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70-92 BOSTON STREET - CONSERVATION COMMISSION '70 J 6���iN� 012016 Project No. SALE-0029 Applicant: 139 Grove Street Realty Trust p . O & � COMMUNITY UtVELUPMENT 282 Bennington Street East Boston, MA 02182 REQUEST FOR DETERMINATION OF APPLICABILITY #70-921/2 Boston Street Salem, Massachusetts July 29, 2016 -W,C( WILLIAMS SPARAGES r S 189 N. Main Street,Suite 101 Middleton,MA 01949 Office Tel:978-539-8088 Fax:978-539-8200 www.wsengineers.com Project No. SALE-0029 July 29, 2016 _ WILLIAMS Gregory St. Louis,P.E. SPARAGES Chairman ENGINEERS , VUNNERS • SURVEYORS Salem Conservation Commission 120 Washington Street,3rd Floor Salem, MA 01970 S Subject: Request for Determination of Applicability 70-90-1/2 Boston Street(former Flynntan Site) Dear Mr.Chairman, Enclosed,please find nine (9)copies of a Request for Determination of Applicability (RDA) for a proposed mixed-use development at the former Flynntan site located at 70-90-1/2 Boston Street. The owner and applicant,139 Grove Street Realty Trust,purchased the Flynntan property in June 2015. Since that time,the owner has been working closely with City officials on the redevelopment of the property. Part of the proposed redevelopment involves demolition and removal of the existing structures. We have had several discussions with Tom Devine,your Agent,about filing for the demolition portion of the project versus the actual project. At this point in time,we believe we are far enough along with the permitting process at the Planning Board where it makes sense to file with the Conservation Commision for the entire project,including the demolition and removal of the existing structures. As described in the RDA application form, there is very little work proposed within jurisdictional areas. Therefore,we have decided to file an RDA for the project. Although there is little work proposed within jurisdictional areas,we have included a copy of the project stormwater report for your information. The site plans and the stormwater report have undergone a peer review process with VHB, the Civil/ Site peer review engineering firm chosen by the Planning Board. We look forward to presenting the project to the Commission at your next available public meeting date. Very truly yours, Qrsarages,P.E. Principal cc: MADEP Attorney Joseph Correnti 139 Grove Street Realty Trust 189 North Main Street, Suite 101 • Middleton, MA 01949 • Tel: (978) 539-8088 • www.wsengineers.com —_ I Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Salem WPA Form 1 - Request for Determination of Applicability Citylrown Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 A. General Information Important: When filling out 1. Applicant: forms on the 139 Grove Street Realty Trust anthony@spinellis.com computer, use Name E-Mail Address only the tab key to move your 282 Bennington Street cursor-do not Mailing Address use the return East Boston MA 02182 key. Cityrrown State Zip Code (617) 567-4499 Phone Number Fax Number(if applicable) 2. Representative (if any): Williams&Sparages LLC Firm Chris Sparages P.E. csparages@wsengineers.com Contact Name E-Mail Address 189 North Main Street Suite 101 Mailing Address Middleton MA 01949 Cityrrown State Zip Code (978) 539-8088 Phone Number Fax Number(if applicable) B. Determinations 1. I request the Salem make the following determination(s). Check any that apply: Conservation Commission ❑ a. whether the area depicted on plan(s) and/or map(s) referenced below is an area subject to jurisdiction of the Wetlands Protection Act. ❑ b. whether the boundaries of resource area(s) depicted on plan(s) and/or map(s) referenced below are accurately delineated. ® c. whether the work depicted on plan(s) referenced below is subject to the Wetlands Protection Act. ❑ d. whether the area and/or work depicted on plan(s) referenced below is subject to the jurisdiction of any municipal wetlands ordinance or bylaw of: Name of Municipality ❑ e. whether the following scope of alternatives is adequate for work in the Riverfront Area as depicted on referenced plan(s). wpaforml.dm Page 1 a4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Salem WPA Form 1 - Request for Determination of Applicability City/Town Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 C. Project Description 1. a. Project Location (use maps and plans to identify the location of the area subject to this request): #70-92 1/2 Boston Street Salem Street Address Cityrrown Map 15 Parcel 299 Assessors Map/Plat Number Parcel/Lot Number b. Area Description (use additional paper, if necessary): The subject property is approximately 73,382 square feet, currently containing 3 vacant buildings and is the location of the former Flynntan site. The wetland resource area affecting the property is the 100-year floodline (bordering land subject to flooding (BLSF))associated with flood waters rising from the North River Canal to elevation 10 (NAVD88). The 100 year floodline just crosses onto subject property along Goodhue Street by approximately 40 square feet. About 1/2 of the subject property lies within 100 feet of the 100-year floodline as desribed in the City of Salem Wetlands Protection and Conservation Ordinance thereby requiring a filing with the City of Salem Conservation Commission. c. Plan and/or Map Reference(s): Boston Street Residential Development, Goodhue Street&70-92 1/2 Boston 7/26/2016 Street, Salem, MA Date Title Date Title Date 2. a. Work Description (use additional paper and/or provide plan(s)of work, if necessary): The project involves the redevelopment of the Flynntan site located on Boston Street and Goodhue Street. The redevelopment plans include the construction of 50 residential apartment units, 6 townhouse units, and 824 square feet of retail space within 2 separate buildings. The redevelopment scheme will remove the three (3) remaining structurtes on the property and significantly improve existing conditions. The 100 year floodline just crosses onto subject property along Goodhue Street by approximately 40 square feet. About 1/2 of the subject property lies within 100 feet of the 100-year floodline as desribed in the City of Salem Wetlands Protection and Conservation Ordinance. The local ordinance requires that persons must file a written application for a permit to work within 100 feet of the 100-year floodline. Although minor activity (regrading and utility work in Goodhue Street) is proposed within the 100-year floodline, no filling of the floodplain (or bordering land subject to flooding (BLSF)) is proposed as part of the project on the subject property. wpaforml.doc Page 2 of 4 ILIMassachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Salem WPA Form 1 - Request for Determination of Applicability City(rown Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 C. Project Description (cont.) b. Identify provisions of the Wetlands Protection Act or regulations which may exempt the applicant from having to file a Notice of Intent for all or part of the described work (use additional paper, if necessary). 3. a. If this application is a Request for Determination of Scope of Alternatives for work in the Riverfront Area, indicate the one classification below that best describes the project. ❑ Single family house on a lot recorded on or before 8/1/96 ❑ Single family house on a lot recorded after 8/1/96 ❑ Expansion of an existing structure on a lot recorded after 8/1/96 ❑ Project, other than a single family house or public project, where the applicant owned the lot before 8/7/96 ❑ New agriculture or aquaculture project ❑ Public project where funds were appropriated prior to 8/7/96 ❑ Project on a lot shown on an approved, definitive subdivision plan where there is a recorded deed restriction limiting total alteration of the Riverfront Area for the entire subdivision ❑ Residential subdivision; institutional, industrial, or commercial project ❑ Municipal project ❑ District, county, state, or federal government project ❑ Project required to evaluate off-site alternatives in more than one municipality in an Environmental Impact Report under MEPA or in an alternatives analysis pursuant to an application for a 404 permit from the U.S. Army Corps of Engineers or 401 Water Quality Certification from the Department of Environmental Protection. b. Provide evidence (e.g., record of date subdivision lot was recorded) supporting the classification above(use additional paper and/or attach appropriate documents, if necessary.) wpaforml.doc Page 3 of 4 07/30/2016 SAT 10:18 Pax 005/p05 Massachusetts Department of Environmental Protection 1\ Bureau of Resource Protection-Wetlands Salem WPA Form 1- Request for Determination of Applicability cmrc� 1 Massachusetts Wetlands Protection Act M.G.L. c. 131,§40 D. Signatures and Submittal Requirements I hereby certify under the penalties of perjury that the foregoing Request for Determination of Applicability and accompanying plans,documents,and supporting data are true and complete to the best of my knowledge. I further certify that the property owner,if different from the applicant,and the appropriate DEP Regional Office were sent a complete copy of this Request(including all appropriate documentation) simultaneously with the submittal of this Request to the Conservation Commission. Failure by the applicant to send copies in a timely manner nr y result in dismissal of the Request for Determination of Applicability. Name and address of the property owner: 139 Grove St Realty Trust Nerve 262 6enningtnn Street 6 rf0 Address East Boston Cby/rmvn MA 02182 State xh code Signatures: also understand that notification of this Request will be placed in a local newspaper at my expense in accordance with n 10.0 3)(b)(1 P f the Wetla ds Protection Act rsgulatio/n�s. SigneWra of APP II '' Date lJl� ._...r•'E. '1 �d 2dl(o Sbrreture cfRepresen Ove rf Data ..................................... ........... .... ...................... .................................................. .............,..... ,.... . .................. ......................_.i ......._...... . . . ............_............ .. ... ,........................ ........ ....... _................... ..,............... ..........,...._........ . . . .... apmomn.Ga: Mg.ama WILLIAMS& SPARAGES A 189 NORTH MAIN STREET CIVIL ENGINEERS,PLANNERS& WILLIAM SUITE 101 MIDDLETON,MA 01949 LAND SURVEYORS SPARAGE PHONE:(978)539-8088 FAX:(978)539-8200 S www.wsengineers.com aWI(A - —men�a1 � o �•�. a r 1 ` G rnwood.Golf If I 1 course e� SaltersPoin�� 22 m aPl C v (� F 6�� � eters Point o0 5 ` �p3�/z d 1m Beverly Tuck Harbor Lobster 99 aryDST Buxton �•{'� �"'7� r ` P`�F ` I c� �C�j��y�,- �;,t,,; ' Item R4�FFs�QI,, A . �\ � -.1ot ;..Cbltins ,� C ,r?aEJvsr E—E^..�a^J'r�15Cq �qq� \\,`U'/ .r ,P T✓ PEPIB�D1'� sr � ✓/�/� YIN �^ Fox�5�sr��,6',�/�� by \ � �% N ay ,y` �aGe�dge��alem waJt$ro q� q�NSr�L�R!°e�`�Erro -may 9S \ c�i- � (� _ �\ ^�/B 'moi 1 �1 ` 1 V' �O�aHavnhbrn -v �� ��� S mpg q� L�q�o �` U Hatarf Marina p n a ��9 g Wb tic'< z� o �, r gT n q) 1 Derby Wharf c p �`q Darby— JAa _ Ga110 yy�, ,(� Wharf Light o if! L,a -6nrne south _ � w_h'arf �]3iuer Long Point Palmer �1 N Cove a� c9ow OY 4l�.a i calmer Point im \ i�a � �aaNic 0 w q�� 4�� `UJsl'P l.L� y 'PickennB•Point b O �. Bo dO 6/ I% � 11 �....• A �✓ Salem t . O l p ` ! e� P1 jiggle. r�'L' �` ✓eg / Island~ UNITED STATES GEOLOGIC SURVEY MAP VICfMTY MAP 2012 SALEM QUADRANGLE BOSTON STREET RESIDENTIAL DEVELOPMENT SCALE: 1:24,000(1"=2000') GOODHUE STREET&70-90 z BOSTON STREET CONTOUR INVERVAL=10'(NAVD 88) SALEM, MASSACHUSETTS t : ,<rY STORMWATER REPORT Boston Street Residential Development Goodhue Street & 70-90 1/2Boston Street Salem, Massachusetts July 14, 2016 Revised July 21, 2016 Owner/Applicant: 139 Grove Street Realty Trust 282 Bennington Street East Boston, MA 02182 Prepared By: Williams&Sparages, LLC 189 North Main Street,Suite 101 Middleton, MA 01949 Ph: 978-539-8088 Fax: 978-539-8200 www.wsengineers.com W&S Project No: SALE-0029 . .. ... _. ... _. .. .._ . .. . -W, & WILLIAMS SPARAGES T S E _ u Table of Contents 1 Comparative Drainage Analysis Page 1.0 Purpose 1-1 2.0 Introduction 1-1 3.0 Existing Condition Soil Analysis 1-2 4.0 Stormwater Modeling Methodology 1-2 5.0 Existing Condition Watershed 1-2 6.0 Proposed Condition Watershed 1-3 7.0 Compliance with DEP Stormwater Management Standards 1-3 Standard 1 1-3 Standard 2 1-3 Standard 3 1-3 Standard 4 1-4 Standard 5 1-4 Standard 6 1-4 Standard 7 1-5 Standard 8 1-5 Standard 9 1,5 Standard 10 1-5 8.0 Conclusion 1-5 Total Peak Rate of Runoff Table 1-6 Stormwater Management Area Performance Tables 1-7 through 1-9 2 Stormwater Report Compliance Calculations 1.0 Standard 1 -No Untreated Discharges Or Erosion To Wetlands 2-1 2.0 Standard 2-Peak Rate Attenuation 2-1 3.0 Standard 3-Stormwater Recharge 2-1 4.0 Standard 4-Water Quality 2-2 5.0 Standard 5-Land Uses With Higher Potential Pollutant Loading 2-3 6.0 Standard 6-Critical Areas 2-3 7.0 Standard 7-Redevelopment 2-3 8.0 Standard 8-Construction Period Controls 2-3 9.0 Standard 9-Long Term Operation And Maintenance Plan 2-3 10.0 Standard 10-Illicit Discharges To Drainage System 2-3 TSS Removal Calculation Worksheet-Existing Catch Basins 2-4 TSS Removal Calculation Worksheet-Pretreatment 2-5 TSS Removal Calculation Worksheet-Provided Rate 2-6 Pretreatment Sizing 2-7 through 2-8 Pipe Capacity Calculations 2-9 through 2-20 3 Checklist for Stormwater Report Checklist for Stormwater Report 3-1 4 USGS Locus Map USGS Locus Map 41 5 Long Term Operation & Maintenance Plan Page 1.0 The following BMPs provide pollutant removal and groundwater recharge 5-1 2.0 The following BMPs are utilized to minimize impacts to wetland a resource areas 5-2 Inspection and Maintenance Forms 5-3 through 5-5 6 Long Term Pollution Prevention Plan (LTPPP) 1.0 Street Sweeping 6-1 2.0 Ownership and Maintenance Responsibilities 6-1 3.0 DEP Standard 4 Water Quality 6-1 through 6-3 7 Construction Period Pollution Prevention Plan & Erosion and Sedimentation Control (CPPPP) 1.0 Site Description 7-1 2.0 Erosion and Sediment Controls 7-2 through 7-19 3.0 Other Controls 7-19 4.0 Timing of Controls/Measures 7-19 5.0 Certification of Compliance with Federal,State and Local Regulations 7-20 6.0 Maintenance and Inspection Procedures 7-20 7.0 Non Stormwater Discharges 7-20 8.0 Inventory for Pollution Prevention Plan 7-21 9.0 Spill Prevention 7-21 through 7-23 10.0 Pollution Prevention Plan Certificate 7-23 Inspection and Maintenance Form 7-24 Inspection and Maintenance Form 7-25 Inspection and Maintenance Form 7-26 Inspection and Maintenance Form 7-27 Changes to CPPPP 7-28 8 Soil Test Logs Soil Test Logs 8-1 9 NRCS Web Soil Survey Soil Test Logs 9-1 10 Snow Disposal Guidelines Snow Disposal Guidlines 10-1 11 Deicing Chemical (Road Salt) Storage Deicing Chemical (Road Salt)Storage 11-1 a .Y Project No. SALE-0029 Prepared for: 139 Grove Street Realty Trust 282 Bennington Street East Boston, MA 02182 (617) 293-1525 Comparative Drainage Analysis g y "Boston Street Residential Development" Goodhue Street & #70-921/2 Boston Street Salem, Massachusetts March 24, 2016 Revised July 14, 2016 Revised July 21, 2016 -W,C(— WILLIAMS SPARAGES IAWSIY i flYMM WMf4 T 189 N.Main Street,Suite 101 Middleton,MA 01949 Office Tel:978-539-8088 Fax:978-539-8200 www.wsengineers.com i Comparative Drainage Analysis—Boston Street Residential Development Goodhue Street&#70.92%Boston Street Salem,MA Mara 24,2016 Revised July 14,2016 Revised July 21,2016 Purpose: This analysis includes Reponses to peer reviews received to date by Mr.Kenneth S.Staffier,RE of vhb. This analysis compares the existing and proposed watershed conditions for the Boston Street Residential Development project by analyzing the surface runoff rates to the limit of the watershed analysis shown on the accompanying watershed maps, the results of which are presented on the summary table that follows. Introduction: (No Change) The project is bounded to the north and east by Beaver Street and Goodhue Street, to the northwest by properties located off of Grove Street,to the west and south by Boston Street The premises was previously operated as the Flynntan leather tannery and is now covered by three (3)buildings in poor condition,parking,various debris,very compact gravel/dirt areas and paved driveways. It also appears that a large portion of the previously existing building has been razed and a paved parking lot has been removed leaving behind very compact gravel. The site varies in elevation from approximately 38.2 feet at northwesterly corner of the property to elevation 10 feet at the low point in Goodhue Street opposite an existing catch basin. The 100 year flood elevation is 10.0 feet on the North American Vertical Datum of 1988 (NAVD 88). A very,very small portion of the property (approximately 4 square feet)lies within the 100 year flood plain. There is no filling proposed within this flood plain area,but some land disturbance activities will take place within portions of the floodplain along the sidewalk and right of way of Goodhue Street. Since there is so little activity proposed,the applicant plans to file a Request for Determination of Applicability with the Salem Conservation Commission for the flood plain activity. It should be noted that there are no other wetland resource areas on the property or any proposed disturbances within a wetland buffer zone for this project. The proposal is to redevelop the site with the construction of six (6)Townhouse Units,a Mixed Use Building consisting of Residential&Retail,a parking garage,surface parking,walkways, landscaping,sewer,water and a new drainage system for treatment of stormwater runoff. There was a recently approved site plan and accompanying drainage report submitted by Griffin Engineering Group,LLC as part of the Pediatric Associates of Greater Salem project. Theprevious..„ _ .. .. . . report presented hydrologic soil groups/cover types conststent.with the Griffin report in order to make comparison with the proposed modifications easier to understand. However,it appears that the soil group used for the Griffin Report of"B" may not have been the most accurate when compared to the soil borings. Therefore, through discussions with Mr.Staffier,we have re-run the drainage analysis for a hydrologic soil group of"A" in order to better represent the sand that was observed in the geotechnical exploration of the site. 2 a r Comparative Drainage Analysis—Boston Street Residential Development Goodhue Street&#70-92%Boston Street Salem,MA March 24,2016 Revised July 14,2016 Revised July 21,2016 Existing Condition Soils Analysis: In order to model the runoff parameters for both the existing and proposed watershed parameters, the parent soils on site were mapped using the Web Soil Survey (WSS)made available on the United States Department of Agriculture (USDA) National Resources Conservation Service(NRCS)website. The WSS provides vital soil data and information such as Hydrologic Soil Group (HSG)which is then input into a mathematical model to generate runoff curve numbers. The user inputs the soil cover type as well as the hydrologic soil group to generate a weighted curve number(CN)and also uses the topography of the land to generate a time of concentration (Tc)from which the stormwater runoff rate as well as volume may be calculated for a certain watershed for comparison. The soils present on site are comprised of Urban Land and do not have a rating for a Hydrologic Soil Group (HSG)with the NRCS. After discussions with vhb,we have re-run the runoff calculations using hydrologic soil group"A" in order to better represent the sand that was observed to be present on site. Stormwater Modeling Methodology: The mathematical model used in this analysis was provided using the HydroCAD 10.0 Version developed by HydroCAD Software Solutions LLC. HydroCAD is a program that is used to model the hydrology and hydraulics of stormwater runoff and is based largely on programs and techniques developed by the NRCS,specifically TR-20 and TR-55 as well as other hydraulic calculation methods. HydroCAD allows the user,for a given rainfall event,to generate runoff hydrographs for single or multiple watersheds and is used to determine if a given drainage system is adequate under the desired conditions as well as to predict flooding or other impacts at specified locations such as erosion. Four (4) design storm events were analyzed and the results presented in the tables that follow for the two(2)year,ten(10)year,twenty-five (25)year and one-hundred(100) year storm events for comparison. After discussing with vhb,we have re-run the drainage analysis using the rainfall data from NOAA Atas_14. It should be noted that although DEP has not officially adopted,these rainfall values,they.. ._._...,.. . .. _........ ...... are planning on discontinuing the use of the rainfall values found in TP-40 which is a requirement in the current policy. 3 comparative Drainage Analysis—Boston Street Residential Development Goodhue Street&470.92%Boston Street Salem,MA March 24,2016 Revised July 14,2D16 Revised July 21,2016 Existing Condition Watershed: We have re-run the drainage with hydrologic soil group"A" and have input values in order to let the time of concentration calculate in HydroCAD. If the Tc calculates below 6 minutes, the HydroCAD program will automatically round it up to a minimum of six(6) minutes for comparison with the proposed condition. Using the methods described in the stormwater modeling explanation above,runoff curve numbers and times of concentration were generated for each watershed for the existing condition to be used for comparison with the proposed condition described below. A schematic of the mathematical model as well as the results of the calculations for the 2 year,10 year,25 year and 100 year,Type III, 24-hour storm events using the NOAA Atlas 14 rainfall amounts are included in this report. Proposed Condition Watershed: The proposed development includes the use of three (3) subsurface infiltration areas comprised of Stormtech SC-740 Units(this particular model chamber may be substituted with an approved equivalent)for roof and pavement runoff mitigation in areas that have been deemed suitable for groundwater recharge. Surface runoff from the paved surfaces will be captured by deep-sump catch basins and yard drains which will be discharged into 1,500 gallon&2,500 gallon oil/water separator units for pre-treatment prior to infiltration in the subsurface systems depending on the amount of tributary area. Roof runoff from the Townhouse Units will discharge directly into its associated subsurface area as DEP considers certain roofing materials to be"Clean" and do not require pretreatment. Roof runoff from the Mixed Use building will discharge directly into the existing municipal drainage system located on Goodhue Street. It should be noted that due to the subsurface soil conditions for that portion of the site and the proximity to Goodhue Street,we are not proposing any infiltration of the roof area for the Mixed Use Building. Using the methods described above,runoff curve numbers and times of concentration were generated for each watershed for the existing condition to be used for comparison with the proposed condition described below. A schematic of the mathematical model as well as the results of the calculations for the 2 year,10 year and 100 year,Type III,24-hour stone events using the NOAA Atlas 14 rainfall amounts are included in this report. 4 Comparative Drainage Analysis—Boston Street Residential Development Goodhue Street&#70.82%a Boston Street Salem,MA March 24.2016 Revised July 14,2016 Revised July 21,2016 Compliance with the 10 DEP Stormwater Management Standards: Standard 1• No new stornnoater conveyances (e.g.outfalls) may discharge untreated stortmoater directly to or cause erosion in wetlands or waters of the Commonwealth, All stormwater runoff associated with this project will be treated by either the proposed drainage system located on the site or the existing municipal drainage system prior to reaching a wetland or water of the Commonwealth. Standard 2: Stormwater management systems shall be designed so that post-development peak discharge rates do not exceed pre-development peak discharge rates. This Standard maybe waived for discharges to land subject to coastal storm flowage as defined in 310 CMR 10.04. See the summary table that follows which demonstrates that the post-development peak discharge rates are less than the existing peak discharge rates. Standard 3: Loss of annual recharge to groundwater shall be eliminated or minimized through the use of infiltration measures including environmentally sensitive site design,lora impact development techniques,stormwater best management practices,and good operation and maintenance. Ata minimum, the annual recharge from the post-development site shall approximate the annual recharge frons the 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. See attached calculations which demonstrate the project meets this standard. Standard 4: Stormwater management systems shall be designed to renwve 80% of the average annual post- construction load of Total Suspended Solids(TSS). This Standard is net when: a. Suitable practices for source control and pollution prevention are identified in a long-tern[ 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 Stornuvater Handbook See removal spreadsheets&calculations which demonstrate that 1.the total TSS removal rate for the project will meet the 80%threshold and therefore meets the standard. 5 Comparative Drainage Analysis—Boston Street Residential Development Goodhue Street&#70-92%Boston Street Safem,MA March 24,2016 Revised July 14,2016 Revised July 21,2016 Standard 5• For land uses with higher potential pollutant loads, source control and pollution prevention shall be implemented in accordance 7oith the Massachusetts Stormrvater 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 melt,and stornmrater runoff, the proponent shall use specific structural stormwater BMPs determined by the Department to be suitable for such uses as provided in the Massachusetts Stornavater Handbook. Stormrvater discharges from land uses zoith 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 there under at 314 CMR 3.00, 314 CMR 4.00 and 314 CMR 5.00. This project is not being considered as a LUHPPL. Standard 6: Stormwater discharges within the Zone II or Interim Wellhead Protection Area of a public mater 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 ofa significant impact occurring to said area, taking into account site- specific factors. Storrttzoater discharges to Outstanding Resource Waters and Special Resource Waters shall be removed and set back from tate 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. Stormrvater discharges to a Zone 1 or Zone A are prohibited unless essential to the operation of public water supply. The stormwater discharge from this property does not lie within a Zone II or interim wellhead protection area of a public water supply,however,based on the sands found during the subsurface exploration,it would be considered an area of rapid infiltration. Therefore,the project has been designed for one-inch(1") inch over the total impervious area of the post-development project site. Standard 7: A redevelopment project is required to meet the following Stormroater Management Standards only to the maximum extent practicable:Standard 2, Standard 3,and the pretreatinent and structural best management practice requirements of Standards 4, 5,and 6. Existing stormwater discharges shall comply with Standard 1 only to the naximunn extent practicable. A redevelopment project shall also comply with all other requirements of the Stornmrater Management Standards and improve existing conditions. This project does not meet the criteria to be considered a redevelopment. 6 Comparative Drainage Analysis—Boston Street Residential Development Goodhue Street&#70-92 Y.Boston Street Salem,MA Mardi 24,2016 Revised July 14,2016 Revised July 21,2016 Standard 6: 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 plats)shall be developed and implemented. A Stormwater Pollution Prevention Plan(SWPPP)will be provided prior to construction. Standard 9: A long-term operation and maintenance plan shall be developed and implemented to ensure that stormtaater management systems firnetion as designed. A long tern operation and maintenance plan is included within this report. Standard 10• All illicit discharges to the stornnoater nuinagenlent system are prohibited. There are no proposed illicit discharges into the Stormwater Management Systems to be constructed as shown on the site plans. Conclusion: As can be seen by examining the following summary&performance tables,the proposed stormwater management system is effective for mitigating the peak flow rates of runoff from the limit of the watershed analysis for the 2,10,25&100 year storm events. Further,significant reductions in the peak flow rates of runoff are expected from the proposed project development according to the mathematical model due to increased landscaping,improvement of soil cover type and the use of the three(3) subsurface infiltration systems. 