O N.G"�r,� C B �J'C.,i a J? � �7,�,_�1 �� � B O U,L D.a Px x l qq y/Mp-a �vq. q �qp-0,,:: �,.,.h.w �,�p" ��° py,' �'o I,.9,...,�Ir'gµ Iq�.•,,Wp y{�.A 9 -° 6..m rp�,.7' y,M^.« If o,�W,, TF"!R, !H rw�_,Yg yyp „.q�.„.w y{,:' 3 n«"�-' y� ':;::W�rtry "Cp;j ,W,��, yp.k WI ""'',7µ., g^',y: !i�;:'pp ,.� Zy mi" "°MN,r' rryry.k^� 'WP 6�'�&,,..N 1 a.ld.,.J.,4„_i. u� ,:+,.:.'�4,1Y �d M ��:..J�,...; �I.r a N I„i'a ry.�R...�,. K'W A.,...1�n ,,:,�f, d,��,i,W. ,9,V v �� 9.�n„�S W, W �,I,'k, b 4'J„v..+9 I ..A.�.,n Y.M, �..m.M Y x.....,�.! a. J� YI, P�P:,,'4R�..,r p� d'M."��'M..&,..I�"tl P"���a,P:i���4'M°..�, _w :. p�, 4:,,"�,,, r i, 1, ,„ ,v.•„, a...,� �fl '^.." .�i, °...',,, r. o "1'�r "0,- rv".,, �r.� P°-� ,.,.� � f 1°.w�9 ?�..x._�'x.a,� Il�REl a 32�,.w, l). l�TE LUi� iERL'EA IILIf1,�.�1,1!]..�EI�11.RY H.B. �:�'�w�l_,��.,�.�r"��:Mti�'` L.fit,. FiLl-TEDE 1�� DRUI),1:LIN/k 11, TERPliC/TILL RI G /OL1":WASH PLAIN/ESKE /Gll`O:R1I) 1,110RAINE 0 T H E p ' IT,10�""1 ON LAI DS(m.APE,. �'S�UMV1:T M 11�'RJJ.jDEP-, BACKSLOPE F00'"ll"Sri,L01:'1 E 11:hOE'SLOP I)ISTA,NCES FRO�11: OPEN �IATE,P. BODY'. ;lE9.' AREA: -.-DRINKING �IATER WELL: EEP OBSERVAI 10NA410LE LOG D ,P'T I I-ORI ON :AIL, SOIL 1 1 :, FEATURES TEXTURE COLOR 0 1 w�—'BW .1.��� f :D 7.5 Y e II .III .����" �"., comm. BW3 L I'lI E � LOAM 10YR, ! ABLE _ :. �. � � .. .ANY 'R -5 5 BLOCKY FIRM IN P1", GE,' %GRAVEL BOUL ERY TRA"I"I`IEF SL CL LOAM " 6 6 PLATY %COBBLES n .I " L . BW3 BC STONY FINE »>„ °r ,�� ANY C I C2 COBBLY QViEDlt MAM 2.5 YR 4 4 MASS]. VE Sl-FIRM IN PLACE ✓r STRATIFIED S I. L5 Y,R 5, 5 B LOC K Y f"IRM FN PLACE �,I, . I :,.5 YR 6 6 PLATY COBBLE M HIGH CHROMA I I I 1 O a d W RoOTs T(), BIWI I W GRAV LL.�r' L0Ah4,Y SAND 7. I yl",:_ �c,x �T�� 1 T, GRANULAR PLIABLE MANY � ,,�,„x" ILL I 1 " LOAM7.5Y 4 = 1AASSIVE I., F"IRM IN PLACE C3 2CD BOULDERY c OX S,E SlUrY LOAM 5YR 5 10YR 5 5 BLOCKY FIRM IN PLACE 7 7 7 V.FIRM %STONES U)W CHROMA. A Y< SAND 5YR I I I I _O �Lw ROOTS,"F RAVE]'„,l L Lr�� L Al� SAND 7. R .GRAIN " .. ,I°`I I :31_,1 ComK 1 GRANULAR FRIABLE MANY BW3, STONY I m "I�o (6" ND Y L­0­ANK I OYR 3 3 1 O;YR 3 "I L. II 11 1" .. �I. BOULI.ERY r' Iu-lF�I SILTY LOAM 5YR 5 5 5YR5 5 BL 1 "' FARM[N P I,AC E GRAVEL 7 7 7 d � h L"Ll lay° .�'�Y�T' �'�1 I� 8 8 8 Le M JI Mtl � �,� BOULDERS t FEW ROOTS 1,01 FI BC TONY IATNE NL)Y 1.,()A, °I I COMMON GRANUL.KTZ �s��.i�U31,,L, N Cl C2 M LOANI 5YR 4 4 NIANY MASSIVE SL.FIRM R4 PLACE 3 7 13 R 1 1 �ILT L �, I' �5 YR, ,' 5 BLOCKY FIR; {fN PLACE 5"GRAVEL, STRATIFIED I L.LOAM ,5' ' FINE, I' AI'' 9,io COBBLES I I ;w� C°0,4\kl N,I 7, )'IZ. I: ['ICI I . I IN F 1" 11.,I ' '. 11 I � 1 �� 1 IT�I �� .I3 '3 I .°" GRAVELLY 1 ilZAI1,LA,I, I`11. �. L. s1 11 " Cl1 C 1`C) " 11�II ��1 LOAM e, 1 � ^I I I" T II rl I PLACE pp ^q ARSE � >e *,., .,. k ➢" I�0 �1 Y'.I,. .,..;, 11_��.��..I 1�111�1 IN PLACE I„ �;_�I�� � � d"`VLI. L��ILII T:E k R- 1 IL1F,1 1.Cl—L,() 2.5Yl 6 I'`P TII 1�'I-,,A Y _, .,,, BOIJIDERS ,- �. 1 Al...�, 1"�;:�( 1"o 1� I. 1 1, 1 , ..�. �.�.I IN ��p� �,�� °A m, ��E`J.DlN G,l°f""I a , .�1'�e 4 S 11 I WTI , A D f-I)EEP H(OLE ... . .......... ...... LAND 1JSE: V7000L1,14DS FIE1,I) LOT / LAW14 / G.AlP".T)El'N / S LOP 0-31 3-8 8-15 15-25 25-35 SUR17,.ACE S,'TOIiES: COBL��lES ST('l')TlFS / BIDULI.A'11�"'--'ll V G 7 , 7i", ' J� '70, T " J IEE �T11� PI 'l"2JIp r17"i.PI , -FI 1lE� P "lltiE C DPR Fl T, IIENJ YF"oJ W B 1 P,C 11 1'p It'S F,E."I,I I i I C I,"c')!,"y W I 1 1 GRNI'). PRJE L Eil,T li E F"I..j EA F I I,�J C i"'L F Tj E R R Y I 1 1, H Ll)t'-,B R Y L B, BLUl"HIE'RRY (3RI'S' !JJ4 D F"'O P,1,4 TERRACE/TILL RIDGE/OUTWASH Mll")RA.114Z OTHEI,�'. POS'll".10N 0�"j 1JUIDSCAPE-1 S IHvll i I T SHOULDER BACKrSLOPE F007'SLOPE TOE.SLOPE DISTA14CE"S 01'EN Vil,'�TER BODY: IBLE VIET AREA: DIUNK.TNG WATER DRAIiIJAGE WAY: I PROPERTY LINE: OTHER: ' "ION HOLE, LOG DEEP OBSF RVA I F son' DEF"I'll HiORIZON SOIL SOIL REDOX. 