7 Comparative Drainage Analysis-Boston Street Residential Development Goodhue Street&#70-92%Boston Street Salem,MA March 24,2016 Revised July 14,2016 Revised July 21,2016 Total Peak Rate of Runoff Comparison Table Description 24 hour Type III Existing Proposed Storm Event Condition Condition (year) Peak Rate of Peak Rate of Runoff Runoff Q cfs. Q cfs. Flow towards 2 (3.2 inch) 1.5 1.3 Goodhue Street 10(5.0 inch) 3.7 2.1 Link 128L 25 (6.2 inch) 5.4 3.9 100(7.9 inch) 7.8 6.6 Flow towards 2 (3.2 inch) 0.2 0.0 Boston Street 10 (5.0 inch) 0.4 0.1 Link 132L 25 (6.2 inch) 0.4 0.1 100 (7.9 inch 0.6 0.2 Total flow from 2(3.2 inch) 1.7 1.3 the limit of 10 (5.0 inch) 4.0 2.1 watershed 25 (6.2 inch) 5.7 4.0 analysis 100 (7.9 inch 8.2 6.8 Link 109L Note:Values above are based on NOAA Atlas 14 rainfall data 8 Comparative Drainage Analysis—Boston Street Residential Development Goodhue Street&#70-92%Boston Street Salem,MA March 24,2016 Revised July 14,2016 Revised July 21,2016 Proposed Subsurface Infiltration Structure #1 (HydroCAD Pond 137PP) (42)Stormtech SC-740 Units(Install inspection ports at the end of each row) Top of Stone=20.5 Top of Chambers=20.0 12" Inv's in=18.54 (From Oil/Sediment Units) \ - Bottom of Chambers=17.5 Bottom of 6"Stone bed=17.0(30.0'x52.28') (1) 12" HDPE Invert out=18.71 (To Goodhue Street drainage system) Peak Rate of Runoff Out (Qout)cfs, 24 hour Type III Peak Rate of Storm Event Runoff In *Infiltration 8" HDPE Total Peak Water (YR) (Qin) cfs. Discarded Pipe out Outflow Level (W.L.) ft. 2 1.5 0.30 0.0 0.30 18.43 10 2.8 0.30 0.95 1.25 19.23 25 3.7 0.30 2.02 2.32 19.55 100 4.9 0.30 142 3.72 20.06 *Calculated infiltration rate and peak water levels are based upon a rate of 8.27 inches as described in the recently approved report. 9 I r ' Comparative Drainage Analysis—Boston Street Residential Development Goodhue Street&#70-92 V.Boston Street Salem,MA March 24,2016 Revised July 14,2016 Revised July 21,2016 Proposed Subsurface Infiltration Structure #2 ftdroCAD Pond 136P1 (12) Stormtech SC-740 Units(Install inspection ports at the end of each row) Top of Stone=29.0 Top of Chambers=28.5 6" Inds in=27.5 (From Roof Drains) Bottom of Chambers=17.5 14 Bottom of 6"Stone bed=26.0 (15.75'x38.04') Should the system become clogged or surcharged,there will be overflow pipes to grade from the roof leaders,see detail. Peak Rate of Runoff Out (Qout) cfs. 24 hour Type III Peak Rate of Storm Event Runoff In *Infiltration Overflow Total Peak Water (YR) (Qin)cfs. Discarded pipes Outflow Level (W.L.)ft. 2 0.3 0.09 0.0 0.09 26.13 10 0.5 0.09 0.0 0.09 26.70 25 0.6 0.09 0.0 0.09 27.14 100 0.7 0.09 0.0 0.09 27.86 Calculated.infiltration rate and peak water.levels are-based upon a rate.of 8.27 inches as described in the recently approved report. 10 Comparative Drainage Analysis—Boston Street Residential Development Goodhue Street&#70-92%Boston Street Salem,MA March 24,2016 Revised July 14,2016 Revised July 21,2016 Proposed Subsurface Infiltration Structure #3 (HydroCAD Pond 144P) (16) Stormtech SC-740 Units(Install inspection ports at the end of each row) Top of Stone=13.5 Top of Chambers=13.0 12" Inv in=11.54 (From Oil/Sediment Units) Bottom of Chambers=10.5 Bottom of 6" Stone bed=10.0(20.5'x30.92') (1)4" HDPE overflow pipe to daylight inv=12.00 Peak Rate of Runoff Out (Qout) cfs. 24 hour Type III Peak Rate of Storm Event Runoff In *Infiltration 4" HDPE Total Peak Water (YR) (Qin) cfs. Discarded overflow Outflow Level (W.L.)ft. 2 0.3 0.12 0.0 0.12 10.51 10 0.5 012 0.0 0.12 11.02 25 0.7 0.12 0.0 0.12 11.45 100 0.9 0.12 0.0 0.12 12.24 *Calculated infiltration rate and peak water levels are based upon a rate of 8.27 inches as described ---in the recentlY_approved-report— --- --- ---- ------ ---- - -- — 11 r_ _ �._ _--- � _ _ � _ EX-1 R Existing runoff towards Goodhue Street f � 1,Q,,9L �'^'�' j 'y Total Surface Runoff discharging from limit o watershed analysis EX-2R Existing runoff towards Boston Street +$Ub�w t Ruch tpn' .. '�,'j� Routing Diagram for existing-NOAA Atlas 14-A Soils '"I'M M Prepare2112016 HydroCAD®10.00i 5 slo U6611 Microsoft, / ®2015 Hy�droCADSoftware Solutions LLC Existing Condition Watershed Analysis- Boston Street Redevelopment, Salem MA existing-NOAH Atlas 14-A Soils Prepared by Microsoft Printed 7/21/2016 HydroCAD9)10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (sq-ft) (subcatchment-numbers) 34,097 48 Brush, Poor, HSG A (I 11 S) 9,294 96 Gravel surface, HSG A (111 S) 12,900 98 Paved parking, HSG A (111S, 137S) 4,350 98 Remaining foundations/slabs, HSG A (111 S) 12,640 98 Roofs, HSG A (111 S) 73,281 74 TOTAL AREA __.. ...._.. __._ . ...... .. .. .._.... Existing Condition Watershed Analysis - Boston Street Redevelopment, Salem MA existing-NOAA Atlas 14-A Soils Prepared by Microsoft Printed 7/21/2016 HydroCAD810.00-15 s/n 06611 02015 HVdroCAD Software Solutions LLC Pace 3 Soil Listing (all nodes) Area Soil Subcatchment (sq-ft) Group Numbers 73,281 HSG A 111S, 137S 0 HSG B 0 HSG C 0 HSG D 0 Other 73,281 TOTAL AREA Existing Condition Watershed Analysis - Boston Street Redevelopment, Salem MA existing-NOAA Atlas 14-A Soils Type Ill 24-hr 2 yr Rainfall=3.20" Prepared by Microsoft Printed 7/21/2016 HydroCAD®10.00-15 s/n 06611 02015 HvdroCAD Software Solutions LLC Pane 4 Summary for Subcatchment 111 S: EX-1 R Runoff = 1.51 cfs @ 12.15 hrs, Volume= 5,735 of, Depth= 0.98" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description _ 12,640 98 Roofs, HSG A 4,350 98 Remaining foundations/slabs, HSG A 9,640 98 Paved parking, HSG A 9,294 96 Gravel surface, HSG A 34,097 48 Brush, Poor, HSG A 70,021 73 Weighted Average 43,391 61.97% Pervious Area 26,630 38.03% Impervious Area To Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) _ 9.2 88 0.0470 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 3.20" 0.0 12 0.0480 4.45 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.2 42 0.0470 4.40 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2 86 0.2200 7.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 9.6 228 Total Summary for Subcatchment 137S: EX-211 Runoff = 0.23 cfs @ 12.09 hrs, Volume= 806 of, Depth= 2.97' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description 3,260 98 Paved parking, HSG A 3,260_ .. . . . .100.00% Impervious Area - . .. _ __... ._... .. To Length Slope Velocity Capacity Description (min) (feet) (ftt t) (ft/sec) (cfs) 0.3 25 0.0500 1.50 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.1 15 0.0500 4.54 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.4 90 0.0330 3.69 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.8 130 Total, Increased to minimum To= 6.0 min Existing Condition Watershed Analysis - Boston Street Redevelopment, Salem MA existing-NOAA Atlas 14 -A Soils Type 111 24-hr 2 yr Rainfall=3.20" Prepared by Microsoft Printed 7/21/2016 HydroCAD@ 10.00-15 s/n 06611 @2015 HvdroCAD Software Solutions LLC Paae 5 Summary for Link 109L: Total Surface Runoff discharging from limit of watershed analysis Inflow Area= 73,281 sf, 40.79% Impervious, Inflow Depth = 1.07" for 2 yr event Inflow = 1.69 cfs @ 12.14 hrs, Volume= 6,541 cf Primary = 1.69 cfs @ 12.14 hrs, Volume= 6,541 cf, Atten=0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 1281-: Existing runoff towards Goodhue Street Inflow Area = 70,021 sf, 38.03% Impervious, Inflow Depth = 0.98" for 2 yr event Inflow = 1.51 cfs @ 12.15 hrs, Volume= 5,735 cf Primary = 1.51 cfs @ 12.15 hrs, Volume= 5,735 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow,Time Span=0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 132L: Existing runoff towards Boston Street Inflow Area = 3,260 sf,100.00% Impervious, Inflow Depth = 2.97" for 2 yr event Inflow = 0.23 cfs @ 12.09 hrs, Volume= 806 cf Primary = 0.23 cfs @ 12.09 hrs, Volume= 806 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span=0.00-40.00 hrs, dt=0.05 hrs Existing Condition Watershed Analysis -Boston Street Redevelopment, Salem MA existing-NOAA Atlas 14-A Soils Type 111 24-hr 10 yr Rainfall=5.00" Prepared by Microsoft Printed 7/21/2016 HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 111S: EXAR Runoff = 3.72 cfs @ 12.14 hrs, Volume= 13,307 cf, Depth= 2.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=5.00" Area (sf) CN Description 12,640 98 Roofs, HSG A * 4,350 98 Remaining foundations/slabs, HSG A 9,640 98 Paved parking, HSG A 9,294 96 Gravel surface, HSG A 34,097 48 Brush, Poor, HSG A 70,021 73 Weighted Average 43,391 61.97% Pervious Area 26,630 38.03% Impervious Area To Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 9.2 88 0.0470 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 3.20" 0.0 12 0.0480 4.45 Shallow Concentrated Flow, Paved Kv=203 fps 0.2 42 0.0470 4.40 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2 86 0.2200 7.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 9.6 228 Total Summary for Subcatchment 137S: EX-211 Runoff = 0.36 cfs @ 12.09 hrs, Volume= 1,294 cf, Depth= 4.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt=0.05 hrs Type III 24-hr 10 yr Rainfall=5.00" Area(sf) CN Description 3,260 98 Paved parking HSG A 3,260 _ _ 100.00% Impervious Area... Tc Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 25 0.0500 1.50 Sheet Flow, Smooth surfaces n=0.011 P2= 3.20" 0.1 15 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.4 90 0.0330 3.69 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.8 130 Total, Increased to minimum To = 6.0 min f , Existing Condition Watershed Analysis - Boston Street Redevelopment, Salem MA existing-NOAA Atlas 14-A Soils Type 111 24-hr 10 yr Rainfall=5.00" Prepared by Microsoft Printed 7/21/2016 HydroCAD®10.00-15 s/n 06611 @2016 HvdroCAD Software Solutions LLC Page 2 Summary for Link 109L: Total Surface Runoff discharging from limit of watershed analysis Inflow Area = 73,281 sf, 40.79% Impervious, Inflow Depth = 2.39" for 10 yr event Inflow - 4.01 cfs @ 12.14 hrs, Volume= 14,601 cf Primary = 4.01 cfs @ 12.14 hrs, Volume= 14,601 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 128L: Existing runoff towards Goodhue Street Inflow Area = 70,021 sf, 38.03% Impervious, Inflow Depth= 2.28" for 10 yr event Inflow - 3.72 cfs @ 12.14 hrs, Volume= 13,307 cf Primary = 3.72 cfs @ 12.14 hrs, Volume= 13,307 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 132L: Existing runoff towards Boston Street Inflow Area = 3,260 sf,100.00% Impervious, Inflow Depth= 4.76" for 10 yr event Inflow = 0.36 cfs @ 12.09 hrs, Volume= 1,294 cf Primary 0.36 cfs @ 12.09 hrs, Volume= 1,294 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow,Time Span= 0.00-40.00 hrs, dt=0.05 hrs Existing Condition Watershed Analysis - Boston Street Redevelopment, Salem MA existing-NOAA Atlas 14-A Soils Type l//24-hr 25 yr Rainfall=6.20" Prepared by Microsoft Printed 7/21/2016 HydroCAD®10.00-15 s/n 06611 @2015 HVdroCAD Software Solutions LLC Page 3 Summary for Subcatchment 111S: EX-1 R Runoff - 5.35 cfs @ 12.14 hrs, Volume= 18,995 cf, Depth= 3.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.20" Area (sf) CN Description 12,640 98 Roofs, HSG A 4,350 98 Remaining foundations/slabs, HSG A 9,640 98 Paved parking, HSG A 9,294 96 Gravel surface, HSG A 34,097 48 Brush, Poor, HSG A 70,021 73 Weighted Average 43,391 61.97% Pervious Area 26,630 38.03% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fVft) (ft/sec) (cfs) 9.2 88 0.0470 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 3.20" 0.0 12 0.0480 4.45 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.2 42 0.0470 4.40 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2 86 0.2200 7.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 9.6 228 Total Summary for Subcatchment 137S: EX-2R Runoff = 0.44 cfs @ 12.09 hrs, Volume= 1,620 of, Depth= 5.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.20" Area(sf) CN Description 3,260 98 Paved parking, HSG A 3,260 1 1 . . .100.00%o Impervious Area . _ _ _ _. ._. . ...... ..... .. .._. Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) ("ec) (cis) 0.3 25 0.0500 1.50 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.1 15 0.0500 4.54 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.4 90 0.0330 3.69 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.8 130 Total, Increased to minimum Tc = 6.0 min Existing Condition Watershed Analysis - Boston Street Redevelopment, Salem MA existing-NOAA Atlas 14 -A Soils Type 111 24-hr 25 yr Rainfall=6.20" Prepared by Microsoft Printed 7/21/2016 HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 4 Summary for Link 109L: Total Surface Runoff discharging from limit of watershed analysis Inflow Area = 73,281 sf, 40.79% Impervious, Inflow Depth = 3.38" for 25 yr event Inflow = 5.72 cfs @ 12.14 hrs, Volume= 20,614 cf Primary = 5.72 cfs @ 12.14 hrs, Volume= 20,614 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 128L: Existing runoff towards Goodhue Street Inflow Area = 70,021 sf, 38.03% Impervious, Inflow Depth = 3.26" for 25 yr event Inflow = 5.35 cfs @ 12.14 hrs, Volume= 18,995 cf Primary = 5.35 cfs @ 12.14 hrs, Volume= 18,995 cf, Atten=0%, Lag= 0.0 min Primary outflow= Inflow, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 132L: Existing runoff towards Boston Street Inflow Area = 3,260 sf,100.00% Impervious, Inflow Depth = 5.96" for 25 yr event Inflow = 0.44 cfs @ 12.09 hrs, Volume= 1,620 cf Primary = 0.44 cfs @ 12.09 hrs, Volume= 1,620 cf, Atten=0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs .....- , Existing Condition Watershed Analysis- Boston Street Redevelopment, Salem MA existing-NOAA Atlas 14- A Soils Type ///24-hr 100 yr Rainfall=7.90" Prepared by Microsoft Printed 7/21/2016 HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 111S: EX-1 R Runoff = 7.75 cfs @ 12.14 hrs, Volume= 27,550 cf, Depth= 4.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN,Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=7.90" Area (sf) CN Description 12,640 98 Roofs, HSG A 4,350 98 Remaining foundations/slabs, HSG A 9,640 98 Paved parking, HSG A 9,294 96 Gravel surface, HSG A 34,097 48 Brush, Poor, HSG A 70,021 73 Weighted Average 43,391 61.97% Pervious Area 26,630 38.03% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (f/sec) (cfs) 9.2 88 0.0470 0.16 Sheet Flow, Grass: Dense n= 0.240 P2=3.20" 0.0 12 0.0480 4.45 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.2 42 0.0470 4.40 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.2 86 0.2200 7.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 9.6 228 Total Summary for Subcatchment 137S: EX-211 Runoff = 0.57 cfs @ 12.09 hrs, Volume= 2,081 cf, Depth= 7.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=7.90" Area (sf) CN Description 3,260 98 Paved parking, HSG A . .. ..3,260 1.00.0.0%.Impervious Area.. . . . .. ._.... ... ._. . _ __._ Tc Length Slope Velocity Capacity Description _(min) (feet) (fVft) (ft/sec) (cfs) 0.3 25 0.0500 1.50 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.1 15 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.4 90 0.0330 3.69 Shallow Concentrated Flow, Paved Kv= 20.3 fps _ 0.8 130 Total, Increased to minimum Tc= 6.0 min Existing Condition Watershed Analysis - Boston Street Redevelopment, Salem MA existing-NOAA Atlas 14-A Soils Type ill 24-hr 100 yr Rainfall=7.90" Prepared by Microsoft Printed 7/21/2016 HydroCAD®10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Page 6 Summary for Link 109L: Total Surface Runoff discharging from limit of watershed analysis Inflow Area= 73,281 sf, 40.79% Impervious, Inflow Depth = 4.85" for 100 yr event Inflow = 8.23 cfs @ 12.13 hrs, Volume= 29,631 cf Primary = 8.23 cfs @ 12.13 hrs, Volume= 29,631 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt=0.05 hrs Summary for Link 128L: Existing runoff towards Goodhue Street Inflow Area = 70,021 sf, 38.03% Impervious, Inflow Depth = 4.72" for 100 yr event Inflow = 7.75 cfs @ 12.14 hrs, Volume= 27,550 cf Primary = 7.75 cfs @ 12.14 hrs, Volume= 27,550 cf, Atten= 0%, Lag=0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt=0.05 hrs Summary for Link 132L: Existing runoff towards Boston Street Inflow Area = 3,260 sf,100.00% Impervious, Inflow Depth = 7.66" for 100 yr event Inflow = 0.57 cfs @ 12.09 hrs, Volume= 2,081 cf Primary = 0.57 cfs @ 12.09 hrs, Volume= 2,081 cf, Atten=0%, Lag=0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt=0.05 hrs 1415 YD 1R YO 02Ft PR-3R2 YD OR Proposed Sto- Management A PR /IR-BLDG ,F Pi Proposed Stormwater Pro d rureff towards PR-1bR2 Management Arm#3 Goodhue Street PR-2R Proposed runoff towards Total Surface Runolf PR-TOWNHOUSE Proposed StorrrmwrW eoaton Street discharging from 11mit Management Area#2 of watershed analysis PR-20R SudGst go R8@chIn nj Routing Diagram for ProposecLR2-NOAA Atlas 14-A Solis Prepared 06611® y Microsoft, Printed 7/2212016 V H roc� ydroCADSiO.00-15 sfnOB611 02015 HydroCAD Software Solutions LLC Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14-A Soils Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Pape 2 Area Listing (all nodes) Area CN Description (sq-ft) (subcatchment-numbers) 18,705 39 >75%Grass cover,Good, HSG A (11 1 S, 133S, 136S, 137S, 138S, 139S, 140S, 141S, 142S, 143S) 1,859 98 Paved Walkways, HSG A (133S) 4,720 98 Paved parking, HSG A (143S) 605 98 Paved walkway, HSG A (142S) 549 98 Paved walkways, HSG A (137S) 23,449 98 Pavement&walkways, HSG A (138S, 139S) 1,380 86 Porous Pavers, HSG A (139S) 22,014 98 Roofs, HSG A (134S, 135S) 73,281 83 TOTAL AREA Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14-A Soils Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 ©2015 HvdroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (sq-fl) Group Numbers 73,281 HSG A 111S, 133S, 134S, 135S, 136S, 137S, 138S, 139S, 140S, 141S, 142S, 143S 0 HSG B 0 HSG C 0 HSG D 0 Other 73,281 TOTAL AREA Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_112-NOAA Atlas 14-A Soils Type ///24-hr 2 yr Rainfall=3.20" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 sin 06611 ©2015 HvdroCAD Software Solutions LLC Page 4 Summary for Subcatchment 111 S: 1311-1aR2 Runoff = 0.00 cfs @ 24.00 hrs, Volume= 0 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN,Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description 3,154 39 >75% Grass cover, Good HSG A 3,154 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 50 0.0400 0.20 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.4 115 0.0800 4.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 4.7 165 Total, Increased to minimum Tc =6.0 min Proposed Condition Watershed Analysis- Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14-A Soils Type l/l 24-hr 2 yr Rainfall=3.20" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Pace 5 Summary for Subcatchment 133S: PRAbR2 Runoff = 0.02 cfs @ 12.33 hrs, Volume= 139 cf, Depth= 0.25' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN,Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description 4,790 39 >75% Grass cover, Good, HSG A 1,859 98 Paved Walkways HSG A 6,649 55 Weighted Average 4,790 72.04% Pervious Area 1,859 27.96% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) 3.0 50 0.1000 0.28 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.3 60 0.0380 3.14 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 3.3 110 Total, Increased to minimum To=6.0 min Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14 -A Soils Type 111 24-hr 2 yr Rainfall=3.20" Prepared by Microsoft Printed 7/22/2016 HydroCAD@ 10.00-15 s/n 06611 02015 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 134S: PR-BLDG Runoff = 1.24 cfs @ 12.09 hrs, Volume= 4,419 cf, Depth= 2.97' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description 17,868 98 Roofs, HSG A 17,868 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Proposed Condition Watershed Analysis-Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14- A Soils Type 111 24-hr 2 yr Rainfall=3.20" Prepared by Microsoft Printed 7/22/2016 HydroCAD@ 10.00-15 s/n 06611 02015 HvdroCAD Software Solutions LLC Page 7 Summary for Subcatchment 135S: PR-TOWNHOUSE Runoff - 0.29 cfs @ 12.09 hrs, Volume= 1,025 cf, Depth= 2.97' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description 4,146 98 Roofs HSG A 4,146 100.00% Impervious Area To Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_R2-NOAH Atlas 14 -A Soils Type H/24-hr 2 yr Rainfall=3.20" Prepared by Microsoft Printed 7/22/2016 HydroCAD@ 10.00-15 s/n 06611 02015 HydroCAD Software Solutions LLC Pace 8 Summary for Subcatchment 136S: PR-2bR Runoff = 0.00 cfs @ 24.00 hrs, Volume= 0 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description 1,840 39 >75% Grass cover, Good, HSG A 1,840 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fVft) (ft/sec) (cfs) 3.3 40 0.0500 0.20 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 3.3 40 Total, increased to minimum Tc = 6.0 min Proposed Condition Watershed Analysis -Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14-A Soils Type 11124-hr 2 yr Rainfall=3.20" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 02015 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 137S: PR-211 Runoff = 0.01 cfs @ 12.28 hrs, Volume= 47 cf, Depth= 0.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) ON Description " 549 98 Paved walkways, HSG A 1,288 39 >75% Grass cover, Good HSG A 1,837 57 Weighted Average 1,288 70.11% Pervious Area 549 29.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 26 0.0100 0.10 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 4.3 25 Total, Increased to minimum Tc=6.0 min Proposed Condition Watershed Analysis- Boston Street Redevelopment, Salem MA Proposed R2-NOAA Atlas 14-A Soils Type Ill 24-hr 2 yr Rainfall=3.20" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Pape 10 Summary for Subcatchment 138S: PR-31112 Runoff = 0.84 cfs @ 12.09 hrs, Volume= 2,718 cf, Depth= 2.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt=0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (so CN Description * 12,452 98 Pavement &walkways, HSG A 1,421 39 >75% Grass cover, Good HSG A 13,873 92 Weighted Average 1,421 10.24% Pervious Area 12,452 89.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft1ft) (ft/sec) (cfs) 4.3 25 0.0100 0.10 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 1.3 220 0.0200 2.87 Shallow Concentrated Flow, Paved Kv=20.3 fps 5.6 245 Total, Increased to minimum Tc = 6.0 min Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_R2-NOAH Atlas 14 -A Solis Type /if 24-hr 2 yr Rainfall=3.20" Prepared by Microsoft Printed 7/22/2016 HydroCAO®10.00-15 stn 06611 02015 HydroCAD Software Solutions LLC Paoe 11 Summary for Subcatchment 139S: PR-41112 Runoff = 0.67 cfs @ 12.09 hrs, Volume= 2,109 cf, Depth= 1.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description 4,076 39 >75% Grass cover, Good, HSG A 1,380 86 Porous Pavers, HSG A 10,997 98 Pavement&walkways, HSG A 16,453 82 Weighted Average 5,456 33.16% Pervious Area 10,997 66.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 25 0.0100 0.79 Sheet Flow, Smooth surfaces n=0,011 P2= 3.20" 0.6 75 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.0 150 0.0250 2.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.1 250 Total, Increased to minimum Tc= 6.0 min Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14- A Soils Type/1124-hr 2 yr Rainfall=3.20" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 1405: YD #1 R Runoff = 0.00 cfs @ 23.98 hrs, Volume= 0 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-40.00 hrs,dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description 1,186 39 >75% Grass cover, Good HSG A 1,186 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.4 50 0.0100 0.11 Sheet Flow, Grass: Short n=0.150 P2= 3.20" Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14 -A Soils Type 111 24-hr 2 yr Rainfall=3.20" Prepared by Microsoft Printed 7/22/2016 HydroCAD@ 10.00-15 s/n 06611 @2015 HvdroCAD Software Solutions LLC Page 13 Summary for Subcatchment 141S: YD #2R Runoff = 0.00 cfs @ 24.00 hrs, Volume= 0 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description 392 39 >75% Grass cover, Good, HSG A T 392 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 25 0.0100 0.10 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 4.3 25 Total, Increased to minimum Tc =6.0 min Proposed Condition Watershed Analysis-Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14 -A Soils Type 111 24-hr 2 yr Rainfall=3.20" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 142S: YD#311 Runoff = 0.03 cfs @ 12,10 hrs, Volume= 105 cf, Depth= 1.47' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description 250 39 >75% Grass cover, Good, HSG A * 605 98 Paved walkway, HSG A 855 81 Weighted Average 250 29.24% Pervious Area 605 70.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 25 0.0100 0.79 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.1 5 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.6 30 Total, Increased to minimum Tc=6.0 min Proposed Condition Watershed Analysis-Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14-A Soils Type ///24-hr 2 yr Rainfall=3.20" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment 143S: PR-5R2 Runoff = 0.32 cfs @ 12.09 hrs, Volume= 1,066 cf, Depth= 2.54" Runoff by SCS TR-20 method, UH=SCS,Weighted-CN, Time Span= 0.00-40.00 hrs, dt=0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description 4,720 98 Paved parking, HSG A 308 39 >75% Grass cover, Good HSG A 5,028 94 Weighted Average 308 6.13% Pervious Area 4,720 93.87% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.2 25 0.0700 1.72 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.2 50 0.0700 5.37 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.4 75 Total, Increased to minimum Tc = 6.0 min Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14 -A Soils Type Ill 24-hr 2 yr Rainfall--3.20" Prepared by Microsoft Printed 7/22/2016 HydroCAD@ 10.00-15 stn 06611 ©2015 HydroCAD Software Solutions LLC Paae 16 Summary for Pond 136P: Proposed Stormwater Management Area#2 [87]Warning: Oscillations may require smaller dt or Finer Routing (severity=108) Inflow Area = 4,146 sf,100.00% Impervious, Inflow Depth = 2.97" for 2 yr event Inflow - 0.29 cfs @ 12.09 hrs, Volume= 1,025 cf Outflow = 0.09 cfs @ 11.95 hrs, Volume= 1,028 cf, Atten=68%, Lag=0.0 min Discarded = 0.09 cfs @ 11.95 hrs, Volume= 1,028 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 26.13'@ 12.38 hrs Surf.Area= 487 sf Storage= 147 of Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass dei. time=6.8 min ( 763.2 -756.4) Volume Invert Avaii.Storage Storage Description #1A 25.50' 458 cf 15.75'W x 30.921 x 3.50'H Field A 1,704 cf Overall-560 cf Embedded = 1,145 cf x 40.0%Voids #2A 26.00' 560 cf ADS StormTech SC-740 x 12 Inside#1 Effective Size=44.6"W x 30.0"H => 6.45 sf x 7.121= 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap Row Length Adjustment= +0.44'x 6.45 sf x 3 rows 1,018 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 25.50' 8.270 in/hr Exfiftration over Surface area 4iscarded OutFlow Max=0.09 cfs @ 11.95 hrs HW=25.55' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.09 cfs) Proposed Condition Watershed Analysis -Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14-A Solis Type 11124-hr 2 yr Rainfall=3.20" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 02015 HydroCAD Software Solutions LLC Pape 17 Pond 136P: Proposed Stormwater Management Area#2 - Chamber Wizard Field A Chamber Model =ADS_StormTech SC-740 (ADS StormTech®SC-740) Effective Size= 44.6"W x 30.0"H =>6.45 sf x 7.121 =45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44'Overlap Row Length Adjustment= +0.44'x 6.45 sf x 3 rows 51.0"Wide + 6.0" Spacing = 57.0" C-C Row Spacing 4 Chambers/Row x 7.12' Long +0.44' Row Adjustment= 28.92' Row Length +12.0" End Stone x 2 =30.92' Base Length 3 Rows x 51.0"Wide + 6.0"Spacing x 2 + 12.0" Side Stone x 2= 15.75' Base Width 6.0" Base + 30.0"Chamber Height+ 6.0" Cover= 3.50' Field Height 12 Chambers x 45.9 cf +0.44' Row Adjustment x 6.45 sf x 3 Rows = 559.8 cf Chamber Storage 1,704.5 cf Field - 559.8 of Chambers = 1,144.7 cf Stone x 40.0% Voids =457.9 cf Stone Storage Chamber Storage+ Stone Storage = 1,017.7 cf= 0.023 of Overall Storage Efficiency= 59.7% 12 Chambers 63.1 cy Field 42.4 cy Stone n §. ?i ?v ti r5 e# ;i S v .,. c ti a i i •,i. � i 6 Proposed Condition Watershed Analysis- Boston Street Redevelopment, Salem MA Proposed R2-NOAA Atlas 14-A Soils Type ///24-hr 2 yr Rainfall=3.20" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Paae 18 Summary for Pond 137P: Proposed Stormwater Management Area#1 [87]Warning: Oscillations may require smaller dt or Finer Routing (severity=94) Inflow Area = 32,759 sf, 73.43% Impervious, Inflow Depth = 1.81" for 2 yr event Inflow = 1.54 cfs @ 12.09 hrs, Volume= 4,931 of Outflow = 0.30 cfs @ 11.85 hrs, Volume= 4,936 of, Atten= 80%, Lag= 0.0 min Discarded = 0.30 cfs @ 11.85 hrs, Volume= 4,936 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt=0.05 hrs/3 Peak Elev= 18.43'@ 12.55 hrs Surf.Area= 1,569 sf Storage= 1,251 of Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 24.2 min(839.3- 815.1 ) Volume Invert Avail.Storage Storage Description #1A 17.20' 1,417 of 34.75'W x 45.16%x 3.50'H Field A 5,493 of Overall - 1,949 of Embedded = 3,543 of x 40.0% Voids #2A 17.70' 1,949 of ADS StormTech SC-740 x 42 Inside#1 Effective Size=44.6"W x 30.0"H => 6.45 sf x 7.121=45.9 of Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap Row Length Adjustment= +0.44'x 6.45 sf x 7 rows 3,367 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 17.20' 8.270 in/hr Exfiltration over Surface area #2 Primary 18.71' 8.0" Round Culvert L=21.5' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 18.71'/ 18.50' S= 0.0098'/' Cc=0.900 n=0.010, Flow Area= 0.35 sf Qiscarded OutFlow Max=0.30 cfs @ 11.85 hrs HW=17.26' (Free Discharge) 1=Exf ltration (Exfiltration Controls 0.30 cfs) rimary OutFlow Max=0.00 cfs @ 0.00 hrs HW=17.20' TW=0.00' (Dynamic Tailwater) 2=Culvert ( Controls 0.00 cfs) [� � � ,r Y Yiv�`j C rr W at�� i 1 i EU �� Et�a�. Com. ��;.. �`��• N Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14-A Soils Type ///24-hr 2 yr Rainfall=3.20" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 @ 2015 HydroCAD Software Solutions LLC Page 20 Summary for Pond 144P: Proposed Stormwater Management Area#3 [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=110) Inflow Area = 8,182 sf, 57.69% Impervious, Inflow Depth = 1.56" for 2 yr event Inflow = 0.32 cfs @ 12.09 hrs, Volume= 1,066 cf Outflow = 0.12 cfs @ 12.00 hrs, Volume= 1,071 cf, Atten= 62%, Lag= 0.0 min Discarded = 0.12 cfs @ 12.00 hrs, Volume= 1,071 cf Primary - 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Dyn-Ston-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs 13 Peak Elev= 10.51' @ 12.34 hrs Surf.Area= 634 sf Storage= 131 cf Plug-Flow detention time= (not calculated: outflow precedes Inflow) Center-of-Mass det. time=4.7 min (791.9-787.2 ) Volume Invert Avail.Storage Storage Description _ #1A 10.00' 589 cf 20.50'W x 30.921 x 3.50'H Field A 2,219 cf Overall - 746 cf Embedded = 1,472 cf x 40.0%Voids #2A 10.50' 746 cf ADS StormTech SC-740 x 16 Inside#1 Effective Size=44.6"W x 30.0"H =>6.45 sf x 7.12'L=45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adiustment= +0.44'x 6.45 sf x 4 rows 1,335 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 10.00' 8.270 in/hr Exfiltration over Surface area #2 Primary 12.67' 4.0" Round Culvert L= 110.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 12.67'/ 12.00' S=0.0061 T Cc= 0.900 n= 0.010, Flow Area=0.09 sf Qiscarded OutFlow Max=0.12 cfs @ 12.00 hrs HW=10.05' (Free Discharge) 1=Exfiltration (Exfiitration Controls 0.12 cfs) rimary OutFlow Max=0.00 cfs @ 0.00 hrs HW=10.00' TW=0.00' (Dynamic Tailwater) 2=Culvert ( Controls 0.00 cfs) Proposed Condition Watershed Analysis- Boston Street Redevelopment, Salem MA Proposed_112-NOAA Atlas 14-A Soils Type 111 24-hr 2 yr Rainfall=3.20" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Paae 21 Pond 14413: Proposed Stormwater Management Area#3 - Chamber Wizard Field A Chamber Model=ADS_StormTech SC-740 (ADS StormTech®SC-740) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 of Overall Size=51.0"W x 30.0"H x 7,561 with 0.44' Overlap Row Length Adjustment= +0.44'x 6.45 sf x 4 rows 51.0"Wide + 6.0"Spacing = 57.0"C-C Row Spacing 4 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 28.92' Row Length +12.0" End Stone x 2 = 30.92' Base Length 4 Rows x 51.0"Wide + 6.0"Spacing x 3+ 12.0" Side Stone x 2 = 20.50' Base Width 6.0" Base + 30.0" Chamber Height+ 6.0" Cover= 3.50' Field Height 16 Chambers x 45.9 of +0.44' Row Adjustment x 6.45 sf x 4 Rows = 746.4 of Chamber Storage 2,218.5 of Field - 746.4 of Chambers = 1,472.1 of Stone x 40.0%Voids = 588.8 of Stone Storage Chamber Storage+ Stone Storage = 1,335.2 of= 0.031 of Overall Storage Efficiency=60.2% 16 Chambers 82.2 cy Field 54.5 cy Stone pp }i �5 tY F; 1 C �1 a i t" f� St C ;4 Y Cy "i22 rn t: Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14-A Soils Type 111 24-hr 2 yr Rainfall=3.20" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Pape 22 Summary for Link 109L: Total Surface Runoff discharging from limit of watershed analysis Inflow Area= 69,135 sf, 70.95% Impervious, Inflow Depth = 0.80" for 2 yr event Inflow = 1.25 cfs @ 12.09 hrs, Volume= 4,605 cf Primary = 1.25 cfs @ 12.09 hrs, Volume= 4,605 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14 -A Soils Type 11124-hr 2 yr Rainfall=3.20" Prepared by Microsoft Printed 7/2212016 HydroCAD®10.00-15 s/n 06611 02015 HydroCAD Software Solutions LLC Paae 23 Summary for Link 128L: Proposed runoff towards Goodhue Street Inflow Area = 65,458 sf, 74.09% Impervious, Inflow Depth = 0.84" for 2 yr event Inflow = 1.25 cfs @ 12.09 hrs, Volume= 4,558 cf Primary = 1.25 cfs @ 12.09 hrs, Volume= 4,558 of, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Proposed Condition Watershed Analysis- Boston Street Redevelopment, Salem MA Proposed_R2-NOAH Atlas 14 - A Soils Type 111 24-hr 2 yr Rainfall=3.20" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Page 24 Summary for Link 132L: Proposed runoff towards Boston Street Inflow Area = 3,677 sf, 14.93% Impervious, Inflow Depth= 0.15' for 2 yr event Inflow = 0.01 cfs @ 12.28 hrs, Volume= 47 cf Primary = 0.01 cfs @ 12.28 hrs, Volume= 47 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt=0.05 hrs Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_R2-NOAH Atlas 14- A Soils Type 11124-hr 10 yr Rainfall=5.00" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Paoe 1 Summary for Subcatchment 111 S: PR-1aR2 Runoff = 0.00 cfs @ 12.48 hrs, Volume= 53 cf, Depth= 0.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.0040.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=5.00" Area (sf) CN Description 3,154 39 >75% Grass cover, Good HSG A 3,154 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 50 0.0400 0.20 Sheet Flow, Grass:Short n= 0.150 P2= 3.20" 0.4 115 0.0800 4.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 4.7 165 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 133S: PR-1 bR2 Runoff = 0.14 cfs @ 12.11 hrs, Volume= 543 cf, Depth= 0.98" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=5.00" Area (sf) CN Description 4,790 39 >75% Grass cover, Good, HSG A 1,859 98 Paved Walkways HSG A 6,649 55 Weighted Average 4,790 72.04% Pervious Area 1,859 27.96% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) 3.0 50 0.1000 0.28 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.3 60 0.0380 3.14 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 3.3 110 Total, Increased to minimum Tc=6.0 min Summary for Subcatchment 134S: PR-BLDG Runoff = 1.96 cfs @ 12.09 hrs, Volume= 7,092 cf, Depth= 4.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN,Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=5.00" Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14-A Soils Type //l 24-hr 10 yr Rainfall=5.00" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 @ 2015 HvdroCAD Software Solutions LLC Page 2 Area (sf) CN Description 17,868 98 Roofs, HSG A 17,868 100.00% Impervious Area To Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 135S: PR-TOWNHOUSE Runoff = 0.45 cfs @ 12.09 hrs, Volume= 1,646 cf, Depth= 4.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type ill 24-hr 10 yr Rainfall=5.00" Area (sf) CN Description 4,146 98 Roofs, HSG A 4,146 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 136S: PR-2bR Runoff = 0.00 cfs @ 12.48 hrs, Volume= 31 cf, Depth= 0.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=5.00" Area (sf) CN Description 1,840 39 >75% Grass cover, Good HSG A 1,840 100.00% Pervious Area To Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 3.3 40 0.0500 0.20 Sheet Flow, Grass: Short n= 0.150 P2=3.20" 3.3 40 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 137S: 1311-211 Runoff = 0.05 cfs @ 12.11 hrs, Volume= 169 cf, Depth= 1.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=5.00" Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14- A Soils Type 111 24-hr 10 yr Rainfall=5.00" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Page 3 Area(sf) CN Description 549 98 Paved walkways, HSG A 1,288 39 >75% Grass cover, Good HSG A 1,837 57 Weighted Average 1,288 70.11% Pervious Area 549 29.89% Impervious Area Tc Length Slope Velocity Capacity Description min feet (ft/ft) ft/sec cfs 4.3 25 0.0100 0.10 Sheet Flow, Grass: Short n= 0.150 P2=3.20" 4.3 25 Total, Increased to minimum Tc =6.0 min Summary for Subcatchment 138S: PR-3112 Runoff = 1.42 cfs @ 12.09 hrs, Volume= 4,728 cf, Depth= 4.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt=0.05 hrs Type III 24-hr 10 yr Rainfall=5.00" Area (sf) CN Description " 12,452 98 Pavement&walkways, HSG A 1,421 39 >75% Grass cover, Good HSG A 13,873 92 Weighted Average 1,421 10.24% Pervious Area 12,452 89.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) 4.3 25 0.0100 0.10 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 1.3 220 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 5.6 245 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 139S: P111-4112 Runoff = 1.33 cfs @ 12.09 hrs, Volume= 4,222 cf, Depth= 3.08" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=5.00" Area(sf) CN Description 4,076 39 >76% Grass cover, Good, HSG A " 1,380 86 Porous Pavers, HSG A ` 10,997 98 Pavement&walkways HSG A 16,453 82 Weighted Average 5,456 33.16% Pervious Area 10,997 66.84% Impervious Area Proposed Condition Watershed Analysis- Boston Street Redevelopment, Salem MA Proposed_112-NOAA Atlas 14-A Soils Type Ill 24-hr 10 yr Rainfall=5.00" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 sfn 06611 m 2015 HvdroCAD Software Solutions LLC Page 4 Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 0.5 25 0.0100 0.79 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.6 75 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.0 150 0.0250 2.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.1 250 Total, Increased to minimum Tc =6.0 min Summary for Subcatchment 140S: YD #1R Runoff = 0.00 cfs @ 12.50 hrs, Volume= 20 cf, Depth= 0.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=5.00" Area (sf) ON Description 1,186 39 >75% Grass cover, Good HSG A 1,186 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftfft) (ft/sec) (cfs) 7.4 50 0.0100 0.11 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" Summary for Subcatchment 141S: YD#211 Runoff = 0.00 cfs @ 12.48 hrs, Volume= 7 cf, Depth= 0.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=5.00" Area (sf) CN Description 392 39 >75% Grass cover, Good HSG A 392 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 25 0.0100 0.10 Sheet Flow, Grass: Short n= 0.150 P2=3.20" 4.3 25 Total, Increased to minimum Tc= 6.0 min Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14-A Soils Type 11124-hr 10 yr Rainfall=5.00" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 02015 HvdroCAD Software Solutions LLC Page 5 Summary for Subcatchment 142S: YD#311 Runoff = 0.07 cfs @ 12.09 hrs, Volume= 213 cf, Depth= 2.99" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt=0.05 hrs Type III 24-hr 10 yr Rainfall=5.00" Area (sf) CN Description 250 39 >75% Grass cover, Good, HSG A 605 98 Paved walkway, HSG A 855 81 Weighted Average 250 29.24% Pervious Area 605 70.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 25 0.0100 0.79 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.1 5 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.6 30 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 143S: PR-5112 Runoff = 0.53 cfs @ 12.09 hrs, Volume= 1,805 cf, Depth= 4.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=5.00" Area (sf) CN Description 4,720 98 Paved parking, HSG A 308 39 >75% Grass cover, Good HSG A 5,028 94 Weighted Average 308 6.13% Pervious Area 4,720 93.87% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) 0.2 25 0.0700 1.72 Sheet Flow, Smooth surfaces n=0.011 P2= 3.20" 0.2 50 0.0700 5.37 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.4 75 Total, Increased to minimum Tc = 6.0 min Proposed Condition Watershed Analysis- Boston Street Redevelopment, Salem MA Proposed_R2-NOAH Atlas 14- A Soils Type N 24-hr 10 yr Rainfall=5.00" Prepared by Microsoft Printed 7/22/2016 HydroCAD010.00-15 s/n 06611 02015 HydroCAD Software Solutions LLC Page 6 Summary for Pond 136P: Proposed Stormwater Management Area#2 [87]Warning: Oscillations may require smaller dt or Finer Routing (severity=97) Inflow Area = 4,146 sf,100.00% Impervious, Inflow Depth = 4.76" for 10 yr event Inflow = 0.45 cfs @ 12.09 hrs, Volume= 1,646 cf Outflow = 0.09 cfs @ 11.80 hrs, Volume= 1,646 cf, Atten= 79%, Lag= 0.0 min Discarded = 0.09 cfs @ 11.80 hrs, Volume= 1,646 cf Routing by Dyn-Stor-Intl method,Time Span=0.00-40.00 hrs, dt=0.05 hrs/3 Peak Elev= 26.70'@ 12.51 hrs Surf.Area= 487 sf Storage= 366 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 18.9 min ( 766.9- 748.0 ) Volume Invert Avail.Storage Storage Description #1A 25.50' 458 cf 15.75'W x 30.92'L x 3.50'H Field A 1,704 cf Overall- 560 cf Embedded = 1,145 cf x 40.0%Voids #2A 26.00' 560 cf ADS StormTech SC-740 x 12 Inside#1 Effective Size= 44.6"W x 30.0"H =>6.45 sf x 7.12'L=45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44'x 6.45 sf x 3 rows 1,018 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 25.50' 8.270 In/hr Exfiltration over Surface area Discarded OutFlow Max=0.09 cfs @ 11.80 hrs HW=25.56' (Free Discharge) 1=Exfltration (Exfiltration Controls 0.09 cfs) Summary for Pond 137P: Proposed Stormwater Management Area#1 [87)Warning: Oscillations may require smaller dt or Finer Routing (severity=77) Inflow Area = 32,759 sf, 73.43% Impervious, Inflow Depth = 3.37" for 10 yr event Inflow = 2.81 cfs @ 12.09 hrs, Volume= 9,188 cf Outflow = 1.13 cfs @ 12.32 hrs, Volume= 9,200 cf, Atten= 60%, Lag= 14.1 min Discarded = 0.30 cfs @ 11.70 hrs, Volume= 7,742 cf Primary = 0.83 cfs @ 12.32 hrs, Volume= 1,457 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt=0.05 hrs/3 Peak Elev= 19.31' @ 12.32 hrs Surf.Area= 1,569 sf Storage= 2,268 cf Plug-Flow detention time=(not calculated:outflow precedes inflow) Center-of-Mass det. time= 34.7 min ( 834.3- 799.6 ) Proposed Condition Watershed Analysis _Boston Street Redevelopment, Salem MA Proposed_R2-NOAH Atlas 14-A Soils Type 1!124-hr 10 yr Rainfall=5.00" Prepared by Microsoft Printed 7/22/2016 HvdroCAD®10.00-15 s/n 06611 @2015 HvdroCAD Software Solutions LLC Pace 7 Volume Invert Avail.Storage Storage Description #1A 17.20' 1,417 of 34.75'W x 45.16'L x 3.50'H Field A 5,493 of Overall - 1,949 of Embedded = 3,543 of x 40.0% Voids #2A 17.70' 1,949 of ADS StormTech SC-740 x 42 Inside#1 Effective Size=44.6"W x 30.0"H => 6.45 sf x 7.121=45.9 of Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44'Overlap Row Length Adjustment= +0.44'x 6.45 sf x 7 rows 3,367 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 17.20' 8.270 in/hr Exfltratlon over Surface area #2 Primary 18.71' 8.0" Round Culvert L=21.5' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 18.71'/ 18.50' S= 0.0098'P Cc= 0.900 n= 0.010, Flow Area= 0.35 sf Qiscarded OutFlow Max=0.30 cfs @ 11.70 hrs HW=17.28' (Free Discharge) r -1=Exfiitration (Exfiltration Controls 0.30 cfs) Primary OutFlow Max=0.83 cfs @ 12.32 hrs HW=19.30' TW=0.00' (Dynamic Tailwater) L2=Culvert (Barrel Controls 0.83 cfs @ 3.35 fps) Summary for Pond 144P: Proposed Stormwater Management Area#3 [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=100) Inflow Area = 8,182 sf, 57.69% Impervious, Inflow Depth = 2.72" for 10 yr event Inflow = 0.53 cfs @ 12.09 hrs, Volume= 1,858 of Outflow = 0.12 cfs @ 11.85 hrs, Volume= 1,859 of, Atten= 77%, Lag= 0.0 min Discarded = 0.12 cfs @ 11.85 hrs, Volume= 1,859 of Primary - 0.00 cfs @ 0.00 hrs, Volume= 0 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs 13 Peak Elev= 11.02' @ 12.49 hrs Surf.Area=634 sf Storage= 388 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 15.6 min ( 795.8-780.2 ) Volume Invert Avail.Storage Storage Description #1A 10.00' 589 of 20.50'W x 30.92%x 3.50'H Field A 2,219 of Overall-746 of Embedded = 1,472 of x 40.0%Voids #2A 10.50' 746 of ADS StormTech SC-740 x 16 Inside#1 Effective Size= 44.6"W x 30.0"H =>6.45 sf x 7.121=45.9 of Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44'x 6.45 sf x 4 rows 1,335 of Total Available Storage Storage Group A created with Chamber Wizard Proposed Condition Watershed Analysis -Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14. A Soils Type 111 24-hr 10 yr Rainfall=5.00" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 ©2015 HvdroCAD Software Solutions LLC Page 8 Device Routing Invert Outlet Devices #1 Discarded 10.00' 8.270 in/hr Exfiltration over Surface area #2 Primary 12.67' 4.0" Round Culvert L= 110.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 12.67'/ 12.00' S= 0.0061 '/' Cc= 0.900 n= 0.010, Flow Area= 0.09 sf ?iscarded OutFlow Max=0.12 cfs @ 11.85 hrs HW=10.06' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.12 cfs) rimaryOutFlow Max=0.00 cfs @ 0.00 hrs HW=10.00' TW=0.00' (Dynamic Tailwater) 2=Culvert ( Controls 0.00 cfs) Summary for Link 109L: Total Surface Runoff discharging from limit of watershed analysis Inflow Area = 69,135 sf, 70.95% Impervious, Inflow Depth = 1.61" for 10 yr event Inflow = 2.12 cfs @ 12.10 hrs, Volume= 9,292 cf Primary = 2.12 cfs @ 12.10 hrs, Volume= 9,292 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 128L: Proposed runoff towards Goodhue Street Inflow Area= 65,458 sf, 74.09% Impervious, Inflow Depth = 1.67" for 10 yr event Inflow = 2.08 cfs @ 12.10 hrs, Volume= 9,093 cf Primary = 2.08 cfs @ 12.10 hrs, Volume= 9,093 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 his Summary for Link 132L: Proposed runoff towards Boston Street Inflow Area = 3,677 sf, 14.93% Impervious, Inflow Depth = 0.65" for 10 yr event Inflow = 0.05 cfs @ 12.11 hrs, Volume= 200 cf Primary = 0.05 cfs @ 12.11 hrs, Volume= 200 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed R2-NOAA Atlas 14-A Soils Type Ill 24-hr 25 yr Rainfall=6.20" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 111S: PR-1aR2 Runoff = 0.02 cfs @ 12.32 hrs, Volume= 133 cf, Depth= 0.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt=0.05 hrs Type III 24-hr 25 yr Rainfall=6.20" Area (so CN Description 3,154 39 >75% Grass cover, Good HSG A 3,154 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 50 0.0400 0.20 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.4 115 0.0800 4.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 4.7 165 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 133S: PR-1 bR2 Runoff = 0.26 cfs @ 12.10 hrs, Volume= 905 cf, Depth= 1.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.20" Area (sf) CN Description 4,790 39 >75% Grass cover, Good, HSG A * 1,859 98 Paved Walkways HSG A 6,649 55 Weighted Average 4,790 72.04% Pervious Area 1,859 27.96% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) 3.0 50 0.1000 0.28 Sheet Flow, Grass:Short n= 0.150 P2= 3.20" 0.3 60 0.0380 3.14 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 3.3 110 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 134S: PR-BLDG Runoff = 2.43 cfs @ 12.09 hrs, Volume= 8,877 cf, Depth= 5.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-40.00 hrs, dt=0.05 hrs Type III 24-hr 25 yr Rainfall=6.20" Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_112-NOAA Atlas 14 - A Solis Type 111 24-hr 25 yr Rainfall=6.20" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 @2015 HvdroCAD Software Solutions LLC Page 10 Area (sf) CN Description 17,868 98 Roofs. HSG A 17,868 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 135S: PR-TOWNHOUSE Runoff = 0.56 cfs @ 12.09 hrs, Volume= 2,060 cf, Depth= 5.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.20" Area (sf) CN Description 4,146 98 Roofs, HSG A 4,146 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 136S: PR-2bR Runoff = 0.01 cfs @ 12.32 hrs, Volume= 77 cf, Depth= 0.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.20" Area (sf) CN Description 1,840 39 >75% Grass cover, Good HSG A 1,840 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.3 40 0.0500 0.20 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 3.3 40 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 137S: PR-2R Runoff = 0.08 cis @ 12.10 hrs, Volume= 275 cf, Depth= 1.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt=0.05 hrs Type III 24-hr 26 yr Rainfall=6.20" Proposed Condition Watershed Analysis- Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14 -A Soils Type l/l 24-hr 25 yr Rainfall=6.20" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 02015 HydroCAD Software Solutions LLC Page 11 Area (so CN Description " 549 98 Paved walkways, HSG A 1,288 39 >75%Grass cover, Good HSG A 1,837 57 Weighted Average 1,288 70.11% Pervious Area 549 29.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 4.3 25 0.0100 0.10 Sheet Flow, Grass: Short n= 0.150 P2=3.20" 4.3 25 Total, Increased to minimum Tc=6.0 min Summary for Subcatchment 138S: PR-3R2 Runoff = 1.80 cfs @ 12.09 hrs, Volume= 6,088 cf, Depth= 5.27' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.20" Area (sf) CN Description * 12,452 98 Pavement&walkways, HSG A 1,421 39 >75% Grass cover, Good HSG A 13,873 92 Weighted Average 1,421 10.24% Pervious Area 12,452 89.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 25 0.0100 0.10 Sheet Flow, Grass: Short n=0.150 P2=3.20" 1.3 220 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 5.6 245 Total, Increased to minimum Tc=6.0 min Summary for Subcatchment 139S: PR-4R2 Runoff = 1.79 cfs @ 12.09 hrs, Volume= 5,719 cf, Depth= 4.17' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.20" Area (sf) CN Description 4,076 39 >75% Grass cover, Good, HSG A * 1,380 86 Porous Pavers, HSG A * 10,997 98 Pavement&walkways, HSG A 16,453 82 Weighted Average 5,456 33.16% Pervious Area 10,997 66.84% Impervious Area Proposed Condition Watershed Analysis- Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14 -A Soils Type /if 24-hr 25 yr Rainfall=6.20" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 02015 HvdroCAD Software Solutions LLC Pace 12 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 25 0.0100 0.79 Sheet Flow, Smooth surfaces n=0.011 P2= 3.20" 0.6 75 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.0 150 0.0250 2.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.1 250 Total, Increased to minimum Tc =6.0 min Summary for Subcatchment 140S: YD #1 R Runoff = 0.01 cfs @ 12.35 hrs, Volume= 50 of, Depth= 0.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.20" Area (sf) CN Description _ 1,186 39 >75% Grass cover, Good HSG A 1,186 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.4 50 0.0100 0.11 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" Summary for Subcatchment 141 S: YD#211 Runoff = . 0.00 cfs @ 12.32 hrs, Volume= 16 cf, Depth= 0.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.20" Area (sf) CN Description 392 39 >75% Grass cover, Good HSG A 392 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 4.3 25 0.0100 0.10 Sheet Flow, Grass: Short n=0.150 P2= 3.20" 4.3 25 Total, Increased to minimum Tc = 6.0 min i Proposed Condition Watershed Analysis- Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14-A Soils Type l//24-hr 25 yr Rainfall=6.20" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 142S: YD OR Runoff = 0.09 cis @ 12.09 hrs, Volume= 290 cf, Depth= 4.07' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN,Time Span= 0.00-40.00 hrs, dt=0.05 hrs Type III 24-hr 25 yr Rainfall=6.20" Area (sf) CN Description 250 39 >75% Grass cover, Good, HSG A " 605 98 Paved walkway, HSG A 855 81 Weighted Average 250 29.24% Pervious Area 605 70.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f ift) (ft/sec) (cfs) 0.5 25 0.0100 0.79 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.1 5 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.6 30 Total, Increased to minimum To= 6.0 min Summary for Subcatchment 143S: PR-5R2 Runoff = 0.67 cfs @ 12.09 hrs, Volume= 2,302 cf, Depth= 5.49" Runoff by SCS TR-20 method, UH=SCS,Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.20" Area (sf) CN Description 4,720 98 Paved parking, HSG A 308 39 >75% Grass cover, Good HSG A 5,028 94 Weighted Average 308 6.13% Pervious Area 4,720 93.87% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.2 25 0.0700 1.72 Sheet Flow, Smooth surfaces n= 0.011 P2=3.20" 0.2 50 0.0700 5.37 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.4 75 Total, Increased to minimum Tc= 6.0 min Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14 -A Solis Type 111 24-hr 25 yr Rainfall=6.20" Prepared by Microsoft Printed 7/22/2016 HydroCAD010.00-15 s/n 06611 02015 HydroCAD Software Solutions LLC Page 14 Summary for Pond 136P: Proposed Stormwater Management Area#2 [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=88) Inflow Area= 4,146 sf,100.00% Impervious, Inflow Depth = 5.96" for 25 yr event Inflow = 0.56 cfs @ 12.09 hrs, Volume= 2,060 cf Outflow = 0.09 cfs @ 11.75 hrs, Volume= 2,064 of, Atten=83%, Lag=0.0 min Discarded = 0.09 cfs @ 11.75 hrs, Volume= 2,064 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt=0.05 hrs/3 Peak Elev=27.14' @ 12.56 hrs Surf.Area= 487 sf Storage= 526 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 30.0 min( 774.6 - 744.7 ) Volume Invert Avail.Storage Storage Description #1A 25.50' 458 cf 15.75'W x 30.921 x 3.50'H Field A 1,704 cf Overall - 560 cf Embedded = 1,145 cf x 40.0% Voids #2A 26.00' 560 cf ADS_StormTech SC-740 x 12 Inside#1 Effective Size=44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 of Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap Row Length Adjustment= +0.44'x 6.45 sf x 3 rows 1,018 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 25.50' 8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.09 cfs @ 11.75 hrs HW=25.57' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.09 cfs) Summary for Pond 137P: Proposed Stormwater Management Area #1 [871 Warning: Oscillations may require smaller dt or Finer Routing (severity=71) Inflow Area = 32,759 sf, 73.43% Impervious, Inflow Depth = 4.46" for 25 yr event Inflow = 3.68 cfs @ 12.09 hrs, Volume= 12,164 of Outflow = 1.77 cfs @ 12.26 hrs, Volume= 12,166 cf, Atten= 52%, Lag= 10.3 min Discarded = 0.30 cfs @ 11.55 hrs, Volume= 9,173 cf Primary - 1.47 cfs @ 12.26 hrs, Volume= 2,993 cf Routing by DynStor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 19.81'@ 12.26 hrs Surf.Area= 1,569 sf Storage= 2,763 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass dot. time= 33.0 min ( 825.7- 792.8 ) Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_112-NOAA Atlas 14-A Soils Type 11124-hr 25 yr Rainfall=6.20" Prepared by Microsoft Printed 7/22/2016 HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 15 Volume Invert Avail.Storage Storage Description 91A 17.20' 1,417 cf 34.75'W x 45.16%x 3.50'H Field A 5,493 cf Overall- 1,949 cf Embedded = 3,543 cf x 40.0%Voids #2A 17.70' 1,949 cf ADS_StormTech SC-740 x 42 Inside#1 Effective Size=44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44'x 6.45 sf x 7 rows 3,367 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 17.20' 8.270 In/hr ExHitration over Surface area #2 Primary 18.71' 8.0" Round Culvert L= 21.5' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 18.71'/ 18.50' S=0.0098'/' Cc=0.900 n= 0.010, Flow Area= 0.35 sf Discarded OutFlow Max=0.30 cfs @ 11.55 hrs HW=17.25' (Free Discharge) 1=Exfitration (Exfiltration Controls 0.30 cfs) PrimaryOutFlow Max=1.46 cfs @ 12.26 hrs HW=19.80' TW=0.00' (Dynamic Tajlwater) L2=Culvert (Inlet Controls 1.46 cfs @ 4.19 fps) Summary for Pond 144P: Proposed Stormwater Management Area#3 [87]Warning: Oscillations may require smaller dt or Finer Routing (severity=90) Inflow Area= 8,182 sf, 57.69% Impervious, Inflow Depth = 3.57" for 25 yr event Inflow = 0.67 cfs @ 12.09 hrs, Volume= 2,435 cf Outflow = 0.12 cfs @ 11.75 hrs, Volume= 2,435 of, Atten=82%, Lag= 0.0 min Discarded = 0.12 cfs @ 11.75 hrs, Volume= 2,435 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt=0.05 hrs/3 Peak Elev= 11.45' @ 12.56 hrs Surf.Area=634 sf Storage= 601 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time=26.6 min ( 804.3-777.7 ) Volume Invert Avail.Storage Storage Description #1A 10.00' 589 cf 20.50'W x 30.92'L x 3.50'H Field A 2,219 cf Overall-746 of Embedded = 1,472 cf,x 40.0% Voids #2A 10.50' 746 cf ADS_StormTech SC-740 x 16 Inside#1 Effective Size=44.6"W x 30.0"H => 6.45 sf x 7.121=45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44'Overlap Row Length Adjustment= +0.44'x 6.45 sf x 4 rows 1,335 cf Total Available Storage Storage Group A created with Chamber Wizard Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14-A Soils Type ///24-hr 25 yr Rainfall=6.20" Prepared by Microsoft Printed 7/22/2016 ydroCAD® 10.00-15 s/n 06611 02015 HvdroCAD Software Solutions LLC Page 16 Device Routing Invert Outlet Devices #1 Discarded 10.00' 8.270 in/hr Exfiltration over Surface area #2 Primary 12.67' 4.0" Round Culvert L= 110.0' CPP, square edge headwall, Ke=0.500 Inlet/Outlet Invert= 12.67'/ 12.00' S= 0.0061 T Cc= 0.900 n= 0.010, Flow Area= 0.09 sf Discarded OutFlow Max=0.12 cfs @ 11.75 hrs HW=10.04' (Free Discharge) 1=Exfiltration (Exflltration Controls 0.12 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=10.00' TW=0.00' (Dynamic Tailwater) L2=Culvert ( Controls 0.00 cfs) Summary for Link 109L: Total Surface Runoff discharging from limit of watershed analysis Inflow Area = 69,135 sf, 70.95% Impervious, Inflow Depth = 2.28" for 25 yr event Inflow = 3.56 cfs @ 12.12 hrs, Volume= 13,128 cf Primary - 3.56 cfs @ 12.12 hrs, Volume= 13,128 cf, Allen= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 128L: Proposed runoff towards Goodhue Street Inflow Area = 65,458 sf, 74.09% Impervious, Inflow Depth = 2.34" for 25 yr event Inflow = 3.47 cfs @ 12.12 hrs, Volume= 12,775 of Primary = 3.47 cfs @ 12.12 hrs, Volume= 12,775 cf, Atten=0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 132L: Proposed runoff towards Boston Street Inflow Area = 3,677 sf, 14.93% Impervious, Inflow Depth = 1.15" for 25 yr event Inflow = 0.08 cfs @ 12.11 hrs, Volume= 353 cf Primary = 0.08 cfs @ 12.11 hrs, Volume= 353 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow,Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_R2-NOAH Atlas 14 - A Soils Type /ll 24-hr 100 yr Rainfall=7.90" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 sln 06611 02015 HydroCAD Software Solutions LLC Paoe 17 Summary for Subcatchment 111S: PR-1aR2 Runoff = 0.06 cfs @ 12.13 hrs, Volume= 293 cf, Depth= 1.12" Runoff by SCS TR-20 method, UH=SCS,Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=7.90" Area (sf) CN Description 3,154 39 >75% Grass cover, Good HSG A 3,154 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 4.3 50 0.0400 0.20 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.4 115 0.0800 4.