17EX"113RE, COLOR s"FRUC,113RE CONSISTENCY OTHER 0 .......... A SAND 5Y-R, I I LOOSE FEW' ROOTS Tol 13WIBW2 J-,0ANfY SAND 7,5YR 2 2 S,GRAIN V.FRIABLE Comm, BW3 BC GI VELLY FINE SANDY LOAM 10YR. 3 3 GRANULAR FRIABLE MANY C I C2 STON MEDIUM LOAM 2,5Y'R 4 4 MASSIVE SL.,FIIW TN PLACE C3 2CD COBBL'Y COARSE SILYY LOAM 5 yk 5 5 BLOCKY FIRM,rN PLACE '�,o GRAVEL BOULDERY S'rR,AlTiFli.D SL Cl",-LOAM 25YR 6 6 PLATY %COBBLES 7 7 V.FIRM STON,E''S 9 8 CEMI!,"NTE,D Oxf.)BOuLDERS A SAND 5YR, I I LOOSE FEW ROOTS TO BW I 'BW'2 GRAVELLY 1,-.0,&MY SAND 7.5YR 2 2 S.GRAfN V.FRIABL,E com'Nlf. 13 W3 B C ISTONY F,IN E SAN'DY LOAM 10YR 3 3 GRANULA R, FRIAJ31J,, MANY C.1 C2 COBBLY NfJ'.-,DI1JM LOAIM 25YR 4 4 MASSFVE SI-.FIRM IN PLACE C3 2CD BOULDERY COARSE su.,'ry LOAM 5YR 5 5 BLOCKY FIRM IN, PLACE %GRAVFU, STRA"I"IFIED Sl C L 1",0 Am 15YR 6, 6 PLATY %CO1313 LES 7 7 V-FIRM 8 CEMEXITI) %BOULDERS HIGI I Cl IROMA. A SAND 5 Y'R I I I I LOOSE FF"w R00,17ST0. BWI.BW-'? GRAVELLY LOIVAY SAND 7_ 'I2 2 2 2 S.GRAIN V,FRIABLE comlV1. 13W3 BC STONY FINE SANDY LOAM 10 YR 3 3 5ylz 3 3 GIZANULAR FRIABLE MANY' C I C2 COBBLY MEDR.JM LOAM 2-5YR 4 4 7.5YR 4 4 MASSIVE HRM rN PLACE C3 2CD BOULDE"RY COARSE SILl'Y'I-0,A2vl 5,YR, -5 5 10YR 5 5 BLOCKY FIRM IN Pl,,ACE, lo G,I Z A V 1"'L SIT�A'1711[E`D S11.("'L.LOAM 2.5 YR 6 6 6 6 PLATY %COBBLES V.FIRM %STON ES %,BOULDERS LOW CHROMA A, SAND 5YR I I I I LOOSE FEW R0(')TS'l'0l: B WI B W2. GRAVELLY FINE LOAMY SAND 7.5YR 2 2 2 2 S.GRAIN V,F-TIABLE COMM, BW3 BC STON Y MEDIUM SA14DY LOAIM 10YR 3 3 1 oylz 3 -3 GRANULAR, 'I C2 COBBLY COARSE LOAM 2.5YR .4 4 2.5YR 4 4 MASSIVE L.FIRM IN PLACE C3 2CD BOLILDERY STRAT'IFIED SJLTY LOAM 5YR 5 5 5YR 5 5 BLOCK)` FIRM INPLACE %GRAVEI, SI,C'L,LCVN 2-5YR 6 6 6 6 PLATY 'Ab COBBLES 7 7 7 7 V FIRlyl "No S"FONES 8 8 8 8 CEMENI'hl) %BOU1,DERS A SAND 5YR I",,OOSE 1.E'W R00'I'S'I'0: BW'l BW2 G�!AVFLLY LOAMY SAND 7.5 Y'R 2 2 FEW S.GIMIN V FRIAJ3j,,,j,.- comN�' I.131W F NDY I.OAM 10�T. 3 3 COMMON (3Ri"j'LAJZ F1111,I&BLE, MANY S 1,.,,F RM ILL.A C E C I C2 COBBI..,,Y MEDIUM I..,0AJVl 15YR �4 4 MANY I rN HRM IN PLACE D C BOULI)f R,Y COARSE SILTYLOANI 5YR 5 5 BLOCkY,,,,�, %b GRAVEL STRATIFIED SI,CL.LOAM 2.5 YR. 6 6 FINE, 1:'LA71"Y COBBLES '7 7 N11"'DIUllyl V.FIRM sl"ONEls 8 8 COARSE C)"MEWED BOULDERS, A V,ErF SA-ND sy R, I I U'-)0S E F4.1w P-001"ST01-1 B I B%kll f,0Al\,4Y SAM) 7-5YTZ 2 2 1.A INI, S GRA V�� V FRIAJ31,F' C DW3 BC GRA V ELL Y' SklqDY LOANI 1 10 YR 3 3 D]sl"HINIC"I" GRANULAR FRIABIJ MAN Y Cl lC2 S]'O'N'Y ?y I E"D I L JIM, LOAM 2.5,YR 4 11 K 0�lvl IN E1,41'F MASSIVE SL.,FIRilyl IN PLACE ('13 2CD C01381.'y COARSE SILTY LOAM. 5 YR 5, 5 BLOCKY I"[1 IN PLACE �,"o GRAVEL B 0(..l.,D E R Y s'r ib%i-i r,'I i",o sl.C.L.