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 4.7 165 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 133S: PR-1 1JR2 Runoff = 0.46 cfs @ 12.10 hrs, Volume= 1,505 cf, Depth= 2.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=7.90" Area (sf) CN Description 4,790 39 >75% Grass cover, Good, HSG A 1,859 98 Paved Walkways, HSG A 6,649 55 Weighted Average 4,790 72.04% Pervious Area 1,859 27.96% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.0 50 0.1000 0.28 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.3 60 0.0380 3.14 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 3.3 110 Total, Increased to minimum Tc =6.0 min Summary for Subcatchment 134S: PR-BLDG Runoff = 3.11 cfs @ 12.09 hrs, Volume= 11,406 cf, Depth= 7.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=7.90" Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_112-NOAA Atlas 14 - A Soils Type 111 24-hr 100 yr Rainfall=7.90" Prepared by Microsoft Printed 7/22/2016 HydroCAD810.00-15 s/n 06611 02015 HvdroCAD Software Solutions LLC Page 18 Area (sf) CN Description 17,868 98 Roofs, HSG A 17,868 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 1355: PR-TOWNHOUSE Runoff = 0.72 cfs @ 12.09 hrs, Volume= 2,647 cf, Depth= 7.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=7.90" Area (sf) CN Description 4,146 98 Roofs HSG A 4,146 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 136S: PR-2bR Runoff = 0.03 cfs @ 12.13 hrs, Volume= 171 cf, Depth= 1.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=7.90" Area (sf) CN Description 1,840 39 >75%Grass cover, Good HSG A 1,840 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.3 40 0.0500 0.20 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 3.3 40 Total, Increased to minimum Tc=6.0 min Summary for Subcatchment 137S: PR-2R Runoff = 0.14 cfs @ 12.10 hrs, Volume= 449 cf, Depth= 2.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=7.90" Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14-A Soils Type 111 24-hr 100 yr Rainfall=7.90" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Paae 19 Area (sf) CN Description 549 98 Paved walkways, HSG A 1,288 39 >75% Grass cover, Good HSG A 1,837 57 Weighted Average 1,288 70.11% Pervious Area 549 29.89% Impervious Area To Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 25 0.0100 0.10 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 4.3 25 Total, Increased to minimum To = 6.0 min Summary for Subcatchment 138S: PR-3R2 Runoff = 2.33 cfs @ 12.09 hrs, Volume= 8,028 cf, Depth= 6.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=7.90" Area(sf) CN Description * 12,452 98 Pavement&walkways, HSG A 1,421 39 >75%Grass cover, Good, HSG A 13,873 92 Weighted Average 1,421 10.24% Pervious Area 12,452 89.76% Impervious Area To Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 4.3 25 0.0100 0.10 Sheet Flow, Gress: Short n= 0.150 P2= 3.20" 1.3 220 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 5.6 245 Total, Increased to minimum To=6.0 min Summary for Subcatchment 139S: PR-4112 Runoff = 2.44 cfs @ 12.09 hrs, Volume= 7,904 of, Depth= 5.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=7.90" Area(sf) CN Description 4,076 39 >75% Grass cover, Good, HSG A * 1,380 86 Porous Pavers, HSG A * 10,997 98 Pavement&walkways, HSG A 16,453 82 Weighted Average 5,456 33.16% Pervious Area 10,997 66.84% Impervious Area Proposed Condition Watershed Analysis- Boston Street Redevelopment, Salem MA Proposed_R2-NOAH Atlas 14-A Soils Type IN 24-hr 100 yr Rainfall=7.90" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 02015 HvdroCAD Software Solutions LLC Page 20 Tc Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 25 0.0100 0.79 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.6 75 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.0 150 0.0250 2.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.1 250 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 140S: YD #1 R Runoff = 0.02 cfs @ 12.16 hrs, Volume= 110 cf, Depth= 1.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=7.90" Area (sf) CN Description 1,186 39 >75% Grass cover, Good HSG A 1,186 100.00% Pervious Area To Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cis) 7.4 50 0.0100 0.11 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" Summary for Subcatchment 141 S: YD #211 Runoff = 0.01 cfs @ 12.13 hrs, Volume= 36 cf, Depth= 1.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=7.90" Area (sf) CN Description 392 39 >75% Grass cover, Good HSG A 392 100.00% Pervious Area Tc Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 25 0.0100 0.10 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 4.3 25 Total, Increased to minimum Tc =6.0 min z Proposed Condition Watershed Analysis -Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14-A Soils Type /1124-hr 100 yr Rainfall=7.90" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Pace 21 Summary for Subcatchment 142S: YD #311 Runoff = 0.12 cfs @ 12.09 hrs, Volume= 402 cf, Depth= 5.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN,Time Span= 0.00-40.00 hrs, dt= 0.05 hrs 9 P Type III 24-hr 100 yr Rainfall=7.90" Area(sf) CN Description 250 39 >75% Grass cover, Good, HSG A ` 605 98 Paved walkway, HSG A 855 81 Weighted Average 250 29.24% Pervious Area 605 70.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 0.5 25 0.0100 0.79 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.1 5 0.0100 1.61. Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.6 30 Total, Increased to minimum To = 6.0 min Summary for Subcatchment 143S: PR-5112 Runoff = 0.86 cfs @ 12.09 hrs, Volume= 3,009 cf, Depth= 7.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=7.90" Area (sf) CN Description 4,720 98 Paved parking, HSG A 308 39 >75% Grass cover, Good HSG A 5,028 94 Weighted Average 308 6.13% Pervious Area 4,720 93.87% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f tsec) (cfs) 0.2 25 0.0700 1.72 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.2 50 0.0700 5.37 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.4 75 Total, Increased to minimum Tc =6.0 min Proposed Condition Watershed Analysis- Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14- A Soils Type 111 24-hr 100 yr Rainfall=7.90" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 02015 HvdroCAD Software Solutions LLC Page 22 Summary for Pond 136P: Proposed Stormwater Management Area #2 [87]Warning: Oscillations may require smaller dt or Finer Routing (severity=75) Inflow Area = 4,146 sf,100.00% Impervious, Inflow Depth = 7.66" for 100 yr event Inflow = 0.72 cfs @ 12.09 hrs, Volume= 2,647 cf Outflow = 0.09 cfs @ 11.70 hrs, Volume= 2,648 cf, Atten= 87%, Lag=0.0 min Discarded = 0.09 cfs @ 11.70 hrs, Volume= 2,648 cf Routing by Dyn-Stor-Ind method, Time Span=0.00-40.00 hrs, dt= 0.05 his/3 Peak Elev= 27.86'@ 12.63 hrs Surf.Area=487 sf Storage= 762 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 47.6 min ( 789.0- 741.4) Volume Invert Avail.Storage Storage Description #1A 25.50' 458 cf 15.75'W x 30.92'L x 3.50'H Field A 1,704 cf Overall -560 cf Embedded = 1,145 cf x 40.0%Voids #2A 26.00' 560 cf ADS_StormTech SC-740 x 12 Inside#1 Effective Size=44.6"W x 30.0"H =>6.45 sf x 7.121=45.9 cf Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44'Overlap Row Length Adjustment= +0.44'x 6.45 sf x 3 rows 1,018 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 25.50' 8.270 in/hr Exfltration over Surface area Discarded OutFlow Max=0.09 cfs @ 11.70 hrs HW=25.58' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.09 cfs) Summary for Pond 137P: Proposed Stormwater Management Area#1 [93]Warning: Storage range exceeded by 3.35' [87]Warning: Oscillations may require smaller dt or Finer Routing (severity=63) Inflow Area = 32,759 sf, 73.43% Impervious, Inflow Depth= 6.04" for 100 yr event Inflow = 4.92 cfs @ 12.09 hrs, Volume= 16,482 cf Outflow = 4.06 cfs @ 12.20 hrs, Volume= 16,485 cf, Atten= 17%, Lag= 6.5 min Discarded = 0.30 cfs @ 11.20 hrs, Volume= 11,026 cf Primary = 3.76 cfs @ 12.20 hrs, Volume= 5,460 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 24.05'@ 12.20 hrs Surf.Area= 1,569 sf Storage= 3,367 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 31.7 min ( 817.2 - 785.5 ) Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_R2-NOAH Atlas 14-A Soils Type Ill 24-hr 100 yr Rainfall=7.90" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Page 23 Volume Invert Avail.Storage Storage Description #1A 17.20' 1,417 of 34.75'W x 45.161 x 3.50'H Field A 5,493 of Overall - 1,949 of Embedded =3,543 of x 40.0% Voids #2A 17.70' 1,949 of ADS_StormTech SC-740 x 42 Inside#1 Effective Size=44.6"W x 30.0"H => 6.45 sf x 7.121=45.9 of Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adiustment= +0.44'x 6.45 sf x 7 rows 3,367 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 17.20' 8.270 in/hr Exfiltratlon over Surface area #2 Primary 18.71' 8.0" Round Culvert L=21.5' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 18.71'/ 18.50' S=0.00987 Cc= 0.900 n=0.010, Flow Area= 0.35 sf Qlscarded OutFlow Max=0.30 cfs @ 11.20 hrs HW=17.24' (Free Discharge) 1-Exfltration (Exfiltration Controls 0.30 cfs) rimaryOutFlow Max=3.69 cfs @ 12.20 hrs HW=23.87' TW=0.00' (Dynamic Tailwater) 2=Culvert (Inlet Controls 3.69 cfs @ 10.58 fps) Summary for Pond 144P: Proposed Stormwater Management Area#3 [87]Warning: Oscillations may require smaller dt or Finer Routing (severity=75) Inflow Area = 8,182 sf, 57.69% Impervious, Inflow Depth = 4.84" for 100 yr event Inflow = 0.91 cfs @ 12.09 hrs, Volume= 3,303 of Outflow = 0.12 cfs @ 11.70 hrs, Volume= 3,303 of, Atten= 87%, Lag= 0.0 min Discarded = 0.12 cfs @ 11.70 hrs, Volume= 3,303 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 12.24' @ 12.67 hrs Surf.Area= 634 sf Storage=953 of Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time=48.8 min ( 824.0- 775.1 ) Volume Invert Avail.Storage Storage Description #1A 10.00' 589 of 20.50'W x 30.921 x 3.50'H Field A 2,219 of Overall- 746 of Embedded = 1,472 of x 40.0%Voids #2A 10.50' 746 of ADS_StormTech SC-740 x 16 Inside#1 Effective Size= 44.6"W x 30.0"H =>6.45 sf x 7.121=45.9 of Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44'Overlap Row Length Adjustment= +0.44'x 6.45 sf x 4 rows 1,335 of Total Available Storage Storage Group A created with Chamber Wizard Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_112-NOAA Atlas 14-A Solis Type Ill 24-hr 100 yr Rainfall=7.90" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 ©2015 HvdroCAD Software Solutions LLC Pace 24 Device Routing Invert Outlet Devices #1 Discarded 10.00' 8.270 In/hr Exfiitration over Surface area #2 Primary 12.67' 4.0" Round Culvert L= 110.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 12.67'112.00' S= 0.0061 T Cc= 0.900 n= 0.010, Flow Area= 0.09 sf Qiscarded OutFlow Max=0.12 cfs @ 11.70 hrs HW=10.05' (Free Discharge) 1=Exfltration (Exfiltration Controls 0.12 cfs) PrimaryOutFlow Max=0.00 cfs @ 0.00 hrs HW=10.00' TW=0.00' (Dynamic Tailwater) t-2=Culvert ( Controls 0.00 cfs) Summary for Link 109L: Total Surface Runoff discharging from limit of watershed analysis Inflow Area = 69,135 sf, 70.95% Impervious, Inflow Depth = 3.30" for 100 yr event Inflow = 6.06 cfs @ 12.19 hrs, Volume= 18,991 cf Primary = 6.06 cfs @ 12.19 hrs, Volume= 18,991 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 128L: Proposed runoff towards Goodhue Street Inflow Area = 65,458 sf, 74.09% Impervious, Inflow Depth = 3.37" for 100 yr event Inflow = 5.94 cfs @ 12.19 hrs, Volume= 18,371 cf Primary - 5.94 cfs @ 12.19 hrs, Volume= 18,371 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 132L: Proposed runoff towards Boston Street Inflow Area= 3,677 sf, 14.93% Impervious, Inflow Depth = 2.02" for 100 yr event Inflow = 0.17 cfs @ 12.10 hrs, Volume= 620 cf Primary = 0.17 cfs @ 12.10 hrs, Volume= 620 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Stormwater Report Compliance Calculations Boston Street Residential Development, Salem Massachusetts July 14, 2016 Revised July 21,2016 1.0 Standard 1 -No Untreated Discharges Or Erosion To Wetlands: • Untreated Discharges: To document compliance that new discharges are adequately treated refer to calculations for Standards 4 through 6. 2.0 Standard 2- Peak Rate Attenuation: • Refer to Total Peak Rate of Runoff Comparison Table found in Section 1 of the Stormwater Report for summary tables that demonstrate that we meet this standard 3.0 Standard 3-Stormwater Recharge: • Recharge Volume: R,mgwmd=F x Impervious Area Site consists of Hydrologic Soils Group C: Fc=0.60 in. Proposed Impervious Area on site: A=54,576 ft2(Includes all Roof Area) Rv mgwmd= (54,576)ft2 x (0.60 inch)/12 inch/ft=2,729 ft3 Total Provided in Stormwater Management Areas 1,2&3=4,715 ft3 (Below the lowest hydraulic device) • Calculate Required Recharge Volume for each stormwater management area based on the amount of tributary impervious area SWMA#1 R„mgW,d= (25,434)ft2 x (0.60 inch)/12 inch/ft=1,272 W Provided Volume below 12" diameter outlet=2,138 ft3 SWMA#2 R�mgwmd = (4,146)ft2 x (0.60 inch)/12 inch/ft=207 ft3 Provided Volume in system=1,115 ft3 SWMA#3 R�mquimd=(4,720)ft2 x (0.60 inch)/12 inch/ft=236 ft3 Provided Volume in system=1,462 ft3 Page 2-1 Stormwater Report Compliance Calculations Boston Street Residential Development,Waltham, MA July 14, 2016 Revised July 21,2016 • Capture Area Adjustment: Total Proposed impervious area:54,576 ft2 Site impervious area draining to recharge facilities:34,300 ft2(see Mitigative Drainage Study) Ratio of total site impervious area to site impervious area draining to recharge facility _(54576) / (34,300) =1.59 Adjusted minimum required recharge volume = (2,729) (1.59) =4,339 W Total Provided in Stormwater Management Areas 1,2&3=4,715 ft3 • Drawdown Within 72 Hours: Tdrawdow„=R�/ (K)(Bottom Area) PRSWMAI Rv =1,272 ft3(See calculation above) K=8.27 in/hr(Rawls Rate) Bottom Area=34.75 ft x 45.16 ft=1,569 ft2(see Mitigative Drainage Study) Tdrawdown= 1,272/[(8.27)(1,569)/12] =1.2 hours<72 hours PR-SWMA2 Rr, =207 ft3(See calculation above) K=8.27 in/hr (Rawls Rate) Bottom Area=15.75 ft x 30.92 ft=487 ft2(see Mitigative Drainage Study) Tdrawdown=207/[(8.27)(487)/121 =0.6 hours<72 hours PR-SWMA3 R„ =236 W(See calculation above) K=8.27 in/hr (Rawls Rate) Bottom Area=20.50 ft x 30.92 ft=634 ft2(see Mitigative Drainage Study) Tdrawdown=236/[(8.27)(634)/12]=0.5 hours<72 hours 4.0 Standard 4—Water Quay: • Water Quality: VWQrequimd=(DwQ)(Aimp) DwQ=1.0 in.(Rapid Infiltration Area) Aimp=32,562 ft2(Excludes All Roof Area) VWQregnimd= 1(1.0)(32562]/12=2,714 ft3 VwQ provided=4,715 W Page 2-2 Stormwater Report Compliance Calculations Boston Street Residential Development,Waltham, MA July 14, 2016 Revised July 21, 2016 • TSS Removal: Does not include Proposed Roof areas Pavement receiving 25%TSS removal from existing drainage system=2,408 sq.ft Pavement receiving 85%TSS removal from proposed drainage system=34,300 sq.ft Perform Weighted Average: 2,408 sq.ft x 0.25 +34,300 sq. ft.x 0.85 [100] =81.1% 36,708 sq.ft See TSS removal calculation worksheets below. 5.0 Standard 5- Land Uses With Higher Potential Pollutant Loading_ This project is not being considered as a LUHPPL. 6.0 Standard 6-Critical Areas: The stormwater discharge from this property is not within an Interim Wellhead Protection Area of a public water supply nor within a Zone II. However,it does lie within an area of rapid infiltration due to the sands present on site and is therefore subject to the one (1")inch rule. 7.0 Standard 7- Redevelopment: This project is not being considered as a redevelopment. 8.0 Standard 8-Construction Period Controls: A Stormwater Pollution Prevention Plan(SWPPP)will be provided. 9.0 Standard 9 - Long Term Operation And Maintenance Plan: See Section 5.0 Long Term Operation and Maintenance Plan 10.0 Standard 10-Illicit Discharges To Drainage System: There are no proposed illicit discharges into the Stormwater Management Systems to be constructed as shown on the site plan. Page 2-3 V INSTRUCTIONS: 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu Version 1,Automated.Mar.4,2008 2. Select BMP from Drop Down Menu 3.After BMP is selected, TSS Removal and other Columns are automatically completed. Location: I iOgg N WMW B C D E F TSS Removal Starting TSS Amount Remaining BMW Rate' Load* Removed (C*D) Load (D-E) 0 edg 0.26 1.00 0.25 0.75 0 0 0.00 - -0.76 0.00 0.75 . ........... 0.00 0.76 0.00 0.76 a 0.00 — 0.76 0.00 0.76 0.00 0.76 0.00 0.75 Separate Form Needs to be Completed for Each Total TSS Removal = 25% Outlet or BMP Train Project: Prepared By: WJ' *Equals remaining load from previous BMP(E) Date: which enters the BMP Non-automated TSS calculation Sheet must be used ff Proprietary BMP Proposed 1.From MassDEP Stormwater Handbook VOL 1 Mass.Dept.of Environmental Protection V INSTRUCTIONS: 1. in BMP Column,click on Blue Cell to Activate Drop Down Menu Version 1,Automated.,Mar.4,2008 2. Select BMP from Drop Down Menu 3.After BMP is selected,TSS Removal and other Columns are automatically completed. Location: •� r ;. B C D E F TSS Removal Starting TSS Amount Remaining BMP' Rate' Load' Removed C*D Load D-E ". 0.25 1.00 0.25 0.75 Qi Y > Q Y 25 0 . 0.75 0.19 ��� 0.56 x � � d = �'� C 0.00 0.56 0.00 0.56 t � ' v + 0.00 0.56 0.00 0.56 0.56 0.00 0.56 Separate Form Needs to Lbe Completed for Each Total TSS Removal = aa^io Outlet or BMP Train Prepared By: <: o r 3 '.• � r , Equals remaining load from previous BMP(E) N �� M " t �, Date: ��k��"�,� ,�.�y� �. � which enters the BMP Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1.From MassDEP Stonnwater Handbook Vol. 1 Mass.Dept.of Environmental Protection V INSTRUCTIONS: Version 1,Automated:Mar.a,200e 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3.After BMP is selected, TSS Removal and other Columns are automatically completed. Location: ;r .. : ,z INNERM t ' B C D E F TSS Removal Starting TSS Amount Remaining BMP' Rate' Load* Removed C*D Load D-E 0.25 1.00 0.25 0.75 H 3 QL � �. 0.80 0.75 0.50 0.15 C � :, . : ,« ra 0.00 0.15 0.00 0.15 ~ F � ° V 0.00 0.15 0.00 0.15 0.00 0.15 0.00 0.15 Separate Form Needs to be Completed for Each Total TSS Removal = 88% Outlet or BMP Train Project: x _ Prepared By: .: .._ ; ,. r - *`; "Equals remaining load from previous BMP(E) Date: -, which enters the BMP rl Non-automated TSS Calculation Sheet It, must be used if Proprietary BMP Proposed _ 1.From MassDEP Stomiwater Handbook Vol. 1 Mass.Dept.of Environmental Protection 67AL4_-- CF-19 WILLIAMS 191 South Main Street, Suite 103 SPARAGIES Middleton, MA 01949 (978) 539-8088 Office www.wsengineers,com Jul .......... -JE-A.- j i Giabe p �e r4_ 0., .......... �,h..... 4, Aw L Ji I Qq, m Ilia XI) -T....... _.i)R + t-A A N1.14J JS'T +^r I. _ _(�Fa �'S 4•'Y`ui`S.a i. _ u'(d, i _ j— ._;__�. Yv am f F-1- ------------ - r, L .......... ......... ...... ....... WILLIAMS 191 South Main Street, Suite 103 VV SPARAGESMiddleton, MA 01949 ..a* . m .". (978) 539-8088 Office Twww.wsengineers.com IDUP cfara"A ........... v Wxl 41- _A- L J ... ro ... ..........— J C 4--iffi 1111 vx, Jr- 4_ 4 1L 4 + ------jj � a - j...... � jlf f_ yy i 4­ JL .. ............. to 41L sqol-tA HY-8 Analysis Results Culvert Summary Table - 12" HDPE Culvert Crossing: 12" HDPE Total Culvert HeadwaInlet Outlet Flow Normal Critical Outlet allwale utlet ailwate Dischar Dischar ter Control Control ype Depth Depth Depth Depth elocity r ge Ids) a Ids) Elevatlo Depth(ft)Depih(ft) (ft) (ft) (ft) (ft) (Ws) Velocity 2y n ft ft �� D.84 0.84 78.51 0.51 0.15 1-S2n 0.21 0.38 023 19.12 5.93 .00 0 0.90 . 0.90 19.54 0.54 0.16 1-S2n 0.21 0.39 0.24 19.12 6.01 0.00 0.960.96 19.56 0.56 0.16 1S2n 0.22 0.41 0.25 19.12 6.09 0.00 1.01 1.01 19.58 0.58 0.17 1-S2n 0.23 0.42 0.26 19.12 6.170.00 1.07 1.07 18.60 0.60 .17 1-S2n .23 0.44 .27 19.12 6.25 0.00 1.13 1113 19.62 0.62 0.18 1-S2n 0.24 0.45 0.28 19.12 6.33 0.00 7.19 1.19 19.64 0.64 0.18 1-S2n 0.25 0.46 .29 19.12 6.40 0.00 1.25 1.25 19.66 0.66 0.19 1-S2n 0.25 0.47 .30 19:12 6.48 0.00 1.30 1.30 19.68 0.68 .19 1-S2n 0.26. 0.48 .30 19.12 6.55 0.00 1.36 1.36 19.70. 0.70 0.20 1-S2n 0.27 0.49 0.31 19.12 6.62 0.00 1D�R 1.42 1.42 19.72 0.72 0.21' 1-S2n 0.27 0.50 032 19.12 6.69 0.00 v . ��� t°l•IL �n A SW#AA 1 V Z • YipN\ tit OL. D N HDPC Q.Lam) 7DRAIo N � HGal1A.A.1'C.( LIt✓ a C fjA• tl� GDPEDRAIN 0 P o �OQ 0� 11Y1K. 0 uo 0 0 n �40 j 0 G13 (LINA. m ---- Pl�c \t UP #4905 S ( abt_ W/GUY N S AP, (P --1 ff\ 3 = PROPOSED SEDIMENT DOU �� L �r-- & OIL SEPARATOR SHALLOW /�►T►��1 �A 25 W .$�AL T TO F.G. CD RIM=2 .30 �AI.tJ• GOAD► I �eP-QE T 12" INV=� .50 • su. pick ort2-.5 Circular Channel 1.0 L r- 0.9-- 0.8-- 0.7-- 00.5- - 0.4 .9 0.80.7> 0.50.4 L i i 0.3 r 0.2 r 0.1 0- 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 Station (ft) HY-8 Analysis Results Culvert Summary Table - 12" HDPE Culvert Crossing: 12" HDPE otal Culvert Headwa Inlet Outlet Flow Normal JD al Outlet ailwate Outlet ailwate Dischar Dischar ter Control Control Type Depth h Depth r Depth Velocity r ge Ids) ge(cfs) Elevatio Depth(ft)Depth(f) (fl) (fl) (fl) (fUS) Velocity, in ft fNs 2y �� 0.70 0.70 2.23 0.48 0.0` 1-S2n 0.26 0.26 1.27 38 0.00 0.77 0.77 2.25 0.50 0.0' 1-S2n 0.27 0.27 1.27 .47 0.00 .84 0.84 2.28 0.53 0.0' 1-S2n 0.28 0.28 1.27 .62 0.00 .91 0.91 22.31 0.56 0.0' 1-S2n 0.29 0.29 1.27 .76 0.00 .98 0.98 22.34 0.59 0.0' 1-S2n 0.30 0.30 1.27 .89 000 1.05 1.05 2.36 .61 .0• 1-S2n 0.32 0.32 1.27 .01 0.00 1:12 1.12 2.39 .64 .0' 1-S2n 0.33 0.33 1.27 5.00 0.00 1.19 1.99 2.41 .66 .0' 1-S2n 0.34 0.34 1.27 .08 0.00 1.26 1.26 2.44 0.69 0.0' 1-S2n 0.35 0.35 1.27 5.15 0.00 1.33 1.33 2.46 0.71 0.0' 1-S2n 0.36 0.36 1.27 5.22 .00 1.40 1.40 2.48 0.73. 0.0` 1-S2n 0.37 0.37 1.27 5.30 .00 t4www R" 1:10M 1 NH$lD �I'OSHD RIM�&fB7t SEDIMENT h' C s PIPES \ ew a 'Zt 2'� GHTTTO F:c 0.92&Rll'AIL NK-1175 10 SPACES JAN HOS I'pN $TI . NKl ODM HC `Sq k Y T�I 90 ro 433d25 CLOS CH p DDMESnc NA •1I 'T K�7. O'INV REPIACE EKISTINC T01 NN SUMP 21.0 B'PVC I (MIN 4t) Py w•�Y( .,N PROP, E �1C VS SIZE E $a • �. US DETERMINED HRNED 9Y T to MEC1lANH,PLINP � ENGINE PV ROF'.ROUDRAIN` P£IN. 13� BHpV WT-6.1) 1 K RIMIB .DROP DMH 1OO 2' NV=10.00 IN . . 'I OP ROP OUT e RIM. 0ROP MHP.A ..,, II �/E ENGINEER 12' VIN 8.50 r 1I.o D 11 B'DINV�Yl555 E V LOT 1 DB MSE ORA'R SUYP�YI.DO • f Z _ .iiz) _ 7J�B25 S.F.F. __ _s� 541_ � .. O 4 i,-IDft INV�RV3 �- �G a�- 10 03of, G6 w ";" .. y { 1'I:OV.Ffa Y:nLL • 4)K. -s -o DPw NNHH .r :PIER 3 3 3 5 3 5 • 1 s RIIM P�JRH BOSTON STREET DP o .icDY 1n1�1' 60�+�1 ncy+- Ate- 2-t1 Circular Channel 1 .0 0.9 0.8- 0.5- - 0.4-- 0.3-- 0.2+ .80.50.40.3 L 0.1 ----------- 0 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0�8 0.9 1.0 Station (ft) HY-8 Analysis Results Culvert Summary Table - 12" HDPE Culvert Crossing: 12" HDPE Total Culvert Headwa Inlet Outlet Flow Normal Critical utlet ailwate Outlet ailwale Dischar Dischar ter Control Control ype Depth Depth Depth r Depth Velocity r e(cfs) a(cfs) Elevatio Depth(ft)Depth(ft) (ft) (ft) (ft) (ft) (ft/s) Velocity ft n fUs Zy --:Ip 0.320.32 12.26 .32 0.0` 1-S2n 0.18 0.23 0.18 10.76 .39 .00 - 0.34 0.34 12.27 .33 0.0' 1-S2n 0.18 0.24 0.18 10.76 .47 .00 0.36 0.36 12.27 0.33 0.0' 1-S2n 0.19 0.25 0.19 10.76 .55 0.00 0.38 .38 12.28 0.34 0.0' 1-S2n 0.19 0.25 0.19 10.76 .58 0.00 0.40 0.40 12.29 0.35 0.0' 1-S2n 0.20 0.26 0.20 10.76 .64 0.00 0.43 0.42 12.30 .36 0.0' 1-S2n 0.20 0.26 0.20 10.76 :82 0.00 .45 0.44 12.31 .37 0.0' 1-S2n 0.21 0.27 0.21 10.76 .90 0.00 .47 0.47 12.32 0.38 0.0' 1-S2n 0.21 0.28 0.21 10.76 .97 0.00 0.49 0.49 12.33 0.39 0.0' 1-S2n 0.22 0.28 0.22 10.76 .05 0.00 0.51 0.51 12.34. 0.40 0.0' 1-S2n 0.22 0.29 0.22 10.76 .12 0.00 I 'Q"' .. p 0.53 .53� 12.35 .41 0.0' i-S2n 0.22 0.30 0.22 10.76 .18 0.00 Nor"I flow p #557-84 '0. Na +40,;1IA&kf \POLE & GUY WIRE Df,'34. to (PER UTILITY C.O.) 4" HDPE OUTLET=12 h�% 0.2z �,� o o �► li L) Tod of T��►K= �3•�ISy O` 4 TRASH O ROOM • GR Mw� s 14•00 - � ce RIM=14.60 - _ INV=12.25 QZ • tJAt PRS o (A IGS- G►A{N) ! • Su pro 4- M z-i� l� �I Circular Channel 1.0 Ir t I 0.9 0.8 _ 0.7-- 0.6 v I c 0.5 C. _ . _ w } u 0.4-- 0.3-- 0.2-- r3 .3 0.2r3 0 1 0 0,1 0.2 0.3 0.4 0.5 0.6 0,7 0.8 0.9 1.0 Station (ft) Checklist for Stormwater Report Boston Street Residential Development, Salem, Massachusetts July 21,2016 Page 3-1 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report � �r�a `P��t�l-non• �yMt� 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. the Stormwater Report 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 tl certified by a Registered Professional Engineer(RPE)licensed in the Commonwealth. The Stormwater Report must include: • The Stormwater Checklist completed and stamped by a Registered Professional Engineer(see page 2)that certifies that the Stormwater Report contains all required submittals.' This Checklist is to be used as the cover for the completed Stormwater Report. • Applicant/Project Name • Project Address • Name of Firm and Registered Professional Engineer that prepared the Report • Long-Term Pollution Prevention Plan required by Standards 4-6 • Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan required by Standard 82 • Operation and Maintenance Plan required by Standard 9 In addition to all plans and supporting information, the Stormwater Report must include a brief narrative describing stormwater management practices, including environmentally sensitive site design and LID techniques, along with a diagram depicting runoff through the proposed BMP treatment train. Plans are required to show existing and proposed conditions,identify all wetland resource areas, NRCS soil types, critical areas, Land Uses with Higher Potential Pollutant Loads (LUHPPL),and any areas on the site where infiltration rate is greater than 2.4 inches per hour. The Plans shall identify the drainage areas for both existing and proposed conditions at a scale that enables verification of supporting calculations. As noted in the Checklist, the Stormwater Management Report shall document compliance with each of the Stormwater Management Standards as provided in the Massachusetts Stormwater Handbook. The soils evaluation and calculations shall be done using the methodologies set forth in Volume 3 of the Massachusetts Stormwater Handbook. To ensure that the Stormwater Report is complete, applicants are required to fill in the Stormwater Report Checklist by checking the box to indicate that the specified information has been included in the Stormwater Report. If any of the information specified in the checklist has not been submitted, the applicant must provide an explanation. The completed Stormwater Report Checklist and Certification must be submitted with the Stormwater Report. 'The Stormwater Report may also Include the Illicit Discharge Compliance Statement required by Standard 10. If not included in the Stormwater Report,the Illicit Discharge Compliance Statement must be submitted prior to the discharge of stormwater runoff to the post-construction best management practices. 3 For some complex projects,it may not be possible to Include the Construction Period Erosion and Sedimentation Control Plan in the stormwater Report. In that event,the Issuing authority has the discretion to issue an Order of Conditions that approves the project and includes a condition requiring the proponent to submit the Construction Period Erosion and Sedimentation Control Plan before commencing any land disturbance activity on the site. swcheck_r.doc•04/01/08 Stormwater Report Checklist•Page 1 or 8 I Massachusetts Department of Environmental Protection er Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report B. Stormwater Checklist and Certification The following checklist is Intended to serve as a guide for applicants as to the elements that ordinarily need to be addressed in a complete Stormwater Report.The checklist is also intended to provide conservation commissions and other reviewing authorities with a summary of the components necessary for a comprehensive Stormwater Report that addresses the ten Stormwater Standards. Note:Because stormwater requirements vary from project to project, it is possible that a complete Stormwater Report may not include information on some of the subjects specified in the Checklist. If it is determined that a specific item does not apply to the project under review, please note that the item is not applicable(N.A..)and provide the reasons for that determination. A complete checklist must include the Certification set forth below signed by the Registered Professional Engineer who prepared the Stormwater Report. Registered Professional Engineer's Certification Lhave reviewed the Stormwater Report, including the soil evaluation, computations, Long-term Pollution Prevention Plan, the Construction Period Erosion and Sedimentation Control Plan (if included),the Long- term Post-Construction Operation and Maintenance Plan,the Illicit Discharge Compliance Statement(if 'included)and the plans showing the stormwater management system, and have determined that they have been prepared in accordance with the requirements of the Stormwater Management Standards as further elaborated by the Massachusetts Stormwater Handbook. I have also determined that the information presented in the Stormwater Checklist is accurate and that the information presented in the Stormwater Report accurately reflects conditions at the site as of the date of this permit application. Registered Professional Engineer Block and Signature '(N or MQ '10y o PETER M. u, BLAISDELL,JR. CIVIL 41813 ,9 9 PCO �P O lSTE � r �(� .C Signatu a an Date Checklist _Project Type: Is the application for new development, redevelopment, or a mix of new and redevelopment? E New development ❑ Redevelopment ❑ Mix of New Development and Redevelopment swcheck_r.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: ® No disturbance to any Wetland Resource Areas ❑ Site Design Practices (e.g. clustered development, reduced frontage setbacks) ❑ Reduced Impervious Area (Redevelopment Only) ❑ Minimizing disturbance to existing trees and shrubs ❑ LID Site Design Credit Requested: ❑ Credit 1 ❑ Credit 2 ❑ Credit 3 ❑ Use of"country drainage"versus curb and gutter conveyance and pipe ❑ Bioretention Cells(includes Rain Gardens) ❑ Constructed Stormwater Wetlands (includes Gravel Wetlands designs) ❑ Treebox Filter ❑ Water Quality Swale ❑ Grass Channel ❑ Green Roof ❑ Other(describe): Standard 1: No New Untreated Discharges ® No new untreated discharges ® Outlets have been designed so there is no erosion or scour to wetlands and waters of the Commonwealth ® Supporting calculations specified in Volume 3 of the Massachusetts Stormwater Handbook included. swcheck_r.doc 04/01108 Stormwater Report Checklist•Page 3 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist(continued) Standard 2: Peak Rate Attenuation ❑ Standard 2 waiver requested because the project is located in land subject to coastal storm flowage and stormwater discharge is to a wetland subject to coastal flooding. ® Evaluation provided to determine whether off-site flooding increases during the 100-year 24-hour storm. ® Calculations provided to show that post-development peak discharge rates do not exceed pre- development rates for the 2-year and 10-year 24-hour storms. If evaluation shows that off-site flooding increases during the 100-year 24-hour storm, calculations are also provided to show that post-development peak discharge rates do not exceed pre-development rates for the 100-year 24- hour storm. Standard 3: Recharge ® Soil Analysis provided. ® Required Recharge Volume calculation provided. ❑ Required Recharge volume reduced through use of the LID site Design Credits. ® Sizing the infiltration, BMPs is based on the following method: Check the method used. ® Static ❑ Simple Dynamic ❑ Dynamic Field' ❑ Runoff from all impervious areas at the site discharging to the infiltration BMP. ® Runoff from all impervious areas at the site is not discharging to the infiltration BMP and calculations are provided showing that the drainage area contributing runoff to the infiltration BMPs is sufficient to generate the required recharge volume. ® Recharge BMPs have been sized to infiltrate the Required Recharge Volume. ❑ Recharge BMPs have been sized to infiltrate the Required Recharge Volume only to the maximum extent practicable for the following reason: ❑ Site is comprised solely of C and D soils and/or bedrock at the land surface ❑ M.G.L. c.21E sites pursuant to 310 CMR 40.0000 ❑ Solid Waste Landfill pursuant to 310 CMR 19.000 ❑ Project is otherwise subject to Stormwater Management Standards only to the maximum extent practicable. ® Calculations showing that the infiltration BMPs will drain in 72 hours are provided. ❑ Property includes a M.G.L. c. 21E site or a solid waste landfill and a mounding analysis is included. ' 80%TSS removal Is required prior to discharge to Infiltration BMP If Dynamic Field method Is used. swcheck r.doc•04/01/08 Stormwater Report Checklist•Page 4 of 8 Massachusetts Department of Environmental Protection 1 Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 3: Recharge(continued) ❑ The infiltration BMP is used to attenuate peak flows during storms greater than or equal to the 10- year 24-hour storm and separation to seasonal high groundwater is less than 4 feet and a mounding analysis is provided. ❑ Documentation is provided showing that infiltration BMPs do not adversely impact nearby wetland resource areas. Standard 4: Water Quality The Long-Term Pollution Prevention Plan typically includes the following: • Good housekeeping practices; • Provisions for storing materials and waste products inside or under cover; • Vehicle washing controls; • Requirements for routine inspections and maintenance of stormwater BMPs; • Spill prevention and response plans; • Provisions for maintenance of lawns, gardens, and other landscaped areas; • Requirements for storage and use of fertilizers, herbicides, and pesticides; • Pet waste management provisions; • Provisions for operation and management of septic systems; • Provisions for solid waste management; • Snow disposal and plowing plans relative to Wetland Resource Areas; • Winter Road Salt and/or Sand Use and Storage restrictions; • Street sweeping schedules; • Provisions for prevention of illicit discharges to the stormwater management system; • Documentation that Stormwater BMPs are designed to provide for shutdown and containment in the event of a spill or discharges to or near critical areas or from LUHPPL; • Training for staff or personnel involved with implementing Long-Term Pollution Prevention Plan; • List of Emergency contacts for implementing Long-Term Pollution Prevention Plan. ® A Long-Term Pollution Prevention Plan is attached to Stormwater Report and is included as an attachment to the Wetlands Notice of Intent. ® Treatment BMPs subject to the 44%TSS removal pretreatment requirement and the one inch rule for calculating the water quality volume are Included, and discharge: ❑ is within the Zone II or Interim Wellhead Protection Area ❑ is near or to other critical areas ® is within soils with a rapid infiltration rate(greater than 2.4 inches per hour) ❑ involves runoff from land uses with higher potential pollutant loads. ❑ The Required Water Quality Volume is reduced through use of the LID site Design Credits. ® Calculations documenting that the treatment train meets the 80%TSS removal requirement and, if applicable, the 44%TSS removal pretreatment requirement, are provided. swcheck_r.doc•04/01/08 Stormwater Report Cheddist•Page 5 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 4:Water Quality(continued) ® The BMP is sized (and calculations provided)based on: ® The''"or 1"Water Quality Volume or ❑ The equivalent flow rate associated with the Water Quality Volume and documentation is provided showing that the BMP treats the required water quality volume. ❑ The applicant proposes to use proprietary BMPs, and documentation supporting use of proprietary BMP and proposed TSS removal rale 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 Multisector General Permit does not cover the land use. ❑ LUHPPLs are located at the site and industry specific source control and pollution prevention measures have been proposed to reduce or eliminate the exposure of LUHPPLs to rain, snow, snow melt and runoff, and been included in the long term Pollution Prevention Plan. ❑ All exposure has been eliminated. ❑ All exposure has not been eliminated and all BMPs selected are on MassDEP LUHPPL list. ❑ The LUHPPL has the potential to generate runoff with moderate to higher concentrations of oil and grease(e.g.all parking lots with >1000 vehicle trips per day)and the treatment train includes an oil grit separator, a filtering bioretention area, a sand filter or equivalent. Standard 6: Critical Areas ❑ The discharge is near or to a critical area and the treatment train includes only BMPs that MassDEP has approved for stormwater discharges to or near that particular class of critical area. ❑ Critical areas and BMPs are identified in the Stormwater Report. swcheck_cdoc•04/01/08 Stormwater Report Checklist•Page 6 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum extent practicable ❑ The project is subject to the Stormwater Management Standards only to the maximum Extent Practicable as a: ❑ Limited Project ❑ Small Residential Projects: 5-9 single family houses or 5-9 units in a multi-family development provided there is no discharge that may potentially affect a critical area. ❑ Small Residential Projects: 2-4 single family houses or 2-4 units in a multi-family development with a discharge to a critical area ❑ Marina and/or boatyard provided the hull painting, service and maintenance areas are protected from exposure to rain,snow, snow melt and runoff ❑ Bike Path and/or Foot Path ❑ Redevelopment Project ❑ Redevelopment portion of mix of new and redevelopment. ❑ Certain standards are not fully met(Standard No. 1, 8, 9, and 10 must always be fully met)and an explanation of why these standards are not met is contained in the Stormwater Report. ❑ The project involves redevelopment and a description of all measures that have been taken to improve existing conditions is provided in the Stormwater Report. The redevelopment checklist found in Volume 2 Chapter 3 of the Massachusetts Stormwater Handbook may be used to document that the proposed stormwater management system (a)complies with Standards 2, 3 and the pretreatment and structural BMP requirements of Standards 4-6 to the maximum extent practicable and(b) improves existing conditions. Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan must include the following information: • Narrative; • Construction Period Operation and Maintenance Plan; • Names of Persons or Entity Responsible for Plan Compliance; • Construction Period Pollution Prevention Measures; • Erosion and Sedimentation Control Plan Drawings; • Detail drawings and specifications for erosion control BMPs, including sizing calculations; • Vegetation Planning; • Site Development Plan; • Construction Sequencing Plan; • Sequencing of Erosion and Sedimentation Controls; • Operation and Maintenance of Erosion and Sedimentation Controls; • Inspection Schedule; • Maintenance Schedule; • Inspection and Maintenance Log Form. ® A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan containing the information set forth above has been included in the Stormwater Report. swcheck_r.doc•04/01/08 storrnwater Report Cheddisl•Page 7 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard S: Construction Period Pollution Prevention and Erosion and Sedimentation Control (continued) ❑ The project is highly complex and information is included in the Stormwater Report that explains why it is not possible to submit the Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan with the application. A Construction Period Pollution Prevention and Erosion and Sedimentation Control has not been included in the Stormwater Report but will be submitted before land disturbance begins. ❑ The project is not covered by a NPDES Construction General Permit. ❑ The project Is covered by a NPDES Construction General Permit and a copy of the SWPPP is in the Stormwater Report. ® The project is covered by a NPDES Construction General Permit but no SWPPP been submitted. The SWPPP will be submitted BEFORE land disturbance begins. Standard 9: Operation and Maintenance Plan ® The Post Construction Operation and Maintenance Plan is included in the Stormwater Report and includes the following information: ® Name of the stormwater management system owners; ® Party responsible for operation and maintenance; ® Schedule for implementation of routine and non-routine maintenance tasks; ® Plan showing the location of all stormwater BMPs maintenance access areas; ❑ Description and delineation of public safety features; ❑ Estimated operation and maintenance budget;and ® Operation and Maintenance Log Form. ❑ The responsible party is not the owner of the parcel where the BMP is located and the Stormwater Report includes the following submissions: ❑ A copy of the legal instrument(deed, homeowner's association, utility trust or other legal entity) that establishes the terms of and legal responsibility for the operation and maintenance of the project site stormwater BMPs; ❑ A plan and easement deed that allows site access for the legal entity to operate and maintain BMP functions. Standard 10: Prohibition of Illicit Discharges ® The Long-Term Pollution Prevention Plan includes measures to prevent illicit discharges; ® An Illicit Discharge Compliance Statement is attached; ❑ NO Illicit Discharge Compliance Statement Is attached but will be submitted prior to the discharge of any stormwater to post-construction BMPs. swcheck_r.doc•04/01/08 Stormwater Report Chedolst•Page 8 of 8 USGS Locus Map Boston Street Residential Development, Salem, Massachusetts July 21, 2016 Page 41 WILLIAMS& SPARAGES 189 NORTH MAIN STREET CIVIL ENGINEERS,PLANNERS& -W, SUITE 101 LAND SURVEYORS �� & SPARAG MIDDLETON,MA 01949 PHONE: (978)539-8088 T ^� FAX: (978)539-8200 s www:wsengineers.com mm+�` BrdhCem U111ei '�/ 1 U1J-rf��W IVA gHOPE AVE Kernwoor6ursa y9� r)�, 22 Q Course S Bltafs Bofnt /�]t-�oF9//✓�Z�,yJ!'�1 Paters Point a'� -`-�, Oo'G 4 �19��tU � t•�'°rE9 o Z3; I �~/ I .fro t i• l 6euery \ e lt r%ren )-lorbor Tuc Lobster. 1&AS BtIXLOrI/ �� :. i �9LF i Cy gljsr 6O , t \ /Grmnlawn c4' C�•�^\OP��' 'rx \I ] r •: ` I L'" m \ ! 01� r'1 107 C011ii15 RE KBODYz F y� , T- �� 9 `�':.r;� B North O �llill �CjChbg•� a� •a/ 'ro�,oNY �` eLed e� Salem � \ � V�'�/ Q � FSSLK . n AE � \ � D!m o H/NCTON 57i �o/�[� B S Q� e 11/'^ V Wharf \ Hamirani Marina tp z 2 a•� � ,C'Jhi 7��}� �`% Sr r �,r /SQA--yLEM U Wharf O •�-r� � Ip,N ` � U \� )�m� I �1- I Dertiy Wharf 'xp rrlll--(��^n 1 \U� -wean; r, i ¢ \ 8_l Ow5-I�W _ , gr"T J/ 1¶¶12'I� -Derby Wharf Light u U n��l II I N•CAV11L Jaer e° \ aim! P � «' �� Pnkering South wtierfRiuer 3 n a�/ � J N, N \�y' � Long Point l(/.lfQ a2�. "/ j t,CL' Palmer ',ry `moo 'S''� - O O W F Q O N 4 g $4Y�•ly_ `� ,5almerPoint �Soutli cfa 11111 m � `� D � �o c1fY 1gt p tl�t$e �,1� . o +Pick nng•Point m o I O . g �� 71 _ 7 ,.r• �i o ale (� ni � O o •�o \Stela I p,Je86 le r UNITED STATES GEOLOGIC SURVEY MAP VICINITY MAP 0 2012 SALEM QUADRANGLE BOSTON STREET RESIDENTIAL DEVELOPMENT SCALE: 1:24,000(1"=2000') GOOD14UE STREET&70-901 BOSTON STREET vCONTOUR 1NVERVAL=10'(NAVD 88) SALEM,MASSACHUSETTS i a Lang Term Operation & Maintenance Plan Boston Street Residential Development, Salem, Massachusetts July 21, 2016 This Operation&Maintenance Plan has been prepared to comply with the provisions set forth in the Massachusetts Department of Environmental Protection(DEP)Stormwater Management Standards. Structural Best Management Practices(BMPs)require periodic maintenance to ensure proper function and efficiency in pollutant removal from stormwater discharges that would otherwise reach wetland resource areas untreated. Maintenance schedules found below are as recommended in Department of Environmental Protections Massachusetts Stormwater Handbook and as recommended in the manufacturer's specifications. The stormwater management system owner and the party responsible for maintenance of the stormwater management system shall be 139 Grove Street Realty Trust and its designated employees. 1.0 The following BMPs provide pollutant removal and groundwater recharge Deep Sump Catch Basin w/Hood; Sediment and Oil Separator; Subsurface Infiltration Ponds Deep-Sump Catch Basins w/Hood: • Inspect or clean at least once per year with special consideration given to the end of foliage and snow removal seasons. • Sediments must also be removed once per year or whenever the depth of deposits is greater than or equal to one half the depth from the bottom of the sump or one half the depth of the invert of the outlet pipe. • Clamshell buckets and/or vacuum trucks are typically used to remove sediment in Massachusetts. • Cleanings may be taken to a landfill or other facility permitted by MassDEP to accept solid waste, without any prior approval by MassDEP. However,some landfills require catch basin cleanings to be bested before they are accepted. For information on all of the MassDEP requirements pertaining to the disposal of catch basin cleaiungs go to http://www.mass.gov/eea/agencies/massdgp/recycle/regulations/management-of-catch-basin- cleanings.html Sediment and Oil Separator: • Inspect and maintain the Sediment and Oil Separator according to the MassDEP recommendations given below; • Sediments and associated pollutants and trash are removed only when inlets or sumps are cleaned out,so regular maintenance is essential. Most studies have linked the failure of oil grit separators to the lack of regular maintenance.The more frequent the cleaning,the less likely sediments will be resuspended and subsequently discharged. In addition,frequent cleaning also makes more volume available for future storms and enhances overall performance. • Cleaning includes removal of accumulated oil and grease and sediment using a vacuum truck or other ordinary catch basin cleaning device. • In areas of high sediment loading,inspect and clean inlets after every major storm. • At a minimum,inspect oil grit separators monthly,and clean them out at least twice per year. • Polluted water or sediments removed from an oil grit separator should be disposed of in accordance with all applicable local,state and federal laws and regulations including M.G.L.c.21C and 310 CMR 30.00, Page 5-1 Long Tam Operation&Maintenance Plan Boston Street Residential Development Salem,MA July 21,2016 Subsurface Infiltration Ponds (3 Total): • Chamber maintenance is not generally required.However,recharge systems are prone to failure due to clogging.Regulating the sediment and petroleum product input into the proposed recharge system is the priority maintenance activity.Sediments and any oil spillage should be trapped and removed before they reach the chambers.Any upstream devices connected to the infiltration system (catch basins,deep sump manholes,proprietary devices)shall be inspected and cleaned at least once per year to prevent sediments and debris from entering and clogging the recharge system. • Sediments must also be removed whenever the depth of deposits is greater than or equal to one half the depth from the bottom of the sump or one half the depth of the invert of the outlet pipe. • The contractor shall verify that the required washed crushed stone and geotechnical fabric materials are clean and free of sediments and petroleum residue prior to,during and after chamber system installation. • Inspections of the chamber system shall be made by after every major storm for the first few months after construction to verify that proper functioning has been achieved.During the initial inspection the water level should be measured and recorded in a permanent log over several days to check the drainage duration and verify that sediments are not accumulating.If ponded water is present after 24 hours or an accumulation of sediment or debris is noted within the chambers the owner or designated property manager and engineer shall determine the cause for this condition and devise an action plan to improve system functionality. • Once the chamber system has been verified to perform as designed,interior chamber conditions shall be inspected at least annualy. Post construction inspections(to be conducted through inspection ports)shall consist of documenting interior and stone bed conditions,measured water depth and presence of sediment.Should inspection indicate that the system is clogged(ponding water present after 24 hours and/or sediment accumulations)replacement or major repair actions may be required as determined by a professional engineer.Should the system require replacement or major repair actions the owner or designated property manager and engineer shall determine the cause for this condition and devise an action plan. • The inspection and maintenance of the subsurface infiltration system shall belong to the owner or designated property manager. 2.0 The following BMPs are utilized to minimize impacts to wetland resource areas: Parking Lot Street Sweeping- Street weepingStreet sweeping should be conducted twice annually within the parking lot area. It is recommended that at the very least sweeping in the spring(March or April)should be performed. Snow Removal: • Snow will be removed from the parking area and sidewalks during snow events. The snow will be stockpiled in the designated"Snow Storage Area'locations as shown on the site plan set. • Provisions will be made to remove snow from the site when the designated areas have reached their capacity. Page 5-2 Long Term Operation&Maintenance Plan Boston Street Residential Development Salem,MA July 21,2016 Inspection and Maintenance Form To be completed every 14 days and within 24 hours of a rainfall event of 0.5 inches or greater Boston Street Residential Development, Salem, Massachusetts Inspector: Date: Inspector's Title: Days Since last Rainfall: Amount of last Rainfall: Structural Controls: Catch Basins/Grates Structure Location Catch Basin Hood Buildup Sediment Overall Identification at Grade Installed (inches) Condition Lawn area Front of Poor Yard Drain#1 Residences&Retail Yes Yes Fair Building No No Good Lawn area Front of Poor Yard Drain#2 Residences&Retail Yes Yes Fair Building No No Good Lawn area Front of Poor Yard Drain#3 Residences&Retail Yes Yes Fair Building No No Good Southerly side of paved Yes Yes Poor CB Turn-a-round No No Fair Good Driveway Entrance off Yes Yes Poor Shallow CBs Boston Street No No Fair Good Parking lot off Yes Yes Poor Double grate CB Beaver Street No No Fair Good Maintenance Required: To be performed by: On or Before: Page 5-3 l Long Tenn Operation&Maintenance Plan Boston Street Residential Development Salem,MA July 21,2016 Inspection and Maintenance Form To be completed every 14 days and within 24 hours of a rainfall event of 0.5 inches or greater Boston Street Residential Development, Salem, Massachusetts Inspector: Date: Inspector's Title: Days Since last Rainfall: Amount of last Rainfall: Structural Controls: Sediment and Oil Separator Structure Location Sediment Buildup Sediment Buildup Overall Identification at Inlet(inches) at Outlet(inches) Condition Driveway Entrance off Poor SOS 1 Boston Street Fair Good Parking lot Front of Poor SOS 2 Residences&Retail Fair Building Good SOS 3 Parking lot off Poor Beaver Street Fair Good Poor Fair Good Poor Fair Good Poor Fair Good Maintenance Required: To be performed by: On or Before: Page 5-4 Long Term Operation&Maintenance Plan Boston Street Residential Development Salem,MA July 21,2010 Inspection and Maintenance Form To be completed every 14 days and within 24 hours of a rainfall event of 0.5 inches or greater Boston Street Residential Development, Salem, Massachusetts Inspector: Date: Inspector's Title: Days Since last Rainfall: Amount of last Rainfall: Structural Controls: Subsurface Infiltration Basin Structure Condition Filter Sediment Sediment Identification Location of Stone Fabric in Buildup at Buildup Bed Place Inlet in Basin Parking Lot Front of Poor Minor Minor SWMA#1 Residences&Retail Fair Yes Moderate Moderate Building Good No Major Major SWMA#2 Parking Lot Rear of Poor Minor Minor Fair Yes Moderate Moderate Townhomes Good N° Major I Major Poor Minor Minor SWMA#3 Parking lot off Fair Yes Moderate Moderate Beaver Street Good No Major Major Poor Minor Minor Fair Yes Moderate Moderate Good N° Major Major Poor Minor Minor Fair Yes Moderate Moderate Good No Major Major Poor Minor Minor Fair Yes Moderate Moderate Good N° Maor I Major Maintenance Required: To be performed by: On or Before: Page 5-5 Long Term Pollution Prevention Plan (LTPPP) Boston Street Residential Development, Salem Massachusetts July 14, 2016 Revised July 21, 2016 This Long Term Pollution Prevention Plan has been prepared to comply with the provisions set forth in the Massachusetts Department of Environmental Protection(DEP)Stormwater Management Standards,Structural Best Management Practices (BMPs) require periodic maintenance to ensure proper function and efficiency in pollutant removal from stormwater discharges that would otherwise reach wetland resource areas untreated. Maintenance schedules found below are as recommended in Department of Environmental Protection's Massachusetts Stormwater Handbook and as recommended in the manufacturer,s specifications. 1.0 Street Sweeping_ The parking lots&driveways should be swept twice a year preferably but at the very least once per year in the spring. 2.0 Ownership and Maintenance Responsibilities: After completion,the property owner(s)will assume full responsibility of continuing the operation and maintenance of the stormwater management system as well as the long term pollution prevention plan outlined below. The exception would be if a legal agreement is made with another party to perform such duties for the owner(s). 