-I.."()AM 2.5 YR 6 6 DEP"I'l 1. PLA'FY CO13B]..,ES S"TONF"S 8 S C F"N!E IT,D '),'6 13101-JI-DERS ............. ........................................ ......... RAIZEN'l.'NlA'FElU.AI D111"I'l I I cT.R()U,Nl)%VA'FE,R IN! I'llE HOU"i WEHIN i F R,0 N4 P'll"F A C ADDPA SD �...____..._._ _ ...____rv.w._..._ ,. T F DEEP 14 C:J1-1 � 1",P., H ,w R LAND WOODLANDSdGRLCUL U LT FIELD / VAr '47 a ry L O �,,.6J�I,-A fifl °=,:a' L MA.J.CM..A S LO P�^�( , ) ," ") ,1 ..1 ..1._5 1_; 5 2 3 5 SURFACE, IS"T 011,Morn; GOBBLES / S Ot,4 E�.� I.:0 T,..I I,D I_1 R S ry w i . '.w.,�,�^: w T14 .'s y g p.-,—, g�'��,o a"" r�..��y �..�'ry g p a �-y,^". "p-y ° _��a N',..y ,. �,,. p Q q-.._y,{.�,-.d'„.,� 7 r, m r'r"{-N"I'''^" C"y,T'�v"`.. ..!Y.�.._1 7l' ., I I:'{' ,a V.J� 1�'�Ly as✓L,+ "'4,�0.:, "1 9.�....:"wm ,G 1.,.� 4,. [1,1.s '';�3 d.aLl 6",,0'•-^P,�F'w""^,..7 Lo«.La. D y_�i I�:'�LI�" ��.:",�� ',.d.�'S,,.m~'..,pm'z. ,^ I ,l D FOF-lwl: I-)RJ L1I°4 1 i1' TERIACE 'TILL °.T GE :UTWA PLAIN, ES KE R GR,()UND I`0Pam.INE OTHER D I `�" 14(.,F',' FROM:, OPEN WATER TER I"O D'YPOSSIBLE �IE`�' AREA:IAA D I�.114I°' N�� �IA`1'F�I�, WELL DEEIP 0113w i , ' —J E, LOG SOIL I K) I O SOIL L SOIL I COX. TEXTURE COLOR F,EAT6II,',.F, STRUMI-IRI:`1 NS'[S I F NCY OTHER J3WIq1W2 LOANM SAND 7.5YR 2 2 _GRAM V.FRI R ,III L BW3 IBC GRAVELLY FIwEv �w'� 1 b'a m, 1�I`�^' GRANULAR FRIABLE MANY C1 C2 *rON Y a ,Y .. "�� 44 MASSIVE ," PLACE ,. CD �..OBBL COARSE' ILI 'LOMA 5Y � BLOCKY I;_Y FIRM IN PLACE a" BOL.ILI FIB, "' .I1I-ATJFIED 'I Cl,,,,,LOMA 2,5YR 6 6 PLATY 'i` 1%STONES ("'EMENTE,D BOULDERS SAND 5YR I I LOOSE FEWR00TS7*0,.- (3� B W 2 I, ILI.. Ir I II S. FRIABLE Comm, '�' FC C ION �� ,� III" � � ,,,I� I IC I GRANULAR�R.ANI`JLAR F.I.I. .I I,,L MANY I C3 2 CL I:U._ILDERY COARSE SILTY ROAM 5YR, 5 5 BLOCKY FIRM TN PLACF - V.FIRM STONES FBI 5 YR LOOSE I I� x� ROOTS T �I'"�„J �13 T.