3.0 DEP Standard 4 Water Oualit: The Long Term Pollution Prevention Plan includes the following: • Good housekeeping practices; Prevent or reduce pollutant runoff from reaching the wetland resource areas through street sweeping,stabilizing all disturbed areas with vegetative cover,catch basin cleaning and cleaning the oil and water separator units. • Provisions for storing materials and waste products inside or under cover; All materials on site are to be stored in a neat and orderly fashion in their appropriate containers and,if possible,under a roof or other secure enclosure. All waste products are to be placed in secure receptacles until they are emptied by a solid waste management company licensed in the Commonwealth of Massachusetts. • Vehicle washing controls; The owner(s)shall provide tenants with written information about vehicle washing. The document will recommend that tenants wash their vehicles at commercial car washes which recycle water and use approximately 60% on average of the amount of water used ina home wash. If vehicle washing does take place,soap shall be used sparingly. A hose with a spray Page 6-1 Long Term Pollution Prevention Plan Boston Street Residential Development,Salem,MA July 14,2016 Revised July 21,2016 nozzele trigger shall be used to save water. Buckets of soapy water shall be poured down a mop sink and not in the parking lot or sink. • Requirements for routine inspections and maintenance of Stonnwater BMP's; Follow the procedures outlined in the Operation and Maintenance Plan as well as the provided Long Term Inspection and Maintenance Forms. • Spill prevention and response plans; Spill Prevention: As mentioned previously,all materials on site are to be stored in a neat and orderly fashion in their appropriate containers and,if possible,under a roof or other secure enclosure. Products shall be kept in their original containers with the original manufacturers label. Products should not be mixed unless recommended by the manufacturer. The manufacturer's recommendations for proper use and disposal shall be followed at all times and,if possible,all of the product should be used up before proper disposal. Response:The manufacturers recommended methods for cleanup must be followed and spills cleaned up immediately after discovery. Spills shall be kept well ventilated and personnel must wear appropriate protective gear to prevent injury from contact with hazardous substances. Spills of toxic or hazardous material must be reported to the appropriate local and/or State agencies in accordance with the local and/or Commonwealth of Massachusetts regulations. • Requirements for storage and use of fertilizers,herbicides and pesticides; Consult the Order of Conditions issued by the City of Salem Conservation Commission(If Applicable)for any questions regarding these materials. Fertilizers: Fertilizers are to be applied at the minimum amounts recommended by the manufacturer and once applied shall be worked into the soil to limit the possibility of entering the storm drains. Storage procedures are to be followed as previously stated and the contents of any partially used bags should be transferred to a sealable container,either bag or bin to avoid spilling. These materials are to be applied at the minimum amounts recommended by the manufacturer and once applied shall be worked into the soil to limit the possibility of entering the storm drains. Herbicides and Pesticides:Storage of these materials are to be as outlined previously and especially out of the reach of pets and children,away from damp areas where their containers may succumb to moisture or rust and should not be stored near food. These materials must not be placed in the trash or washed down the drain. Handle using rubber gloves and use an appropriate mask when using these products for extensive periods of time. These materials are to be applied at the minimum amounts recommended by the manufacturer and once applied shall be worked into the soil to limit the possibility of entering the storm drains. Page 6-2 l Long Term Pollution Prevention Plan Boston Street Residential Development,Salem,MA July 14,2016 Revised July 21,2016 • Provisions for maintenance of lawns,gardens,and other landscaped areas; These activities are to be left up to the owner(s) to schedule and perform. It is our understanding that a professional landscaping company will be providing these services for the owners. • Pet waste management provisions; These activities are to be left up to the individual tenants to schedule and perform. Plastic bags will be available at the dog park adjacent to the facility. • Provisions for operation and maintenance of septic systems; Not applicable-project is on Municipal Sewer • Provisions for solid waste management; All waste products are to be placed in secure receptacles until they are emptied by a private solid waste management company licensed in the Commonwealth of Massachusetts. • Snow disposal and plowing plans relative to Wetland Resource Areas; Snow disposal/removal is to be in compliance with the Bureau of Resource Protection's (BRP's)Snow Disposal Guidelines effective March 8,2001,Guideline No.BRPG01-01. See plan for snow snorage areas. Snow will be trucked off the site as needed if and when the snow storage areas become full. • Winter Road Salt and/or Sand Use and Storage restrictions; Road Salt:Storage is to be as mentioned previously and the use must be in compliance with the Guidelines on Deicing Chemical (Road Salt)Storage effective date December 19,1997, Guideline No. DWSG97-1 found in the BRP's Drinking Water Program. Sand Use: Encourage the use of environmentally friendly alternatives such as calcium chloride and/or sand instead of road salt for melting ice whenever possible. • Street Sweeping schedules; As mentioned previously,street sweeping should be performed by the owner(s) twice per year in the spring and fall;however,at the very least sweeping must occur once a year in the spring in order to minimize the amount of Total Suspended Solids load on the deep-sump catch basins and the other Best Management Practices tributary thereto. • Provisions for prevention of illicit discharges to the stormwater management systems; According to Standard 10 in the Massachusetts Stormwater Handbook,Illicit discharges to . the stormwater management system are discharges that are not entirely comprised of stormwater. Notwithstanding the foregoing,an illicit discharge does not include discharges from the following activities or facilities:firefighting, water line flushing,landscape irrigation,uncontaminated groundwater,potable water sources,foundation drains,air conditioning condensation,footing drains,individual resident car washing,flows from riparian habitats and wetlands,dechlorinated water from swimming pools,water used for street washing and water used to clean residential buildings without detergents. Page 6-3 Long Term Pollution Prevention Plan Boston Street Residential Development,Salem,MA July 14,2016 Revised July 21,2016 • Documentation that Stormwater BMP's are designed to provide for shutdown and containment in the event of a spill or discharges to or near critical areas or from land uses with higher potential pollutant loads (LUHPPL); Not applicable as this project does not meet the criteria for a LUHPPL. • Training for staff or personnel involved with implementing LTPPP; This responsibility lies with the owner(s)unless a legally-binding agreement is made with another party to perform such duties for the owner(s). The owner is committed to the maintenance of the proposed stormwater management system. • List of Emergency contacts for implementing Long-Term Pollution Prevention Plan; This responsibility lies with the owner(s)unless a legally-binding agreement is made with another party to perform such duties for the owner(s). Page 6-4 Construction Period Pollution Prevention Plan and Erosion and Sediment Control Boston Street Residential Development, Salem Massachusetts July 14, 2016 This Construction Period Pollution Prevention Plan and Erosion and Sediment Control plan has been prepared to comply with the provisions set forth in the Massachusetts Department of Environmental Protection(DEP)Stormwater Management Standards. 1.0 Site Description: • Project name and location: Boston Street Residential Development,Salem,Massachusetts • Applicant Name and Address: 139 Grove Street Realty Trust,East Boston,MA 02182 • Description(Purpose and Types of Soil Disturbing Activities): Project involves razing three(3) existing structures with existing pavement areas,walls and other structures and the construction of six (6) townhomes,a proposed mixed-use building with associated access/egress drives,parking,landscaping,utilities and stormwater management systems. Soil disturbing activities inlcude: clearing and grubbing; installation of erosion and sediment control device,pavement installation,utility installation,building construction, stormwater management systems and preparation for final loaming and seeding. • Site Runoff Coefficient: The final composite runoff coefficient for the site is approximately 0.5. • Site Area: The entire 1.68 acre site will be disturbed by construction activities. • Sequence of Major Activities: 1. Install construction entrances 2. Install erosion control devices 3. Clearing,cutting and grubbing 4. Rough grading 5. Utility Installation 6. Gravel and pavement base course installation 7. Building site preparation 8. Curbing and sidewalk construction 9. Finished grading and slope stabilization 10. Finished Paving 11. Loam and seed all disturbed areas 12. Final cleanup including inspection and cleanout of all stormwater structures • Name of Receiving Waters: Runoff enters the municipal drainage system and then discharges to the North River/North River Canal _.....-.. .--_.. _.....__ _.__....,.. . ..__........ ______ _ ..... _ .__....... .._-___- Page 7-1 Construction Period Pollution Prevention Plan and Erosion and Sediment Control Boston Street Residential Development July 14,2016 2.0 Erosion and Sediment Controls: In order to limit the amount of erosion and sedimentation that takes place during and after construction,it is important to implement a management plan,which will protect and limit the amount of land area that is devoid of vegetation at any given time. • Prior to Construction: Prior to start of construction activities,the owner,builder,and site contractor shall clearly identify areas that may be affected by the proposed clearing and earth moving activities by reviewing the approved grading plan as part of an initial site visit. During the site visit,the limit of work line shall be reviewed to confirm the type of erosion control measure to be used to protect downstream wetland resources and abutting property. Limits of tree clearing shall be verified during the initial site visit with emphasis on identifying"save areas' for existing trees and vegetation where practicable. • Erosion and Sediment Control Device: Siltfence is proposed as the primary erosion control device for this project(see detail provided on the site plan set). It is important for the owner,builder,and/or site contractor to have access to a supply of compost BMPs should the need arise for additional erosion and sediment control measures. Filtrexx Silt Soxx or approved equal may be used along a slope and/or together with siltfence to protect against concentrated stormwater runoff over exposed surfaces. The erosion and sediment control devices shall be inspected every 7 days or within 24-hours of a 1/2-inch(or greater) rainfall event to ensure that they are operating properly. If sediment levels begin to build up on the erosion control devices,it may be necessary to remove the accumulated sediment to ensure that the erosion control devices continue to operate as designed. Sediment shall be removed if it builds up more than,12- inches above the ground surface at the erosion control device. Earth-moving Activities: After trees and other vegetation are cleared,earth-moving(or grading)activities can begin. The approved grading plan shall be used to help guide the site contractor during regrading activities. Often times it is helpful to have a land surveyor establish benchmark elevations and/or lines of grade to aid the site contractor during regrading activities.This is the time during which the site is most vulnerable to erosion.Therefore,it is important for the site contractor to finalize grading activities as soon as practicable following land clearing. Areas than remain exposed longer than 30 working days in an interim condition shall be stabilized in a temporary fashion.Once final grades have been established,permanent vegetation can be established. • Temporary Seeding- During eedingDuring construction it may be necessary to temporarily stabilize areas that will not be brought to final grade for a period longer than 30 working days. Temporary seeding is accomplished using fast-growing grass seed species such as ryegrass. Seeding shall be performed in accordance with the guidelines set forth in the attached Temporary Seeding Guidance,which is an excerpt from a publication entitled,"Massachusetts Erosion and Sediment Control Guidelines for Urban and Suburban Areas,May 2003,prepared by Franklin,Hampden,and Hampshire Conservation Districts." _...., ....... _. Page 7-2 Construction Period Pollution Prevention Plan and Erosion and Sediment Control Boston Street Residential Development July 14,2016 • Permanent Seeding&Plantings; Once final grades have been established and the weather permits,every effort shall be made to establish permanent vegetation on disturbed and exposed areas. In addition to grass seed, tree and shrub plantings shall be an integral part of the permanent stabilization plan. Care shall be taken by the owner,builder,and/or site contractor to select trees,shrubs,and seed mixes that are best suited to the soil conditions on the site. Soil moisture, depth to seasonal groundwater,and exposure to sunlight shall be carefully considered when selecting species. In recent years,the emphasis on using plant species native to Massachusetts has grown. Information on the use of non-native and native species can be found on the web and in many local nursery catalogs. Permanent seeding shall be performed in accordance with the guidelines set forth in the attached Permanent Seeding Guidance,which is an excerpt from a publication entitled, "Massachusetts Erosion and Sediment Control Guidelines for Urban and Suburban Areas, May 2003,prepared by Franklin,Hampden, and Hampshire Conservation Districts." Page 7-3 Construction Period Pollution Prevention Plan and Erosion and Sediment Control Boston Street Residential Development July 14,2016 FruSii7n:and edirgevtt-control Practice, f57 Theesta "!►e 1u 1boLjper�111$i' vegpAwv.e coder ah tltsilitbad ar i; purpgse kntllanelril(S "t gTBt � aiid Planking�iteug and�qs �,a�.' providesste►silaaaxa asofl,`'liy: Iioldingsofipari�teSdtice VeSetatiatt�dat�s shithnanits8nd3ati�f�C+ �s dalrst+�rath�ta� il� ha ve7o�ltyatruntitt NngunittC Vegetaat[gn�jso ter� ith „hel}�a'Ihadl�I�absorbavz��er� 3iiiAroves 14II,51ZIife'h�&,��t$�nt�%t:Y1h>ttts'tJiF fit, 11��'lrfltStlCE�[i �+8' a than�rykd d. ltitidSaPA�apK��#tat dt#I Dq. �c1ealBdare�'1vJiraYd � K Areas whfi h+v►ltjFtMAI,r00 "A. t o jkr sar dX are .Sdme�rags whpra nDaaF t!$ M1�s� t9 fre roft'"t are *�flcer�sWAs��?d�r`�1 ,� ti;7uiks , a".9h tra t►lseds r�u,�rt x 'w gl a lis axaOfts. sle�aeause 4�dh*te�hlre�F,sk'��.�Sh�,. ertd��� :ht`s#c�t.+�►:4p�e.: Arl#�eti>lts h�+ ro�tew�eans>nfx�t�bAsh7[�tSiAntsitrdude thl>stn�tttal►�� � "��� �; �����d � �� i:�, � y►sftin�itter �� '���' 1��t1��1'�r�a�ai,al�e � • 11Vot►� li$'tl�.�� ,�ronnd�re�n ee4th�tt�iti> pjaas>n�s ah Him �nceest„af#Usli{ i, I�....t sdr�et'o�:�evcnigros[r�ir and: � a1><td 4� ten tutetastati dt5r11>gthe�� �� ��� '�? f>� Ya';astatsl►s�lr � tR�e yrsT�Y A r'Sdnd�&lriie�tl+r�svatkt �rt8'�lpnpk�hfe�s� �' urit���en���aal:^Vap�e"tatiiln�uxtd: �11�Tl;l�t9tP�e+'aa� pa@e'����rg��,ton. .. VSs na�',inh�gntlY sf81i1tS ._. ...... -- Page 7-4 Construction Period Pollution Prevention Plan and Erosion and Sediment Control Boston Street Residential Development July 14,2016 !�' WuYiuq and,�, jmetitCuntmi prai7ices CoIasses that are not mowed can creates bra hazy.din some IocalossX yshorf;mowwgrass,however;provideAsssYability:and sedi�rianA�tY�r(ng capacity_ dr4i,P tedtotrieedgeofaand mosAd",eatErieWater'se*e'andtnctoaseittitdentsrtd sggide 10011I Depokris•Ihwjby.on climate andweather-for succass ;,41 'Ar*iarirtfgatlon!toestlbiish'auldttaalt)aut. �'1�tKit ¢ni�siiira�Ions Select r(; 'the gdtplanlrnaYrxials{orthgslteyggodseetlbed! plrOppSatior timin$,a?td on writ a mathke am �4r iN?tpdrdartt. W{r rev rrios§lhlg »attvespectMIN ft9atq� dd eidlor, tattd�tairlf�tas�tzl tsareaittad�arXt$f �iiahlil smvtvatlEyaltorttN;belgrierflt&nwlttt, durt aes 1Vaui ecie8a a lsxraes$itiielyto nit whfC1»sattbo;a lalklnt lan+sg tariib»�rld M11# it40.0s : 01. 3+N;0dotdgl art sotto »uri+�eti�re<p�a�t spedesare uae�i,3h#yitl�b�t'ateraitt�fm'liugo ranyoo[ rot1�n conditions,as-laxmt*etiageoas�ossibie,a»ti»ok? inva [y0 C3rtt1ioMer{�nUmateigtt�ti ✓d7frttt a W>vareas a ��itretptlrahardtq *egett ItiCsF4ldairytortds�o: of�t�i�ibw'tr} k'FtYv»pptvrittf3rbtt 4 #nJeutdrediHktilt:. tor¢artatdhuaetheytentfColtes+n erd prcb g+11040ewater asb>asg ►rwnt tr�a3( #a hepta i�esi.. tt�vesreage'"ratytrYtratYticoti '.netei �dva �i ON' iiitpor the ciInSv $ uyb. r5 {tt nNtl r � >�lr11R'be ne _d,,,lt��ttd ` 'C .a]SC,irt'itt; ' rieert0tt'0W-11Nt rlUAI,nserv.0--Gbtrimiss n r# a It head o t3Ne n avo�dapnsi"Yta n�eiays, ���i}�4fl��iA'tt'tlro»#mitWfrd�»h�ii7i��it<3�Y'�ti0$tY'ti�tlVB: � V�at�;no'n'��thgt'be e>we�Cetl�ta�1t�`nh� � ut11 vss adds �tlrhi�cnitll ins,i;dl�drihtAs.tidtginlsir��tlii"aYot`f�" `,;. arra% ure, Weittla a»iiE+�ta ttr ricgtS'�ivC�O,p�. _. ...__.--.......... ._._........._ ......_...._ __........ _._..__._ _._..._._.._ ..._..._....._..-. ... _.,.._.. .. ....... ..._._ Page 7-5 Construction Period Pollution Prevention Plan and Erosion and Sediment Control Boston Street Residential Development July 14,2016 ,frosloo and Sediatull'Cob !ml Pratlkye 758 Seedin.._g Grasses ad,Leguojes'; lflstall needed surface runiOftcontrol;igeasures gulch as gradient i83uaces,8otrits,dikes,nivel spreaders watera ByS,ad{lseitttnent ttasins prior to seeding orplanUng e0bo Prepat'dtjpi 9t Intertfieor.coarso�e#dget#subsoU wAt�te axilosad+dudng nand sha�ting,itis'licsttostoc plletQpslyd`Andrr*TrenditvxeAllefinished: slgpeafiamt4?ntultt� to: ntettaepmuaftr� a:rirm br§dbed;U conatructtoh�11#�rpkratlonT huya�a�t til"OttpoSed'with el< l y se toujgh,of lrtegtlla 6 taco tilaotlt ayit#t lz� a lm L dgi nthe-sgdtoedeptti;o#35incfi wtth.3�i4ldbleag%t#oulturai:or bsteuMionlpgwpment . Aims tt tlt flpttQxcelviathp so91 shuq bb fiAt tKRseegl»d biter �ticOrporalion:itt theilMMOOM04,0r 30 hgC #is d�d iw root +anst finghwhensfep" bnwt#baAhzA> 3orq#�jvetopsod' tslsailnotbefiniaeduntil�iter3opsailin$ H'tt� and? r lizepis' applied and�ineoriroratad_utwhich#itnesh¢ tread to firm otic itedbed as 'd dl Tf uk ean;tt�s1o#te ' iwl�tp$ �tiufia�tng: p , 16t ui SoasOA�ic�ssos v. grn pdtYtuthe�snlei fiprsolgil R T'pti Jai, iiil setseedtir 3aztte antl.luoaUseaiidh teepygp dvrtnant HlieusummertempeYafure3paraistl boveM,dBieeEaddlnoikturkfis e AT W lYllmeatytl fet'u�>are,OprBtrtgyta aa2ltn�pn`d�c+ct�a�c>6xtensioa Serirlcorecabinlendatto��tlt�bs�aaeti:ate,elgq#{�t �p�Y#ipte(a,ttH�rt' fie_, ,,U�d�l,�d��t�rstsfi�s td,��er �;l,� D'ignatY> t )lz`arat�afatea��oo�ribdd�p� �". ,f� �e�'aitb' ,•; ndxs{o��efaa,'�,'etocm��neoppak4T�`vdmelaa$`$�t{ r�bilieix(+A,2.3 fNi�es otsw41> fd$G}tar #[ons should Gcperlarmetlh7rrrvrie 8f 41FbolltywGi 'it�?dildt' a A#s�il i AgSY3 _ a ;August]`•�$pptemher-lqs q �1t�i'QItfUBRI Aeeardt �.�haadtiym igg.( Iitlg.raie$: blf;li be Ocr used tay5i►lx:tor�dt rtl O!Wll Seadnng atIR4S1d. peffortif@l�trye the tQ'kR R.A�rRdkpt�s deed; s�dltlrr tle p�8u 3o 8$1e #h wt nth 51111 as a :13a�ddinga a t{rpa�cast iu�4l m�led,Ow.0pacicc� itxt a-, T'. artiatf lack piece 9tronsttlegtaa�gttljtmeat;, a ';ilydroSSe�It g tvJt nvtit segTonttttickfirg ..... . ...,........ Page 7-6 • Construction Period Pollution Prevention Plan and Erosion and Sediment Control - Boston Street Residential Development July 14,2016 YB6 basl6n arw Seditnc�l Cordrnl Prariicce Mukh 091A)ah ibe seedlags:wfth straWv$ppllsd at tho rate of.rfitons per acre. AnehoP the mulch with oN$fallFrontrol netting or[abrle oil sloping areas; War,.)iril Season Grasses Warm SoasonCyrassoa;begingroYitttalgwlyJrr.;heprang$rawrapldlyIn: thS It sriFrrmsr months t+1id est seed xn tho a Maay waf n ssasou grasses sensltivc#rjfrosritix6edaUand•hetapgrowthmaydfdbaek; GrnYtth tinglnsYram alis Plpttt 1i�8a the folttjtvifg ap>ytig; i�4te BRid F4"rt�,�i?.`HY [dm4f,#p.Atita3tn5•fjF�dlal)sly�t"s,' t:7tPpfya�lf;Q.�.Oanaly,9i$`fertl)izsCaiC:;h�: rat�t+f6li0:ibs'�aart 1d�grtlor8tb bdtllxgta•thtrtop 2 Inch of s±il'{gp abs.oh:slow rA1deS nitrogpn slaulddla nppllad attdnemArgA[ice�if:grass Iri th�lateapt�tt'ga. SsadtngvlieraYtan#aliRuCd bapettgrnM aS^an early spring seeding(10131.:.. 1�rtay�wlWY�tamsedfcolc�trent`e�1sew1 AylatafalGeacfywfaterdormant dtq�,�rtvemberlIteaaml�era�cagn�$t}�eYnade,7ipwevey,ihe $e(�)1f�!'q�'e{Yf)I'!1@eY1.�p'f7Q�DCr085�11 bY.��,`e. 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L d�,r �� p fft 1 TSY/4�Y� Y§.c1ic✓,l�a�` .L Y t� � v �# xs c � a a rte y. t� v r£' S'Stt �� xt nY a� e t dM1j �' tz fv a a n - aA w4�`j�(asxe ,' � 'y r} � I [y.i ,' tr • Cs a �e � � p �7 Q [ rd r -ss r i✓ cs t s � rr`' ,� ': ? ar+i 1?'t;if3t a }o_ � �° t�1 f�5 a's° �� reit a � 7 .t4� '�.'p �✓ vl^� �, µ YR ry F �, t ✓ 1 +. � £4` Y'tE1 .. �p � b$ y � "ya5� !,� { f ,S''i! r t r- � k -x sr Sr✓�• ad'l o fit+.Dej V1 p.Y�M1Z� 1t yPi v�O"'{' '2 ? tvL ti�' 1 5 � t tk�t�l ICr titi t ra '•,� -& .il"u3 � s.§ # d° r 'r � �t � � Construction Period Pollution Prevention Pian and Erosion and Sediment Control Boston Street Residential Development July 14,2010 E1ns?onaad;�iiment ConuoLPia<aiees 169 Npl"* "Spoeles s0 0 4as YLmbtei.oxegrasx,Frin'gefl3ro»segi' xs,lYood,ReedUrasx, BoshClove_a Beach Pea;svhlteknowh$fny�jexomAneFclaltyavaljabletroip 0NocUlc saed g'upp[le!#,maY•dutallt,(ys.lie' VaUa,¢�ddrQ1n,YoUi perGcularseed pliers.7�alocalN'aturalitosouMksCorixvadm `v!¢pptlleomay�lre abletohe►pwTtibasourceofsupply1aloreaysntap l{1t►arspecleBBstaYtln :iunix M not tie obtained;t'iowover!t maY be-pts#[Ir1 ;18' 4U Uiu[e anoliHek slier les. Ser4.mWwer:6yi�wrh+raNmwgl'kEsaawrat� uNvn SyMir,.a9.p11ierei NA {PIEruxs V030 l�+ptJm, o }1r Drax# oSt is. IVant[ f i „bh ft� Ys of pure nve djiixtmank3s{gkilrk4Wd C�,� iCexoedwcoanponxafe: io> n- -19 ocTW nt7 PM a1�le#ee p�i�u waUvesedd'is calat}11}tedttynw►t1� , eIgfnv" �ityby�tliK anent y{8i�tinat►osk 1s� � `�►�t` . 1'iK+��,a�+nn►e�rth� cul�g.rat����.:�X `�s/�ct��'`4Suna;t�use�d ��#(ria7;ay�N}tr11y o►�B�r anag,ernination����,�3h� .l�ctn�ts. CSO*tiS} 53 lYldtr}y dMaea�y51«a�F�gY.,41 A Th�olare,l9lks Asa # (p�}1511+k`I 1 �1ot xUl`ncecl¢o. rt�1JoC1 p utft�fn iBdb# 'fill", jlw "�au'i:oaeua,�od Gtash,�arxmvpf�all �. sloot''�Selotla� gAper rcimm�csrgFnotalbirnrLortl"�t}Vs4 in Ito.. s#�nTht mirutg tetiLtlen ovemikkuxes�ncudn pedeknai>e#a T $so�uxoCtsmngn4iaUve�q ect' t nsmol er#elrFdto:#e Page 7-10 Construction Period Pollution Prevention Plan and Erosion and Sediment Control Boston Street Residential Development July 14,2016 164 Erosion and Sediment Control Practfeea EYIaAf�$�lCC(�1 1xt...ur8$. For ILII Greeted wetlar,I.Oj a wetlands specialist s pid design. plant+n$s'to pruvlclMehesire(iance ofsuccess.Do not.rtae+ntroduced,. tttYas[ve plants ilke reed cenrass(Phalaris arundinacea)or purple I xtsestrlft{Lythc}tln$aiteana),Using plants euch as tnesew,g cattle ttlariY more prgplemp tflab}tfteywtl!§nTve. T11+3:lollmving$}?5sesalTiliirlVe116Wetland situatidog;. Flt ah YVater Coro ass.($w,trpeaiindru) �`, Miarsh/CreeNGlgBenigrass;�rlgrosRsaratant[c� �.mr.:pdigkr+YF) . c:9' �t»atnscilgc`(AnrtYr9Xrq�Oniiir�hicus) . c�- F7r�tt�ed Biiaome��s�t:�BtYrmurs.cR�algs3 $itrg IttitSt RFadsa(Ca/amgrdsi7F mvedetSi1F) rsa. FnWI M iuW 7a _I*cna SH40) IZtverli�ltletAVt�d:�y�,�k`7ymus ripiSiPriS $ice`�^4tlB,s�s��fo�oryzrrtdes) SWktK'�gdlR4�d%�t`(t!+drrrrtrrdlrFetr<ea) � C�h>tidd�rt`a�rta�ia8s`(�e(�cerlrx�tirtndensts) Aaampte �� ainix,devetptted'1>�'T�sNew�ld Ettwironmen�lendll'lent Nursery is altoivn on till o no-Vags.: . ��1�1Aild.�, t 58e etviat$Ian ili aviMtgmgt21'-WAW0ud-TfaA0 has ti$Ye�OltCd*6`sP ,it'4t�1?GtiY►e'wltiktlY3S.8pati(ICnlly:dssig� o0wdin ��e -- w�t)rittcrgp$t ixt) tg�gst4rtAweY�t �entlon,tt�+ns,1.t1s �S�trrl�pos�pY���.�t2msa6a5Y@tY:1d iPcilgenoiS svgU,erld��Ftes tirllafiingatt�)fuuwe t� rttnndrdstrrt�ln`tGFsdsprvlctef: gai�a�rtsfr3n'ex+�ttuui.� e�ctu�andsovereanckhef�s�ttvt9uee E�h�;; e�'y�,#�>�liphtner}tagyrtt��drt3�trab�ei l»'paatvespeeilsaeui eh aa�11ny�ttltag's pnd t�'T•�4��3�YOd$$S4"�+p4ietC�ilt��k!'�S`�:�tie R�t�neS 113Ve . s��reASY�I'�1�1, Bli�at39�S Iii+itn3r�cttaR��hhfattd;4ha V�rJ . ptitn;: _.. . . . ........... ... ..... ._... . .......... Page 7-11 '�.��v ` Ls'f�"?� l""n it �'., .'} ".�€>a✓.?a i�tsr tdi"s n✓lYr'�'tr�'�t�'✓t�,s'a sfi� �e'�se'���! EU� 1 Ps"N -x�, fz. �aa�ri`s J`�w.l�sh 't„ ' tx � Et '�c�,✓td�`�,�i",�ct rYp'�.5 �t'� s��f,�a� �-�''k�'���r. � �* >i t ; s.¢ 5t !r'�i'✓`yt X i �s-S� s�". +yG .i' P`-n.+ 3 CS s. � g Pa, ! -rtr'a'a x rr s i r r $ v F..: "tyP' x"ham , ` '4 yr,��,,. 4 r �S s'l 4� '�.f. ✓W K�' E '�X c �sl .tr �tJ s. �uf -d. t c i��. ✓' d�� 1 f� L`i��' e r�p'f P� it x{ 21 . �fd�i�,,. ' � g ♦r t � s � �, F ,r ylF� c{' f s y, hsu�i"l e 1Y tix ✓. fa' z h.'}@ t j c r � �� {_ 1 .41 r t n 'd' r,m. t �' ✓ ° <t c e t til s u sr z� xs s �l fit` t �r ,,tr rm> x Jr � l �c iR1 p7f 1 �� �� 1P cj fisTy ,x rsE.'Yr rti ,st✓ t fl n� j 1'ti a .0 Y.tr3 � �.a yt.�r x' }t �3 ti.k �1 " g >f �, U"'4 a� ., .y'' � E �F�.s y,� a .G� � C( ✓!( [ G FwSt f 1� It l� y�`l(r 1 ' ih' -cr`� ty{i r: ':.. { j i stn it a?> r ! r ; ! 4 � y L t„�A� tr yts)lL4 cji`tr sts tins Lr �1(l tiv a(a= tt ipG � ��� �` a �"s�' a)� � � d .� r v is .� " s J '(`4 � ���E lb ��T�ff iF ✓d{yf �[ei�t-!{��t �t : f� f ( p �r �. ✓✓ 1y X51, vat�Ej 11Lf } At r�il tl rr jos LCL s +334 ry� ls, t T �w,�l�iym k r: t fr. rrf ri�;�t t�lx� fl 01C , t �tl cl �w y tiaf ` __i,, d ! ,xJ ai",��s ( a3 'y'F_ o-te tP�.�c.�,'�.n ,. 'tvi .,vti.Z , w#,.�+69� t �rt. k Tt?,eA .� y'sAt '!r•!L>�A'�y€v _ �us Construction Period Pollution Prevention Plan and Erosion and Sediment Control Boston Street Residential Development July 14,2016 166 Erosion and 5iedimenl Comral Praoirns Maintenance In$pect seeded areas far 14110e,aad make necessary repalrs and reseed imrnedjatelyt: onductprfoAaw-up:surveyaf .*ncyear'and . r4 lace.lAilotl,plants s4ilere necessmy.' If vegetative cov, r is Inadegtyate kp:pravC_k!tAtvmlgn,Qvearseed and ferfiihze faccotdanfic wfk(t sokltr rfa�s6Jf§ (f a stand has la$$th@tt q0,%Cq�er tmevslnpte chofee;(rf-plank iitaterlals and gaatititles at Iffe:ntt�tertfliztir tkc esWblllt thcatapEl{oklowing see dbedypxaParetiomand seeAil! ; mthenQ�tions,.omi{tingdlmeanl tertflizerttr the absench otaq l i istsequtts ll lite t Ra§Oh°pievonts reSuwfng, 11c11 ar:juke netkfnd 3s atf ci tefl+{wr y coStx $eg¢ed areas shk+uld b`�ft�nd�tultig� tC 3cegnd�f4wing-.season: ea4dferiUizathneattarLetltitklCfnt ,a�dn0oilad. Nnrth CBpiuta Depst3mentxrf£tuTP4tlttt�ni,3ie�l;f�t,a'ltld'Nflturel Resource,,, '•italeigft A1C, February19B1 !'ers4nb1;c4mtnutdp$ii4tt,i�kdhaTdil 1�'ft+�x�to�SDYy'C�jfvralRcsoitrEea GpltsarvaiiortS�xVlt�;flitth$r'a�x�VfA., �,¢ Ed1YJr9ntRenY�lf�(PtCC��4I�„"R4 4lYfk�'$,f+�'�P�! ��St4n'..'aNiuw.,enb'Idrr d pdLetfonsArtivlf kA& Ra(t{► , VhkitW! $$Flambe{i Y�aSbin gEgnstatalJepartmcn4AIEcil1 f tivJlfaaeeann+e_.f. tff'a�taaY�ir�eA,upe#"e5vount�gfn�p�jg;?. A;I br�ry "'- S 1 ( � 5 ....._...... ................ ............ Page 7-13 Construction Period Pollution Prevention Plan and Erosion and Sediment Control Boston Street Residential Development July 14,2016 Erosion and Sediment Gomrol Practites 187 1 Plantingrapidgrow(iYgannoai grasses;smaltgrains,or-legummAd, provide initial,tempor8ry'CoV&T, aiveluh contrel ondisturbedareas. PUrpo$e To Wnporar[Ip stabilize: aimas that v+Ul kpt lie 6mu�ht to-linal grade trira pertod of�moca then 3�f' ctiar�ng days:. � � To atatsttlrb3listtirbod ar8as C�tvretirta9;$taQCngnrfliiti season nGt.St u. le neat aeeding racy segding eont b}sYonQif @ s}at G�iQn wnttl<permanent V�etattnh+tr 4tHar�rQrsioii ls ep�tn�� uree cert beest$plisliCd sy8tematiotd dacei k a q+Ys, at'ing}aM 44i apt'to hea"Oa t¢Iisho ttY siprm rvater,�nnaN ocavigc`�., T.&nporarrolflatns assoalaCad wit$lovd,and dust tmm ba�+e soli-surYxcea,duri��eonstrtla4�rn� " Whdj a A' t)nxhxtl$ared',tahv ¢t¢t1sParsel9yaBetateUsdilsurCatc. wlikre veg�tetT a Golretfe a asd®d r 1@n h yet Apptlr igns Rf t1tTApraGYtce teEtµt�Bdtver¢longi dat; pthrYeditmefir'Jftrist tenitlm'BrYcrt+?(I banks '�Ql�".e11��4t'y�I�e iNheAepsrmannnt strjit tunav abe 3netgtled or,etclpnstve ref: gxadmgx3ftheaneawllliajoeur{sr�orx��lta�ta�}Is�mentgt�Narmanent 'ui $tatlon Areas 11 �nitntiFje auf ieetet!'tp kt�avy mar Gy rdn,s►rucilon> 4riTftG ;t+ro�sstoPln¢W}tt:�l�Rr�t�,�tioriossi;;t5lisishempvrarlr seeilingts ttte,ottlygrac}rt8ttselTk �dx'anit�g�; 77ds�s aielattvat�,t'ncxpens{va torirrotot4n"coPFkti[shutlti. onlg La u ct un iter avreet3ilg pemstarr rrt ifattt�ngorgra rl�'iYio w ftks sitoatld Ys tv tt f irtp eYFo -i00 Vegetat2ort vi nnta�nl" r {tX> bill,. orcuwng,.buw. )t $[So.trap,�edtmgpfV4r�trot� `pt��nrt8°otQ"�:atto TemPQrazyeedutgtlteJa7r�y rltm'tectfion to eur+sad areas; _..... __...... ... ........ Page 7-14 Construction Period Pollution Prevention Plan and Erosion and Sediment control Boston Street Residential Development July 14,2016 166 Erosion and Sediment Conenf Pracitms D#Sadvautages/ProMew Temporary seeding Iti only viabie when there is a iu(iiclent win 11 n time for plants togiow and establish cover.it depends liaaivlI on the season and roinfHli rate for success. If sownnnstaWell grow!thwll[bepoor uotessheaVilyterttgzbdand . flrued,Because overiettilizatlon can caufe pollution ofsltfFntWaker riiboli, other practices such'tisdnnlchtng alone maybe more aiapKaPrlate.The Potential for ovirteriilizationis:aneven worse problein rernearaquatic S,yatems. Once seeded,amAlillitlqutd;not be trave11gd nvdp lrrigationrbagbeneeasdA4rsucceastuliroath#tlttiat irrigatipnls' ngtkticottngg&blzc egUlitsetcpgnseand'tleppteutlal nrI�asttirnla' atgas-trial are nocrgpuladylnspeded Ia1!fttt:4 Pilleratwj* SPemiinFarysoesiirigs pmvttlQprotectiveFxiver#or lis$il4ettusnayhar. Areas mush be We'ornual or:ptanted WRh pOrenntaYeQBgeteiiorl, TCmpnrar Val W"9 lnal lfracfr0s ttdxnstabilize"'. 14 tl:areaxtilal gra�le�nr s'avhrai weolia ottmpntlt ,fiemiixttar3"see'dfnB�glt'�itr>�t+t�aa?urse dip for ptipangnt vegetati p;prDvicla resldug far¢ptfactign•and` atgg�bad�reparatIon;a,rtl hep:pravent on,diirtng, ¢onttntctPon, t7So�l"tnalnketl�......enntttlQe sRnc�ea w5er�taC�ot�t�� Pjartdng yh¢tild limed k�rrnYglmize tttenagd N00om SiYeetptitglgn,dui by3ltgimpad of railn nn ��,ls'T�te•vttte: of tt}oat#ine�tartii 1Es-J s ` ene•7b rcddcc this sgc1lnas(at�oatl9a rano ; lho:sol191;it�ifselfshauld�eprokeoted,jl7�e.,mt�t �HHe�nt�l� acd7fom[4ra1`rlri `is of. lunjrc+vtHnd�>•ill�..r�asdsa, a�ttsf:t t$ +tat9aever Anrllats`wlShririrt?sRait� an 'gFvfv� gt3lity' �lL'�Yow1�11 SeaSodaT �d�kalblF( te4ta1t�11141ti ap9kr 7'nmporary seeiltn"�g fs tive when�ppib%p&���o�nsfiEuatioia::' pkasingxnt+areareas of thgs�#e�dremhi7tn`t <at'ail rim '�rTlQ,r�C�`seaddlima,Kl�nt� y itrtS�ta ��er6bt��i�t, pthec@kns►o7i,4txolaykk{nsFo};escatnpleit�"nlaatl;rriiWw11: ttca<}"e•taln' esu�a.et3hebas'Irl3�# grl`w'ht + iUgr1: xmns coon a�hoY t8t�place`t?eNmeterrllkec x9E113e�tt;are�f#Hctive�f: nutn�tbked}�t�tksr�di►nent fopgg9cedfWilrfppara tstn s-.tteheus aftFu�titr:easlJY�'tmgaalte' in.�J►���s�►reyu��sti+���t�a �� rng at�iin agranxtt�'lictero�irmen'r�at►priswf afte�itesitlt,�lnt'tti1>frte¢uatani"add' 9�v�g+lkltkon�hBtproYiiTesllttdeor:ttoerOsion.�Ufro7. $ptlYlrat,Ctas boar compdaked.hYilgatyatra#tlt onnfaCh`tnerx<ryraynoatl= t9 ¢o& ! =Sucog ictu tgth u§ua1T"T.ttl s ttar t it 18)led.