� I�, ��I 2 S.GRAIN V-FRIABLE COMM., ,u .. � I � IR �F1LI r1_ 9-E . F�I I- 4 7. MASSIVE I,FI MANY PLACE , � �IL AIL I" I�.�AM X0 GIZ ,�'L "I'RAl"IFILI: St, L.LOANT 2,5,YR6 6 6 6 ITT �T�COBBLES %STONES fLOW CHROMA , SAID 5YF I 1 I ] LOOSE FEW Iw ,.I'a BWIBW2 G R.A V E LL Y FfNIE LOAN-TY SAND 7,5Y'R 2 21 2 2 S.GRAIN V.FRIABLE Comm. 3 133, BC STONY MEDRAVI SANDY L;0AM IOYR 3, 3 101 Y R GRANULAR, 'RIABLf', MANY ,.I C2 COBBI.N COARSE LOAM 2_ YR 4 4 2.5,)rR 4 it MASSIVE ! w L.FAFUNI I, PLACE 2CI) BOUL F . TR-A IyIFIED II-TY LOAM .I. 5 5 5YR 5 5 BLOC F'IRM IN PLACE %GRAVEL I (L LOB 2.5 Y R 6 6, 6 6 PLATYCOBBLES 7 ,.F"III R I SAND YR I I 1,00SE FEW ROOTS r T : FEW S,GRjUIN V,F II, 3 L F, CI , BW STONY FINE SANE) LOAM 10YR 3, 3 :O IIyIoIwI GRAN JL I FRIABLE LE MANY C I C2 COBBLY il-,D I M LOAM 2-5YR 2—I 4 4 MANY MASSIVE L.FIRM IN PLACE '3 2,C I:, BOULDER Y :E SILTYLOANI 5YR 5 5 BLOCKY FIR MI IN PLACE, 0/'o'GRAVEL ;I^"F`RATIFIFF :I,CL.LOAM 15 YR 6 6 FIDE PLATY COBBLES o S T I.. F °„I.,111 S I B ,,'R I I L OOSE FEW.W x� .r ^.I w I,.,I^ x. . ', Y.. �I I I �. �IP IJ� �_ate "LLLY , � _ I J1 mI I c��m ��ti. .FILx�I.� R FRi �I,I-' \RI A I C 1 m a,ON Y N—I F9,I)i t.I m I.,: I I _ Y R 4 I 11 PI,M DI FIB T MASSIVE I.,.FIRM IN P l-,, (--`F 3 Cf) COBBLY COARSE SILTY BI-OCKY 111IRM IN PLACE IRAV I:la FOUL E 'C°RATIIi"IED Sly_CL.1-0ANI 2,5 YR6 DI-�",Pll1. 1 1, ', t C �,�'l 11 �I(,II I°IV.._�N � ,�.�..FIR ; '�'���.. T)IN""IN I'll' �C 1I:],E � �����.F�k'1 �a�°m��.� ����� � J�.:.��,m �_:..���..�� Jil-`- RAIN GARDEN SIZING CALCULATIONS Rain Garden Sizing Calculations New Development Required Rain Garden Size FSubcatchment Total Roof Area Rain Garden Percentage of Percentage of non- No. Area (sf) (sf) Area (sf) Total Area Roof Area 5.0% 7.0% 1 71019 0 292 4.2% 4.2% 351 491 2 23,992 2,901 459 1.9% 2.2% 1,200 1,679 3 60,694 18,360 11133 1.9% 2.7% 31035 4,249 GRASSED SWALE VELOCITY CALCULATIONS Grassed Swale Velocity Calculations Trapeziodal Shape b= 4 ft d= 1 ft z= 2 ft Cross Sectional Area= bd+zd2 6 sf Subcatchment 3 7Peak NORa Peak Velocity (cf 1/2" Storm 0.42 0.1 2-Year Storm 3.86 0.6 10-Year Storm 5.98 1.0 25-Year Storm 7.58 1.3 ................................................................................................... .. .........................................................F .....................................................................100-Year Storm 11.15 1.9 Per the Stormwater Handbook,velocites for grassed swales should be kept below 5 ft/s. Section 7.0 Watershed Plans EXISTING WATERSHED PLAN PROPOSED WATERSHED PLAN SOILTEXIURE:SL - `Be / J -STUDY POINT#2 SCS-255D� l STORM EVENT PEAK RATE WINDSOR LOAMY SAND 1 2"STORM 0.18 CFS 15-25%SLOPES TP13 FlLL 2-YR STORM 1.50 CFS HSG A ESFiGvw554 10-YR STORM 2.26 CFS ` 25-YR STORM 2.17 CFS - ` TP4 ice` 100-YR STORM 4.17 CFS SOIL TDOURE:SL ` ESHGW:14' E AREA=23,994 S.F. ——_ 0.55 AC. 2E 0 CN=89 _SOLTS G SCS-255D � WINDSOR LOAMY SAND 15-25%SLOPES HSG A STUDY POINT#1 TP7 SOIL7FXTURE:A STORM EVENT PEAK RATE I \ ESHGW.tr 1 2"STORM 0.07 CFS II E 2-YR STORM 0.66 CFS 10-YR STORM 1.03 CFS 25-YR STORM 1.32 CFS 100-YR STORM 1.95 CFS I SCS-305B ARE =10,638 S.F. PAXTON FINE SANDY .24 AC. OF _ I WAYNE A. LOAM ? S[91 SCS-255B KEEENER 3-8%SLOPES � WINDSOR LOAMY SAND CIVIL N No.41313 HSG C 3-8%SLOPES 00 �FG'mo o` HSGA PROFESSIONAL ENG NEER OR ALLEN&MAJOR ASSOCIATES,INC. 2 07-05-2018 REISSUED TO TOWN SCS-6A 1 06-21-2018 REVISED BUILDING PROGRAM STUDY POINT#3 SCARBORO MUCKY FINE STORM EVENT PEAK RATE SANDY LOAM REV DATE DESCRIPTION 1 2"STORM 0.49 CFS - 0-3%SLOPES APPLICANT\OWNER: 2-YR STORM 4.14 CFS ,_ HSG A/D OLIVER ENTERPRISES,INC. 10-YR STORM 6.27 CFS 5 HANCOCK STREET 25-YR STORM 7.86 CFS WOBURN,MA 01801 100-YR STORM 11.33 CFS �� `` PROJECT: -6 AREA=57,073 S.F. TPs 0 1.31 AC. 1429 OSGOOD STREET soILTEXTURE:FRI CN=97 ESHGW.V NORTH ANDOVER,MA PROJECT NO. 2351-02 DATE: 04-12-2018 3 `` SCALE: 1'-20' DWG.NAME: 2351-02 O \W-7 DESIGNED BY: BES CHECKED BY: WK Ti PREPARED Rv: �l • L�N A — 3E TP#1 *4% SOIL SOIL TE1f1URE s< ESHow:5 TP2 ALLEN& MAJOR. SOILTEKIURE:FILL E ,,r 