^ ore••theaekdtsarppllkd, p*hyhgisntyittpC^_ea5ary�ti2trlr ,l. rtnry ed�rlgg,hgsvevt#,itrtSnp Improvatlie ultance$of e$ty( (gttitl$tcthP[iia?Y.' Vegetation<inair'"ar$a , ... ............. _ ............_ ................ Page 7-15 Conslruction Period Pollution Prevention Pian and Erosion and Sediment Control Boston Sires!Residential Development July 14,2016 Eroskm and Sediment cgnlrol,?raclices 169 't Wing Procedures 'rw` of plautbag J'lanting should preferably Uedone between Apr11 I and June 30,and teanbarI:tliroughSeptember3Q,[tplaattngis Fanefnj pomonthsoI A;y and August,trt9gat.bh maybe. 4ufrod.It planting f5 dt}nebtitwcen @ct(i�et land":Eliargb'31,mulolting's(iould be applied ltnmedlately4fter d}l ntlag It seedl419donedurfng:thesummermonths,Irrisaf o o1 some crt+gfl!probuply Ue necasS,ary :.�i�e PiPtzga�aftitiin. ytatle Sele(f[bg,111stal!ne>IdP.dsurfaSa rnaoflepotrpltnoasUtttB auefiti As a` Nmttei acai,rntercisptordfEeFswalas, ]avel preadeta:and �$nti�slgs bed9 ont 7Y ceseed�Wd tie Itrr4 Ith a faMy fins sur�ren ertormtaicirtturatoperdttgns a4kos&or8t r} htantest4 fhaslope. See o nr nrtaea tottOreuiugSoranore tnfatrnatton<onseacibefl' tY, I,aTatb1�.9 Unoimuat,of;8 to ddnotios of S(gpclTApsAn Is'nA1alTxtl.. . l�ilectt�bn - Aydply utltflfrpyly�kon>;nth rPUnd 1Ima8.t¢noper aeFF.CIY1D►.ka.,pm' iN(Iq�+�"�rtr,'�ix�trdirtgy0 aolC�+jsu . �)�1ply5ntk�t' t}�r $y11�10`anbl+�stafartilta�orirt:ille�atettC��Uihs q�` aee.����,,{QA'tbs r8�5q 1�Y�ac a#�4t$tatad by8ii11 test,for`t�rtsercentvit �tM't�ttttogentlinrild Yr�ut�t$anie Iorms ',�T(orl�lttluna and IoMillasr3aaxle�rtlt�t,�}fiActtie3 ustplr*afly�Slltta�Ze st�!t1m�t!x V i _...,..._. __................ .____...._,. .,. ......_.... ........,....... ................ . .,...........,,. .__ ._ .. Page 7-16 Construction Period Pollution Prevention Plan and Erosion and Sediment Control Boston Street Residential Development July 14,2016 170 Erosion and sediment Control Practices Select adapted species from the-accompanyinngg table: Apply seed unilarmlyadcording;to`the rate tridicatW fit the table by broadeasftng,drgttng::or hydraulic appllcat(on. Coverseeds with;suifAbla equipment as toliowa< -Rye grass ty iluh. .Miiiet f:#o�3nch �Qats ltol i/2mehi>.s >Wtnterrye ]to-1 J�2tncties> Multi tJ alt etteolfv8 fnttlo#t,sui0?40 rleao gfaitt s .10 140ked ood/or tied dowrrwltf netting tu;jirothct spndbed arlt�eirisµrage ptaitl growth, Colm�ttPf�'i`�"�f1�`�+uiattty ldlott.' l>nitlt�rit►:!tt`•ttrsur�t4ebit4�tl�tP.ht�ipatl+l,�ildt�ep. May beJ4t.t�giunhltArtaematn cbncetrtrated:'dear the WtiiYae where:they ,hayllnhidttgermib�ti.Qh Mal rptein►der�uatapratrgwxpWcltotat3adcod�4utvns 'z Rast111tgiai;�stxget;!iun1h�rid�i� �pdeostond�4>!•t!�'e�Repair damAge� rg8s,-re itmulrlit Anuasild'orithhpjtit"' ,�aeditgg Rye�assreseeds ita�lf�ndxnakes311t;cttlt�oextabTir�i�povil�coverof permatleAtt Wget¢tldn; t�fi;�'x4ad �?��Yfic�4��O4 C4yv`; Results Inpdteh��grcttivth�rtdaeKu�Toq MWittW dit . .. to � utwtthtrt y s�,t , tt 2��t�s >f ta�d�s r4>ade4wa Cheek• Rt+rdatttage$(tnr raYnsaStandA 1tr�rid*�r,tl#tlprm�ensk Famine, r F�� A t�1t{1$�:et+d sp�aea�dt93 fat8�'•'1§tek oxttbdowlf u1 Aslt[ eKX , Seadas ati�dbGsyppllad vittxxx ndeapate-.�ino)sttrre.Fdrnishvater•as nee<}e res eclt>ityht, 1 irxidllyf�itx+rdry eRtOr$1A?sK�Y raesftea. t atera�F}itiaaltctt"r� t4lfki irwnntitrdl dAl a�Er na>I: Page 7-17 Construction Period Pollution Prevention Pian and Erosion and Sediment Control Boston Street Residential Development July 14,2016 trusion and Sediment Crtmroi Pratlices 171 Re&m ws MawichusettsDepa&kceeptpJF Wrohincm iP[olectlan;Officev# Watershed#ilanagemenG�lonpaint SvNrcc Progapa,ivlassechusetts Ndnpo rcgM aeenlllfarival BastdniVassachusetts;lune, 1993. Ndrtfi�aratUw133altam'entu[FatMranrte77 nt Helth,andNatural :tIeSOWCg�R aeon e_� r+rtrwanr A, trj'ru e r RaWgh;•NC, Fobruaty 1991: atf;S�ltatro4M'eattalta�ttt4�n�s,�,�y Cebateuctlj��AcN' + i�'A�32;1{:92,A05 W4sh1i?�vnt :�r;�p4bek �1!8aitlq$Itln.StB;r�Da�aTt,A(l"�ttit,tz'g4t11 ' Will Age _ .arnr��,r"��. ®.�#"ryinnt,&''a'nP�!7'•rtYta'i 1992. 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Page 7-18 Construction Period Pollution Prevention Plan and Erosion and Sediment Control Boston Street Residential Development July 14,2016 • Structural Practices: Silt fence with Filtrexx Silt SOxx,or approved equal,shall be installed as shown on the approved Site Plan to help prevent erosion and sedimentation of the downstream wetland resources identified on the project. Catch Basins shall be fitted with filter fabric during construction to prevent the accumulation of sediments in the catch basin sump.Catch Basins shall be cleaned as specified in the Long Term Pollution Prevention Plan or the Operation and Maintenance Plan. • Stormwater Management: The stormwater runoff shall be managed through the use of several best management practices: Deep Sump Catch Basins w/hood Sediment and Oil Separators Subsurface Infiltration Ponds 3.0 Other Controls: • Waste Materials: All waste materials shall be collected and stored in secure metal dumpsters rented from a licensed solid waste management company in Massachusetts. The dumpsters shall meet all local and state solid waste management regulations as outlined in 310 CMR 19.00. All trash and construction debris generated on site shall be disposed of in the dumpsters. The dumpsters shall be emptied as often as necessary during construction and transferred to an approved solid waste facility licensed to accept municipal solid waste and/or construction and demolition debris, No construction waste shall be buried on site. All personnel shall be instructed regarding the correct procedure for waste disposal. • Hazardous Waste: All hazardous waste materials shall be disposed of in a manner specified by local or State regulation or by the manufacturer. Site personnel shall be instructed in these practices. • Sanitary Waste: All sanitary shall be collected from portable units,as needed,by a licensed septage hauler in Massachusetts,in accordance with the requirements of the local Board of Health. • Offsite Vehicle Tracking. Construction entrances and exits shall be via Boston Street,Beaver Street and Goodhue Street 4.0 Timing of Controk/Measures: • As indicated in the Sequence of Major Activities,the installation of erosion and sediment control devices shall be in place prior to earth excavating activities. _........_. ......._...._.. Page 7-19 Construction Period Pollution Prevention Plan and Erosion and Sediment Control Boston Street Residential Development July 14,2016 5.0 Certification of Compliance with Federal,State,and Local Regulations: • The Construction Period Pollution Prevention Plan reflects the requirements of the Massachusetts Wetlands Protection Act(310 CMR 10.00).There is no wetland filling associated with this project,it is strictly a buffer zone project.Note that there are no other applicable State or Federal requirements for sediment and erosion control plans(or permits), or stormwater management plans (or permits) required for this project to the best of our knowledge. 6.0 Maintenance and Inspection Procedures: • Erosion and Sediment Control Inspection and Maintenance Practices: The following items represent the inspection and maintenance practices that will be used to maintain sediment and erosion control. 1. All control measures shall be inspected at least once every fourteen(14) days and following any storm event of 0.5 inches or greater. 2. All measures shall be maintained in good working order;if a repair is necessary,it shall be initiated within 24 hours of the report. 3. Built up sediment shall be removed from silt fencing when it has reached one-third the height of the fence. 4. Silt fence shall be inspected for depth of sediment,tears,to see if the fabric is securely attached to the fence posts,and to see that the fence posts are firmly set in the ground. 5. The catch basin grates shall be inspected for grate elevation relative to current surface condition;condition of filter fabric,and degree to which sediment has accumulated on the grate and in the stump of the catch basin. 6. Temporary and permanent seeding and any plantings shall be inspected for bare spots,washouts,and healthy growth. 7. A maintenance inspection report shall be prepared following each inspection.A copy of the report form to be completed by the inspector is attached to this document. 8. 139 Grove Street Realty Trust shall select three individuals who will be responsible for inspections,maintenance and repair activities as well as who shall be responsible for filling out the inspection and maintenance report. 9. Personnel selected for inspection and maintenance responsibilities shall receive training from 139 Grove Street Realty Trust or their designated representative.They will be trained in all the inspection and maintenance practices necessary for keeping the erosion and sediment control devices used on site in good working order. 7.0 Non Stormwater Discharges: • His expected that the following non-stormwater discharges will occur from the site during the construction period: 1. Water from water line flushing. 2. Pavement wash waters. All non-stormwater discharges shall be directed to the proposed site BMPs prior to discharge. Page 7-20 Construction Period Pollution Prevention Plan and Erosion and Sediment Control Boston Street Residential Development July 14,2016 8.0 Inventory for Pollution Prevention Plan: • The materials or substances listed below are expected to be present on site during construction: 1. Concrete 2. Wood 3, Structural Steel 4. Masonry Block 5. Office Building Materials 6. Fiber Glass Insulation 7. Fertilizers 8. Petroleum Based Products 9. Cleaning Solvents 10. Paints (enamel and latex) 11. Tar 12. Waterproofing Materials 9.0 SRill Prevention: • Material Management Practices: The following are the material management practices that shall be used to reduce the risk of spills or other accidental exposure of materials and substances to stormwater runoff. • Good Housekeeping: The following good housekeeping practices will be followed on site during the construction project. 1. A concerted effort shall be made to store only enough product required to complete a particular task. 2. All materials stored on site shall be stored in a neat and orderly fashion in their appropriate containers and,if possible,under a roof or other secure enclosure. 3. Products shall be kept in their original containers with the original manufacturer's label. 4. Substances shall not be mixed with one another unless recommended by the manufacturer. 5. Whenever possible,all of a product shall be used up before disposing of the container. 6. Manufacturer's recommendations for proper use and disposal shall be followed. 7. The site superintendent shall perform a daily site inspection to ensure proper use and disposal of materials on site. • Hazardous Products: The following practices are intended to reduce the risks associated with hazardous materials. 1. Products shall be kept in original containers unless they are not resealable. 2. Where feasible,the original labels and material safety data shall be retained,whereas they contain important product information. 3. If surplus product must be disposed,follow manufacturer's or local and state recommended methods for proper disposal. _..._. _ _.._... .... . ...... .._ _.._.. Page 7-21 Construction Period Pollution Prevention Plan and Erosion and Sediment Control Boston Street Residential Development July 14,2016 • Product Specific Practices: The following product specific practices shall be followed on site: Petroleum Products: All on site vehicles shall be monitored for leaks and receive regular preventative maintenance to reduce the risk of leakage. Petroleum products shall be stored in tightly sealed containers which are clearly labeled. Any bituminous concrete or asphalt substances used on site shall be applied according to the manufacturer's recommendations. Fertilizers: Fertilizers shall be applied in the minimum amounts recommended by the manufacturer. Once applied,fertilizers shall be worked into the soil to limit exposure to stormwater. Storage shall be in a covered shed or trailer. The contents of any partially used bags of fertilizers shall be transferred to a sealable plastic bag or bin to avoid spills.Fertilizers shall be applied in the minimum amounts recommended by the manufacturer. Once applied,fertilizers shall be worked into the soil to limit exposure to stormwater. Storage shall be in a covered shed or trailer. The contents of any partially used bags of fertilizers shall be transferred to a sealable plastic bag or bin to avoid spills. Paints: All containers shall be tightly sealed and stored when not required for use. Excess paint shall not be discharged into any catch basin,drain manhole,or any portion of the stormwater management system. Excess paint shall be properly disposed of according to manufacturer's recommendations or State and local regulations. Concrete Trucks: Concrete trucks shall not be allowed to wash out or discharge surplus concrete or drum wash water on site. • Spill Control Practices: In addition to the good housekeeping and material management practices discussed in the previous sections of this plan,the following practices shall be followed for spill prevention and cleanup: 1. Manufacturer's recommended methods for cleanup shall be readily available at the on site trailer and site personnel shall be made aware of the procedures and the location of the information. 2. Materials and equipment necessary for spill cleanup shall be kept in the material storage area on site. Equipment and materials shall include,but not be limited to brooms,dust pans,mops,rags,gloves,goggles,kitty litter,sand,sawdust,and plastic and metal trash containers specifically for this purpose. 3. All spills shall be cleaned up immediately after discovery. 4. The spill area shall be kept well ventilated and personnel shall wear appropriate protective clothing to prevent injury from contact with a hazardous substance. 5. Spills of toxic or hazardous material shall be reported to the appropriate State and/or local authority in accordance with local and/or State regulations. 6. The spill prevention plan shall be adjusted to include measures to prevent a particular type of spill from reoccurring and how to clean up the spill if there is another occurrence. A description of the spill,what caused it,and the clean up measures shall also be included. ._............ Page 7-22 Construction Period Pollution Prevention Plan and Erosion and Sediment Control Boston Street Residential Development July 14,2016 7. 139 Grove Street Realty Trust or their assigned designee shall be the spill prevention and cleanup coordinator. 139 Grove Street Realty Trust shall designate at least three other site personnel who will be trained in the spill control practices identified above. 10.0 Pollution Prevention Plan Certificate: I certify under penalty of law that this document and all its attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system,or those persons directly responsible for gathering the information,the information submitted is,to the best of my knowledge and belief,true,accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. I Signed: 139 Grove Street Realty Trust Date: ........ _ ......._.... ......... Page 7-23 Construction Period Pollution Prevention Plan and Erosion and Sediment Control Boston Street Residential Development July 14,2016 Inspection and Maintenance Form To be completed every 14 days and within 24 hours of a rainfall event of 0.5 inches or greater Boston Street Residential Development, Salem Massachusetts Inspector: Date: Inspector's Title: Days Since last Rainfall: Amount of last Rainfall: Structural Controls:Silt Fence/Filtrexx Silt Soxx Average Fence Posts Overall From To Depth of Tears Secure Condition Sediment Yes Yes Poor No No Fair Good Yes Yes Poor No No Fair Good Yes Yes Poor No No Fair Good Yes Yes Poor No No Fair Good Yes Yes Poor No No Fair Good Yes Yes Poor No No Fair Good Maintenance Required: To be performed by: On or Before: Page 7-24 Construction Period Pollution Prevention Plan and Erosion and Sediment Control Boston Street Residential Development July 14,2016 Inspection and Maintenance Form To be completed every 14 days and within 24 hours of a rainfall event of 0.5 inches or greater Boston Street Residential Development, Massachusetts Inspector: Date: Inspector's Title: Days Since last Rainfall: Amount of last Rainfall: Structural Controls: Catch Basins/Grates Catch Basin Filter Fabric Sediment Sediment Location at Grade in Place Buildup on Buildup in Grate/Fabric CB Sum Yes Yes Minor No No Moderate Major Yes Yes Minor No No Moderate Major Yes Yes Minor No No Moderate Major yes Yes Minor No No Moderate Major Yes Yes Minor No No Moderate Ma or Yes Yes Minor No No Moderate Ma'or Maintenance Required: To be performed by: On or Before: _. Page 7-25 Construction Period Pollution Prevention Plan and Erosion and Sediment Control Boston Street Residential Development July 14,2016 Inspection and Maintenance Form To be completed every 14 days and within 24 hours of a rainfall event of 0.5 inches or greater Boston Street Residential Development, Salem, Massachusetts Inspector: Date: Inspector's Title: Days Since last Rainfall: Amount of last Rainfall: Structural Controls:Sediment and Oil Separator/Outlet Control Structure Location Sediment Buildup Sediment Buildup at Inlet at Outlet Minor Minor Moderate Moderate Major Major Minor Minor Moderate Moderate Major Ma' r Minor Minor Moderate Moderate Major Major Minor Minor Moderate Moderate Major Major Minor Minor Moderate Moderate Major Major Minor Minor Moderate Moderate Maiar Ma or Maintenance Required: To be performed by: On or Before: Page 7-26 it Construction Period Pollution Prevention Plan and Erosion and Sediment Control Boston Street Residential Development July 14.2010 Inspection and Maintenance Form To be completed every 14 days and within 24 hours of a rainfall event of 0.5 inches or greater Boston Street Residential Development, Salem, Massachusetts Inspector: Date: Inspector's Title: Days Since last Rainfall: Amount of last Rainfall: Structural Controls: Subsurface Infiltration Basin Condition of Filter Fabric Sediment Sediment Location Stone Bed in Place Buildup at Buildup in Inlet Basin Poor Minor Minor Fair Yes Moderate Moderate Good N° Major Major Poor Minor Minor Fair Yes Moderate Moderate Good N° Major I Major Poor Yes Minor Minor Fair Moderate Moderate Good N° Major Major Poor Yes Minor Minor Fair Moderate Moderabe Good NO Major Major Poor Minor Minor Fair Yes Moderate Moderate Good No Ma'or Ma or Poor Minor Minor Fair No Moderate Moderate Good Major Major Maintenance Required: To be performed by: On or Before: ..... __ .. ,....._..._ . ,.. _.. _ ._.._.. . . ,..._... Page 7-27 Construction Period Pollution Prevention Plan and Erosion and Sediment Control - Boston Street Residential Development July 14,2016 Inspection and Maintenance Form To be completed every 14 days and within 24 hours of a rainfall event of 0.5 inches or greater Boston Street Residential Development, Salem, Massachusetts Changes required to the construction period pollution prevention plan: Reasons for Changes: I certify under penalty of law that the above changes to the document and all its attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel property gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system,or those persons directly responsible for gathering the information,the information submitted is,to the best of my knowledge and belief,true,accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. Signature: Date: Page 7-28 Soil Test Logs Boston Street Residential Development, Massachusetts July 14, 2016 Page 8-1 CotYifHomdrtyalffi of Massachusetts Gt#y/)`osun of 6lerni'ftran; mom Form '11 So tsu tal iTity A%Wsment for On-Site Sewage Disposal C.-On-'she Review*01540) Deg)EOtasetvatio�rHoie,Ntarntier, ?P1 iSnitacaFJ.22.7') . .. . . . -12odatlmorphR?�satures �CoatseF2gmerrts Dep600 SaY'Horizo 'SWr1Na47te Colot fmolNea} Sott 7exlura 76:by Vofume soft Sot) LY Moist glh nsmll jl/5Di4) Cotibles.t., Structure Conststenoe Other Depth Color . Percent. Gravel Stones (MOW) q a 4-16 dill — gravelly 10% 52% me fr 113-1,66 C 10YFi 5/& <2% <2% sg W Addld'orral Notes: 4) tdo:refilsal,NowatayMo:moiFles; 3,) C-La7rprcarAaies,ydCiets6 ofvoarsa�3td. 3) :Re ttnahb:famdatio04 t sooflfa endorfbtD L,Extends Gown aptuox TY. 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Q Sol Map Una Polygons Enlargement of maps beyond the scale of mapping can cause A wet spot misunderstanding of the detail of mapping and accuracy of soil line .�. Soil Map Una ones placement.The maps do not show the small areas of contrasting Soil Map Unit Points O Oster soils that could have been shown at a more detailed scale. .� Special Line Features Spatial P Blowout Water Features Features Please rely on the bar scale on each map sheet for map L°7 I° measurements. ..�.� Streams and Canals Borrow Pit Source of Map: Natural Resources Conservation Service ay spot hareportation Web Sol Surrey URL: http:#websolisurvey.nres.usda.gov Cl e+a Rans Coordinate System: Web Mercator(EPSG:3857) 0 Closed Depression .y interstate Highways Maps from the Web Soil Survey are based on the Web Mercator X Gravel Pa N US Routes projection,which preserves direction and shape but distorts •. Gravely projection spot distance and area.A that preserves area,such as the � _ Major Roads Albers equal-area conic projection,should be used If more accurate ® Landfill Local Roads calculations of distance or area are required. A. Lave Flow Background This product is generated from the USDA-MRCS certified data as of 46P swam Aerial Photography Marsh or the version date(s)listed below. . +fA Mine or Quarry Soil Survey Area: Essex County,Massachusetts,Southern Part Survey Area Data: Version 12,Sep 28,2015 ® Miscellaneous Water Soil map units are labeled(as space allows)formap scales 1:50,000 Q Perenniel Water or larger. V Rode Outcrop Date(s)aerial Images were photographed: Aug 10,2014—Aug + Saline Spot 25,2014 Sandy spot The orthophoto or other base map on which the sol lines were compiled and digitized probably differs from the background Severely Eroded Spot imagery displayed on these maps.As a result,some minor shifting ® Sfnkhde of map unit boundaries may be evident. Slide or Slip Sodic Spot Natural Resources Web Soil Survey Conservation Service 6!23/2016 National Cooperative Soil Survey Page 2 of 3 Soil Map—Essex County,Massachusetts,Southern Part Goodhue Street&70-91 112 Boston Street Map Unit Legend S&se7l Couply,Mpssaah0&atts;.Sputgam PBrt•(MAli08) - MapUnit•4ymbgl lilap Utift Name Acrep.iq Abl Percent,of q01 602 --__.-- Urban land 4.6 TT 100.0% Totals for Area of Interest 4.0 100.0% i Natural Resources Web Soil Survey 6!232016 Conservation Service National Cooperative Sell Survey Page 3 of 3 Snow Disposal Guidelines Boston Street Residential Development, Salem, Massachusetts July 14,2016 The snow disposal guidelines below offer information on the proper steps to take when locating sites and coming up with options for disposing of snow. Finding a place to dispose of collected snow poses a challenge to municipalities and businesses as they clear roads, parking lots, bridges, and sidewalks. Public safety is of the utmost importance. However, care must be taken to ensure that collected snow, which may be contaminated with road salt, sand, litter, and automotive pollutants such as oil, is disposed of in a manner that will minimize threats to nearby waterbodies. This guidance describes appropriate measures to be taken, including in cases of emergency when other options are not available, If you have questions on MassDEP's snow disposal guidance, you may contact one of MassDEP's Regional Offices: Northeast Regional Office,Wilmington, 978-694-3249 Southeast Regional Office, Lakeville, 508-946-2714 Central Regional Office, Worcester, 508-767-2722 Western Regional Office, Springfield, 413-784-1100. Effective Date: March 8, 2001 Guideline No. BRPG01-01 Applicability:Applies to all federal, state, regional and local agencies,as well as to private businesses. Supersedes: BRP Snow Disposal Guideline BRPG97-1 issued 12/19/97,and all previous snow disposal guidance Approved by: Glenn Haas,Assistant Commissioner for Resource Protection PURPOSE:To provide guidelines to all government agencies and private businesses regarding snow disposal site selection, site preparation and maintenance, and emergency snow disposal options that are acceptable to the Department of Environmental Protection, Bureau of Resource Protection. APPLICABILITY:These Guidelines are issued by the Bureau of Resource Protection on behalf of all Bureau Programs (including Drinking Water Supply, Wetlands and Waterways, Wastewater Management, and Watershed Planning and Permitting).They apply to public agencies and private businesses disposing of snow in the Commonwealth of Massachusetts. INTRODUCTION Finding a place to dispose of collected snow poses a challenge to municipalities and businesses as they clear roads, parking lots, bridges, and sidewalks.While we are all aware of the threats to public safety caused by snow, collected snow that is contaminated with road salt, sand, litter, and automotive pollutants such as oil also threatens public health and the environment. As snow melts, road salt, sand, litter,and other pollutants are transported into surface water or through the soil where they may eventually reach the groundwater. Road salt and other pollutants can contaminate water supplies and are toxic Page 10-1 Snow Disposal Guidelines Boston Street Residential Development, Salem, MA July 14, 2016 to aquatic life at certain levels. Sand washed into waterbodies can create sand bars or fill in wetlands and ponds, impacting aquatic life, causing flooding, and affecting our use of these resources. There are several steps that communities can take to minimize the impacts of snow disposal on public health and the environment.These steps will help communities avoid the costs of a contaminated water supply,degraded waterbodies, and flooding. Everything we do on the land has the potential to impact our water resources. Given the authority of local government over the use of the land, municipal officials and staff have a critically important role to play in protecting our water resources. The purpose of these guidelines is to help municipalities and businesses select, prepare, and maintain appropriate snow disposal sites before the snow begins to accumulate through the winter. RECOMMENDED GUIDELINES These snow disposal guidelines address:(1)site selection;(2)site preparation and maintenance;and(3)emergency snow disposal. 1. SITE SELECTION The key to selecting effective snow disposal sites is to locate them adjacent to or on pervious surfaces in upland areas away from water resources and wells.At these locations, the snow meltwater can filter in to the soil, leaving behind sand and debris which can be removed in the springtime.The following areas should be avoided: • Avoid dumping of snow Into any waterbody, including rivers,the ocean, reservoirs, ponds, or wetlands. In addition to water quality impacts and flooding, snow disposed of in open water can cause navigational hazards when it freezes into Joe blocks. • Do not dump snow within a Zone II or Interim Wellhead Protection Area(IWPA)of a public water supply well or within 75 feet of a private well, where road salt may contaminate water supplies. • Avoid dumping snow on MassDEP-designated high and medium-yield aquifers where it may contaminate groundwater(see the next page for information on ordering maps from MassGIS showing the locations of aquifers,Zone It's, and IWPAs in your community). • Avoid dumping snow in sanitary landfills and gravel pits.Snow meltwater will create more contaminated leachate in landfills posing a greater risk to groundwater, and in gravel pits,there is little opportunity for pollutants to be filtered out of the meltwater because groundwater is close to the land surface. • Avoid disposing of snow on top of storm drain catch basins or in stormwater drainage swales or ditches. Snow combined with sand and debris may block a storm drainage system, causing localized flooding.A high volume of sand, sediment, and litter released from melting snow also may be quickly transported through the system into surface water. _. _. Page 10-2 Snow Disposal Guidelines Boston Street Residential Development, Salem, MA July 14, 2016 Site Selection Procedures a) It is important that the municipal Department of Public Works or Highway Department, Conservation Commission, and Board of Health work together to select appropriate snow disposal sites. The following steps should be taken: b) Estimate how much snow disposal capacity is needed for the season so that an adequate number of disposal sites can be selected and prepared. c) Identify sites that could potentially be used for snow disposal such as municipal open space(e.g., parking lots or parks). d) Sites located in upland locations that are not likely to Impact sensitive environmental resources should be selected first. e) If more storage space is still needed, prioritize the sites with the least environmental impact(using the site selection criteria,and local or MassGIS maps as a guide). MassGIS Maps of Open Space and Water Resources If local maps do not show the information you need to select appropriate snow disposal sites, you may order maps from MassGIS(Massachusetts Geographic Information System)which show publicly owned open spaces and approximate locations of sensitive environmental resources(locations should be field-verified where possible). Different coverages or map themes depicting sensitive environmental resources are available from MassGIS on the map you order.At a minimum, you should order the Priority Resources Map.The Priority Resources Map includes aquifers, public water supplies, MassDEP-approved Zone It's, Interim Wellhead Protection Areas,Wetlands, Open Space,Areas of Critical Environmental Concern, NHESP Wetlands Habitats, MassDEP Permitted Solid Waste facilities, Surface Water Protection areas(Zone A's)and base map features.The cost of this map is$25.00. Other coverages or map themes you may consider,depending on the location of your city or town, include Outstanding Resource Waters and MassDEP Eelgrass Resources.These are available at$25.00 each,with each map theme being depicted on a separate map. Maps should be ordered from MassGIS . Maps may also be ordered by fax at 617-626-1249(order form available from the MassGIS web site)or mail. For further information, contact MassGIS at 617-626-1189. 