41) ASSOCIATES,INC. N `_ ` / civil&structural engineering*land surveying environmental consulting#landscape architccturc W *■ w w w.a l I c n m a j o r.c 0 m 00 COMMERCE j •\�....11 �� ■ 1WOBURN NfA O R91Y oc TEL:(781)935-6889 FAX:(781)935-2896 • l�lAl�TZ ^�` WOBURN,NIA♦LAK1 V1LLE,-NIA♦MANCHE�STER.NH Q `• ` THIS DRAWING CUENT/CUENrSHAS BEEN PREPARED IN ELECTRONIC FORMAT. DIG SAFE \ CONSULTANT MAY BE /A-1 / PROVIDED COPIES OF DRAWINREPRESENTAGS AND SPECIFICATIONS ON MAGNETIC j M- �t�Jate MEDIA FOR HIS/HER INFORMATION AND USE FOR SPECIFIC CJ o _13 APPLICATION TO THIS PROJECT.DUE TO THE POTENTIAL THAT THE N M-14 MAGNETIC INFORMATION MAY BE MODIFIED UNINTENTIONALLY OR p OTHERWISE,ALLEN&MAJOR ASSOCIATES,INC.MAY REMOVE ALL INDICATION OF THE DOCUMENTS AUTHORSHIP ON THE MAGNETIC •�t�C-14 ��P,aPHI(' 'SCALE WINGS AND SPECIFICATON$ISEDIA.PRINTED SUED SHALL BET TONS HE THE COPIES OF N *A-17 20 0 10 20 4a 80 ALLEN&MAJOR ASSOCIATES,INC.S WORK PRODUCE. �� ►A-1Y w BEFORE YOU DIG SCS-3106 -15 DRAWING TITLE: SHEET No. 'p CALL 811 OR WOODBRIDGE FINE �+iWt_1a s IN rzrT) 1-888—DIG—SAFE SANDY LOAM 1-'h ft EXISTING WATERSHED PLAN EWP Z 1-888-344-7233 3-8%SLOPES \ --14tLt-17 Copw+iehip2018;illcm R M1i jor 4ysouutcv,Inc. All fliuhts RscrvcJ 'Wi LTEXRJR[SL STUDY POINT#2 �� SCS 255D STORM EVENT PEAK RATE EXISTING �_ WINDSOR LOAMY SAND =>= 1 2"STORM 0.18 CFS 0.18 CF RV TP13 15-25/o SLOPES U. 2—YR STORM 1.49 CFS 1.50 CFS \ HSG A SOL TOCRAMR 10—YR STORM 2.25 CFS 2.26 CFS 25—YR STORM 2.82 CFS 2.84 CFS - 100—YR STORM 4.15 CFS 4.17 CFS TExruRE u .14' i' 2P vcw- SCS 255D J - WINDSOR1-OOAMYSAND - 15-25#o SLOPES 4 \ HSG A L--J TP7 STUDY POINT#1 \ STORM EVENT PEAK RATE EXISTING \ SON. 1 2"STORM 0.05 CFS 0.07 CFS P 2—YR STORM 0.45 CFS 0.66 CFS 10—YR STORM 0.70 CFS 1.03 CFS = �` 25—YR STORM 0.90 CFS 1.32 CFS 100—YR STORM 1.32 CFS 1.95 CFS - EXISTING BUILDING — 1 STORY — 0 21,270t S.F.TOTAL 1,900 S.F.OFFICE ' 19,370 S.F.WAREHOUSE SCS-305B ' ' SCS-255B 7 OF 4444' PAXTON FINE SANDY ' WINDSOR LOAMY SAND I WAYNE A. LOAM \' _ 3-8%SLOPES I KEEFNER 3-8%SLOPES L + CIVIL HSG C \ HSG A \\ No.41313 Q \ \ \ PROFESSIONAL'ENGINEER kR ALIEN&MAJOR ASSOCIATES, INC. 1 7- 2 07-05-2018 REISSUED TO TOWN \ SCS-6 1 06-21-2018 REVISED BUILDING PROGRAM STUDY POINT#3 \SCARBORO MUCKI FINE \ \ %\` 1 REV DATE DESCRIPTION STORM EVENT PEAK RATE EXISTING \ SA Y LOAM + ►�C— �\ \ �, 3PES \ 1 APPLICANT\OWNER: 1 2"STORM 0.42 CFS 0:49 CFS ♦ \ \ 2-YR STORM 3.88 CFS 4.14 CFS -4 \\ \GIs' A( \ x 1 OLIVER ENTERPRISES,INC. 10-YR STORM 6.04 CFS 6.27 CFS _ \ 5 HANCOCK STREET 25—YR STORM 7.87 CFS 7.86 CFS ♦ x 1 WOBURN,MA 01801 100—YR STORM 11.29 CFS 11.33 CFS \ \ \ ♦\ / — ■ PROJECT: \\N� \ / \ TIPS 1429 OSGOOD STREET NORTH ANDOVER,MA ♦♦\\ PROJECT NO. 2351-02 DATE: 04-12-2018 \ w -7 \ i \� SCALE: 1 2Y DWG.NAME: 2351-02 \ IF DESIGNED BY: BES CHECKED BY- WK \ ♦\ 1 / pRrPARso m: RE: 3P N \ -= W-S&LTDI UReu p ESHGW:5e ♦ TpOURE.H ALLEN& MAJOR ASSOCIATES,INC. N —10 civil&structural engineering•land surveying ` environmental consulting♦landscape architecture wlaw al Lenmaj or com LZI oc 100 COMDIERCE WAY WORURIN NfA 01801 U ` ` � TEL(781)935-6889 FAX:(781)935-2896 Z �1�aC-12 ►A WOBUR N,�4A♦I.AK1 MILE,MA♦MANCHE�STER.NH • -j.. � THIS DRAWING HAS BEEN PREPARED IN ELECTRONIC FORMAT. ODIG SAFE _ •\ - '`_ CUENT/CUENfS REPRESENTATIVE OR CONSULTANT MAY BE j PROVIDED COPIES OF DRAWINGS AND SPECIFICATIONS ON MAGNETIC �A-1E►A-1 M-13 f k1 MEDIA FOR HIS/HER INFORMATION AND USE FOR SPECIFIC CJ o _13 APPLICATION TO THIS PROJECT.DUE TO THE POTENTIAL THAT THE N M-14 MAGNETIC INFORMATION MAY BE MODIFIED UNINTENTIONALLY OR p OTHERWISE,ALLEN&MAJOR ASSOCIATES,INC.MAY REMOVE ALL INDICATION OF THE DOCUMENTS AUTHORSHIP ON THE MAGNETIC •�f�C-14 G P aP H I C SCALE WINGS AND SPECIFICAT SPECIFICATIONS ISEDIA.PRINTED SUED SHALL BET TONS HE THE COPIES OF N *A-17 20 0 to 20 4a 8o ALLEN&MAJOR ASSOCIATES,INC.S WORK PRODUCE. �� M-1Y w BEFORE YOU DIG SCS-31 OB —15 DRAWING TITLE: SHEET No. 'o CALL 811 OR WOODBRIDGE FINE �+iWt_1a s IN FEET) a 1-888-DIG-SAFE SANDY LOAM 1 n-h ft PROPOSED WATERSHED PLAN PWP Z 1-888-344-7233 3-8%SLOPES \ --14tLt-17 Cop�+iehip2 ALI Ri lcm R M1i Jor 4ysouutcv,Inc. All fliuhts R—J