2. SITE PREPARATION AND MAINTENANCE In addition to carefully selecting disposal sites before the winter begins, it is important to prepare and maintain these sites to maximize their effectiveness.The following maintenance measures should be undertaken for all snow disposal sites: • A silt fence or equivalent barrier should be placed securely on the downgradient side of the snow disposal site. • To filter pollutants out of the meltwater, a 50-foot vegetative buffer strip should be maintained during the growth season between the disposal site and adjacent waterbodies. • Debris should be cleared from the site prior to using the site for snow disposal. ....... Page 10-3 Snow Disposal Guidelines Boston Street Residential Development, Salem, MA July 14, 2016 • Debris should be cleared from the site and properly disposed of at the end of the snow season and no later than May 15. 3. EMERGENCY SNOW DISPOSAL As mentioned earlier, it is important to estimate the amount of snow disposal capacity you will need so that an adequate number of upland disposal sites can be selected and prepared. If despite your planning, upland disposal sites have been exhausted, snow may be disposed of near waterbodies.A vegetated buffer of at least 50 feet should still be maintained between the site and the waterbody in these situations. Furthermore, it is essential that the other guidelines for preparing and maintaining snow disposal sites be followed to minimize the threat to adjacent waterbodies. Under extraordinary conditions, when all land-based snow disposal options are exhausted, disposal of snow that is not obviously contaminated with road salt, sand, and other pollutants may be allowed in certain waterbodies under certain conditions. In these dire situations, notify your Conservation Commission and the appropriate MassDEP Regional Service Center before disposing of snow in a waterbody. Use the following guidelines in these emergency situations: • Dispose of snow in open water with adequate flow and mixing to prevent ice dams from forming. • Do not dispose of snow in saitmarshes,vegetated wetlands, certified vernal pools, shellfish beds, mudflats, drinking water reservoirs and their tributaries, Zone IIs or IWPAs of public water supply wells, Outstanding Resource Waters,or Areas of Critical Environmental Concern. • Do not dispose of snow where trucks may cause shoreline damage or erosion. • Consult with the municipal Conservation Commission to ensure that snow disposal in open water complies with local ordinances and bylaws. FOR MORE INFORMATION If you have questions on MassDEP's snow disposal guidance, you may contact one of MassDEP's Regional Offices: Northeast Regional Office,Wilmington, 978-694-3249 Southeast Regional Office, Lakeville, 508-946-2714 Central Regional Office,Worcester, 508-767-2722 Western Regional Office, Springfield, 413-784-1100. - .... . Page 10-4 Deicing Chemical (Road Salt) Storage Boston Street Residential Development, Salem, Massachusetts July 14, 2016 Effective Date: December 19, 1997 Guideline No. DWSG97-1 Applicability:Applies to all parties storing road salt or other chemical deicing agents. Supersedes: Fact Sheet: DEICING CHEMICAL(ROAD SALT)STORAGE(January 1996) Approved by:Arleen O'Donnell,Asst. Commissioner for Resource Protection PURPOSE: To summarize salt storage prohibition standards around drinking water supplies and current salt storage practices. APPLICABILITY: These guidelines are issued on behalf of the Bureau of Resource Protection's Drinking Water Program. They apply to all parties storing road salt or other chemical deicing agents. 1.The Road Salt Problem: Historically, there have been incidents in Massachusetts where improperly stored road salt has polluted public and private drinking water supplies. Recognizing the problem, state and local governments have taken steps in recent years to remediate impacted water supplies and to protect water supplies from future contamination.As a result of properly designing storage sheds, new incidents are uncommon.These guidelines summarize salt storage prohibition standards around drinking water supplies and current salt storage practices. II.Salt Pile Restrictions In Water Supply Protection Areas: Uncovered storage of salt is forbidden by Massachusetts General Law Chapter 85, section 7A in areas that would threaten water supplies.The Drinking Water Regulations, 310 CMR 22.21(2)(b), also restrict deicing chemical storage within wellhead protection areas (Zone I and Zone II)for public water supply wells, as follows: "storage of sodium chloride, chemically treated abrasives or other chemicals used for the removal of ice and snow on roads[are prohibited], unless such storage is within a structure designed to prevent the generation and escape of contaminated runoff or leachate."For drinking water reservoirs,310 CMR 22.20C prohibits, through local bylaw, uncovered or uncontained storage of road or parking lot de-icing and sanding materials within Zone A at new reservoirs and at those reservoirs increasing their withdrawals under MGL Chapter 21G,the Water Management Act. For people on a low-sodium diet, 20 mglL of sodium in drinking water is consistent with the bottled water regulations' meaning of"sodium free."At 20 mg/L, sodium contributes 10%or less to the sodium level in people on a sodium- restricted diet. For more information contact:Catherine Sarafinas at 617-556-1070 or Catherine sarafinas(&.State ma us. III.Salt Storage Best Management Practices(BMP): Components of an"environment-friendly"roadway deicing salt storage facility include: • the right site=a flat site; ....... Page 11-1 Deicing Chemical(Road Salt)Storage Boston Street Residential Development, Salem, MA June 21, 2016 • adequate space for salt piles; • storage on a pad (impervious/paved area); • storage under a roof;and • runoff collection/containment. For more information, see The Salt Storage Handbook, 6th ed. Virginia:Salt Institute, 2006(phone 703-549-4648 orhtto•//www saltinstitute org/aublication/safe and sustainable snowfiohting/), IV. Salt Storage Practices of the Massachusetts Highway Department: The Massachusetts Highway Department(MHD) has 216 permanent salt storage sheds at 109 locations in the state. On leased.land and state land under arteries and ramps, where the MHD cannot build sheds,salt piles are stored under impermeable material.This accounts for an additional 15 sites.The MHD also administers a program to assist municipalities with the construction of salt storage sheds. Of 351 communities, 201 municipalities have used state funds for salt storage facilities. For more information about MHD's salt storage facilities, contact Paul Brown at the Massachusetts Highway Department, 10 Park Plaza, Boston, MA 02116(phone 617-973-7792). _....-.._ __...__._.. Page 11-2 RDA St us Sheet Address: Date Submitted: Contact Name: CG" Proposed activity: Y^-1 kz4 VX!P- wd.4 Phone: Application Complete i!�-Correct Fee Received legal Ad Sent legal Ad Confirmed Q-Online y.Added to Agenda -a—agenda to Applicant gent Comments to Commission Hearing Opened: W(:57 Continued: Site Visit- mit ent to Applicant and DEP onfirmation of Delivery ❑ Added to database Notes: Qo I v HACON COMM\Administrative\project status sheet\RDA status sheet 2013-10-30.doe Y k �....y._ - :. �� r !� '\ \ �� �� �` `, �_�� " � �� �� �...; --- �. _ .�« �;. ��0, ISDIT�,gQ CITY OF SALEM CONSERVATION COMMISSION August 12,2016 Chris Sparages Williams and Sparages 189 North Main Street, Suite 101 Middleton, MA 01949 Re: Determination of Applicability-70 to 92 '/2 Boston Street (Former Flynntan) Dear Mr. Sparages: Enclosed,please find the Determination of Applicability for the above-referenced project. This Determination is issued with the following conditions: 1. There shall be a 1/10u' foot drop across all manholes. 2. The drain manhole and MDC trap shown in the right of way in the approved plans shall be relocated onto the property. 3. The sewage manhole proposed to be located within the flood zone shall be watertight. 4. Infiltration areas shall follow manufacturer's instructions for operation and maintenance. 5. Drainage structures upgradient of infiltration chambers shall be cleaned per their manufacturer's operations and maintenance instructions. 6. Closed drainage system shall be sized for 25-year storm. Any surcharge in 25- year or 100-year storm shall be controlled. If you have any further questions, please feel free to contact me at 978-619-5685. Sincerely, 'Ilom Devine Conservation Agent Enclosure CC: DEP Northeast Regional Office 139 Grove Street Realty Trust Massachusetts Department of Environmental Protection LF I Bureau of Resource Protection - Wetlands WPA Form 2 — Determination of Applicability Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 A. General Information Important: When filling out From: forms on the Salem computer, use Conservation Commission only the tab key to move To: Applicant Property Owner(if different from applicant): your cursor- do not use the 139 Grove Street Realty Trust return key. Name Name y�� 282 Bennington Street V Mailing Address Mailing Address ,.r East Boston MA 02182 ® East o State Zip Code City/Town State Zip Code �a 1. Title and Date(or Revised Date if applicable)of Final Plans and Other Documents: River Rock Residences, Goodhue Street & 70-92 1/2 Boston Street, Salem, 7/29/2016 MA(sheets 1 -9) Date Title Date Title Date 2. Date Request Filed: 8/1/2016 B. Determination Pursuant to the authority of M.G.L. c. 131, §40, the Conservation Commission considered your Request for Determination of Applicability, with its supporting documentation, and made the following Determination. Project Description (if applicable): Mixed-use redevelopment per 7/29/2016 Request for Determination Project Location: 70-92 1/2 Goodhue Street Salem Street Address City/Town 15 229 Assessors Map/Plat Number Parcel/Lot Number wpoforarldoc•Determination of Applicability•rev.12/14 Page 1 of 5 C% Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands WPA Form 2 — Determination of Applicability Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Determination (cont.) The following Determination(s)is/are applicable to the proposed site and/or project relative to the Wetlands Protection Act and regulations: Positive Determination Note: No work within the jurisdiction of the Wetlands Protection Act may proceed until a final Order of Conditions(issued following submittal of a Notice of Intent or Abbreviated Notice of Intent)or Order of Resource Area Delineation(issued following submittal of Simplified Review ANRAD)has been received from the issuing authority(i.e., Conservation Commission or the Department of Environmental Protection). ❑ 1. The area described on the referenced plan(s)is an area subject to protection under the Act. Removing,filling,dredging, or altering of the area requires the filing of a Notice of Intent. ❑ 2a.The boundary delineations of the following resource areas described on the referenced plan(s)are confirmed as accurate.Therefore, the resource area boundaries confirmed in this Determination are binding as to all decisions rendered pursuant to the Wetlands Protection Act and its regulations regarding such boundaries for as long as this Determination is valid. ❑ 2b. The boundaries of resource areas listed below are not confirmed by this Determination, regardless of whether such boundaries are contained on the plans attached to this Determination or to the Request for Determination. ❑ 3. The work described on referenced plan(s)and document(s) is within an area subject to protection under the Act and will remove,fill, dredge, or alter that area.Therefore, said work requires the filing of a Notice of Intent. ❑ 4.The work described on referenced plan(s)and document(s) is within the Buffer Zone and will alter an Area subject to protection under the Act. Therefore, said work requires the filing of a Notice of Intent or ANRAD Simplified Review(if work is limited to the Buffer Zone). ❑ 5. The area and/or work described on referenced plan(s)and document(s) is subject to review and approval by: Name of Municipality Pursuant to the following municipal wetland ordinance or bylaw: Name Ordinance or Bylaw Citation naform2.doc•Determination of Applicability•rev.12/14 Page 2 of 5 L1Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands 1 WPA Form 2 — Determination of Applicability Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Determination (cont.) ❑ 6. The following area and/or work, if any, is subject to a municipal ordinance or bylaw but not subject to the Massachusetts Wetlands Protection Act: ❑ 7. If a Notice of Intent is filed for the work in the Riverfront Area described on referenced plan(s) and document(s), which includes all or part of the work described in the Request, the applicant must consider the following alternatives. (Refer to the wetland regulations at 10.58(4)c.for more information about the scope of alternatives requirements): ❑ Alternatives limited to the lot on which the project is located. ❑ Alternatives limited to the lot on which the project is located, the subdivided lots, and any adjacent lots formerly or presently owned by the same owner. ❑ Alternatives limited to the original parcel on which the project is located, the subdivided parcels, any adjacent parcels, and any other land which can reasonably be obtained within the municipality. ❑ Alternatives extend to any sites which can reasonably be obtained within the appropriate region of the state. Negative Determination Note: No further action under the Wetlands Protection Act is required by the applicant. However, if the Department is requested to issue a Superseding Determination of Applicability, work may not proceed on this project unless the Department fails to act on such request within 35 days of the date the request is post-marked for certified mail or hand delivered to the Department. Work may then proceed at the owner's risk only upon notice to the Department and to the Conservation Commission. Requirements for requests for Superseding Determinations are listed at the end of this document. ❑ 1. The area described in the Request is not an area subject to protection under the Actor the Buffer Zone. ❑ 2. The work described in the Request is within an area subject to protection under the Act, but will not remove,fill, dredge, or alter that area. Therefore, said work does not require the filing of a Notice of Intent. 3. The work described in the Request is within the Buffer Zone, as defined in the regulations, but will not alter an Areas bject to protection under the Act.Therefore, said work does not require the filing of a \Notice of intent, subject to the following conditions (if any). ❑ 4. The work described in the Request is not within an Area subject to protection under the Act (including the Buffer Zone). Therefore, said work does not require the filing of a Notice of Intent, unless and until said work alters an Area subject to protection under the Act. wpaform2.doe•Determination of Applicability•rev.12114 Page 3 of 5 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 2 — Determination of Applicability Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Determination (cont.) ❑ 5. The area described in the Request is subject to protection under the Act. Since the work described therein meets the requirements for the following exemption, as specified in the Act and the regulations, no Notice of Intent is required: Exempt Activity(site applicable statuatory/regulatory provisions) 0 6. The area and/or work described in the Request is not subject to review and approval by: Lt'L ✓\ Name of Municipality Pursuant to a muunic' al wetlpnds ordiance or bylaw. ��.S. Y ro a.,N�4 �a d,z,� c:-- S'V Name Ordinance or Bylaw Citation C. Authorization This Determination is issued to the applicant and delivered as follows: ❑ by hand delivery on by certified mail, return receipt requested on Date D# This Determination is valid for three years from the date of issuance(except Determinations for Vegetation Management Plans which are valid for the duration of the Plan). This Determination does not relieve the applicant from complying with all other applicable federal, state, or local statutes, ordinances, bylaws, or regulations: This Determination must be signed by a majority of the Conservation Commission. opy must be sent to the appropriate DEP Regional Office (see http://www.mass.gov/eea/aae4acies/ma@rsd6fD/ah&t/contacts/) and the property owner(if different from the applicant). Signatures: .j Datx wpaform2doc•Determination of Applicability•rev.12/14 Page 4 of 5 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 2 — Determination of Applicability Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 D. Appeals The applicant, owner, any person aggrieved by this Determination, any owner of land abutting the land upon which the proposed work is to be done, or any ten residents of the city or town in which such land is located, are hereby notified of their right to request the appropriate Department of Environmental Protection Regional Office (see http://www.mass.gov/eea/agencies/massdel)/about/contacts/)to issue a Superseding Determination of Applicability. The request must be made by certified mail or hand delivery to the Department, with the appropriate filing fee and Fee Transmittal Form (see Request for Departmental Action Fee Transmittal Form)as provided in 310 CMR 10.03(7)within ten business days from the date of issuance of this Determination. A copy of the request shall at the same time be sent by certified mail or hand delivery to the Conservation Commission and to the applicant if he/she is not the appellant. The request shall state clearly and concisely the objections to the Determination which is being appealed. To the extent that the Determination is based on a municipal ordinance or bylaw and not on the Massachusetts Wetlands Protection Act or regulations, the Department of Environmental Protection has no appellate jurisdiction. wpaform2.Eoc•Determination of Applicability•rev.12114 Page 5 of 5 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands DEP File Number: Request for Departmental Action Fee Transmittal Form Provided by DEP Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 A. Request Information 1. Location of Project a.Street Address b.Citylrown,Zip c.Check number d.Fee amount Important: When filling 2 Person or party making request(If appropriate, name the citizen group's representative): out forms on the computer, Name use only the tab key to Mailing Address move your cursor-do Cityrrown. State Zip Code not use the return key. Phone Number Fax Number(if applicable) -Q 3. Applicant(as shown on Determination of Applicability(Form 2), Order of Resource Area Delineation (Form 4B), Order of Conditions(Form 5), Restoration Order of Conditions(Form 5A), or Notice of Non-Significance (Form 6)): Name Mailing Address City/Town State Zip Code Phone Number Fax Number(if applicable) - 4. DEP File Number: B. Instructions 1. When the Departmental action request is for(check one): ❑ Superseding Order of Conditions—Fee: $120.00(single family house projects)or$245(all other projects) ❑ Superseding Determination of Applicability—Fee: $120 ❑ Superseding Order of Resource Area Delineation —Fee: $120 Send this form and check or money order, payable to the Commonwealth of Massachusetts,to: Department of Environmental Protection Box 4062 Boston, MA 02211 w aform2.Coc•Request for Departmental Action Fee Transmitlal Form•rev.12/14 Pagel of 2 L1Massachusetts Department of Environmental Protection y Bureau of Resource Protection - Wetlands DEP File Number: 1 Request for Departmental Action Fee Transmittal Form Provided by DEP Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Instructions (cont.) 2. On a separate sheet attached to this form, state clearly and concisely the objections to the Determination or Order which is being appealed. To the extent that the Determination or Order is based on a municipal bylaw, and not on the Massachusetts Wetlands Protection Act or regulations, the Department has no appellate jurisdiction. 3. Send a copy of this form and a copy of the check or money order with the Request for a Superseding Determination or Order by certified mail or hand delivery to the appropriate DEP Regional Office(see http://www.mass.gov/eea/agencies/massdel)/about/contacts/). 4. A copy of the request shall at the same time be sent by certified mail or hand delivery to the Conservation Commission and to the applicant, if he/she is not the appellant. naform2.doc•Request for Departmental Action Fee Transmittal Form•rev.12/14 Page 2 of 2 CITY OF SALEM CONSERVATION COMMISSION Salem Conservation Commission 978-619-5685 Will hold a public hearing for a Request for Determination of Applicability for 139 Grove St Realty Trust, 282 Bennington St, East Boston MA. Purpose of hearing is to discuss proposed mixed-use redevelopment of the former Flynntan property at 70 to 92 % Boston St within an area subject to protection under the Wetlands Protection Act MGL c 131§40 and Salem Wetlands Protection& Conservation Ordinance. Hearing will be Thurs. 8/11/16 at 6:30pm in City Hall Annex, 3`d floor conference room, 120 Washington St. Salem News publication date: August 4, 2016 Deposit to be paid by: Chris Sparages Williams & Sparages, LLC 189 North Main Street, Suite 101 Middleton, MA 01949 978-539-8088 — t , ' E 0 a z a 3 June 2, 2016 • hb® Ref: 13567.00 v Amanda Chiancola, Staff Planner Department of Planning &Community Development 120 Washington Street, 31d Floor Salem, Massachusetts 01970 Re: Engineering Review Boston Street Residences 70-92 1/2 Boston Street Dear Ms. Chiancola: Vanasse Hangen Brustlin,Inc. (VHB) has completed a review of the stormwater management system and utilities for the mixed-use development located at 70—92 1/2 Boston Street. The proposed development includes the construction of fifty(50) residential units and approximately 1,200 SF of retail. VHB reviewed the following documents prepared in support of the application: • Site Plans dated March 31,2016 prepared by Williams&Sparages • Comparative Drainage Analysis dated March 24,2016 prepared by Williams&Sparages • Boston Street Residences Planning Board Submission dated March 30,2016 prepared by Khalsa Design, Inc. • NRCC Compliance Memorandum dated March 30, 2016 prepared by Khalsa Design, Inc. • Project Narrative in Support of Site Plan Review Application • Environmental Impact Statement in Support of Site Plan Review Application STORMWATER MANAGEMENT The proposed project will disturb greater than one acre of land and is therefore subject to Chapter 37 of the City of Salem Code of Ordinances and by reference the Massachusetts Department of Environmental Protection Stormwater Management Regulations. 1. The Applicant shall address each of the ten stormwater management standards. The report shall provide a statement demonstrating how each Standard has been met, any necessary documentation and a completed Stormwater Management Report Checklist. 101 Walnut Street Po Box 9151 Engineers I Scientists I Planners I Designers Watertown,Massachusetts 02471 P 617.924.1770 F 617.924.2286 „ohbw�ovWa1'M,3s6.00,doa ,11,roVo-sz.s B.,1—S,rem P,� r.u.,d amsseoa Amanda Chiancola ���, Ref: 13567.00 I;w0 " hb June 1, 2016 fs\\\©©©YYYI Page 2 2. A long-term pollution prevention plan is required by Standards 4-6 and shall include proper procedures for the following (if applicable): a. Good housekeeping b. Storage of materials and waste products inside or under cover c. Vehicle Washing d. Routine inspections and maintenance of stormwater BMPs e. Spill prevention and response f. Pet waste management g. Proper management of deicing chemicals 3. A plan shall be developed to control construction related impacts, including erosion, sedimentation and other pollutant sources during construction to support Standard 8. 4. An Operations and maintenance (O&M) plan is required by Standard 9 to ensure that stormwater management systems function as designed. At a minimum the O&M plan shall include the following (if applicable), and shall also be included on the Site Plans themselves: a. Stormwater management system owner(s) 9 Y b. The parties responsible for operation and maintenance, including how future property owners will be notified of the presence of the stormwater management system and the requirement for proper operation and maintenance c. The routine and non-routine maintenance tasks to be undertaken after construction is completed and schedule for implementing those tasks d. A plan that is drawn to scale and shows the location of all stormwater BMPs in each treatment train along with the discharge point e. A description and delineation of public safety features f. An estimated operations and maintenance budget 5. It appears that the applicant used rainfall data from TP-40. TP-40 has been superseded by NOAA Atlas 14. The following rainfall depths should be used for the 2, 10, 25 and 100-year storm events respectively: 3.2", 5.0"6.2" and 7.9". 6. The applicant has selected to use a minimum time of concentration of 6 minutes; HydrocCAD has no minimum time of concentration requirement. The applicant should provide calculations to demonstrate that the time of concentration for each watershed does not exceed 6 minutes. 7. The NRCS Soil Map for the site indicates Urban Land;there is no Hydrologic Soil Group designation for Urban Land. Boring Logs and Test Pit Data sands and gravels overlain by a thin layer of gravelly sandy loam. The development of curve numbers for the hydrologic model the \\vM1b\prol\WaH0U356]00\d.10versV0 92.5 Bo,I 0 Street Review Letter 6-2-M16d— Amanda Chiancola ill Ref: 13S67.00 20160 � f,® June 1, 2016 Page 3 hb applicant uses Hydrologic Soil Group B for consistency with the previously approved project. The applicant should justify this approach. 8. The applicant shall provide test pit or boring data, in accordance with the Stormwater Management Regulations to verify soil type, infiltration rate and depth to estimated seasonal high groundwater at each of the proposed subsurface infiltration systems. A mounding analysis will be required if ESHGW is within 2 feet of the proposed infiltration systems. 9. The Environmental Impact Statement discusses potential for contamination on-site. The applicant shall provide confirmation from a Licensed Site Professional (LSP)that location of the infiltration systems on-site will not adversely impact contamination on-site (if present). 10. Runoff from the mixed used building bypasses the infiltration system and discharges directly to the closed-pipe drainage system in Goodhue Street. As stated in the Comparative Drainage Analysis,The Massachusetts DEP exempts certain roof types from pretreatment prior to infiltration. The applicant should confirm that the proposed roof material complies and should demonstrate why recharge of rooftop runoff is not practicable. 11. The applicant should demonstrate how the proposed site development and stormwater management system complies with the Final Pathogen TMDL of the North Coastal Watershed (CN 155.0). 12. Stormwaxer Management Area# 1 and #2 are located immediately upgradient of proposed retaining walls. The applicant should demonstrate that there is adequate separation to prevent breakout or seepage of groundwater through the wall systems. The wall systems should be designed accordingly. 13. The bottom of chamber and bottom of stone elevations for Stormwater Management Area #1 are not consistent between the site plans and the HydroCAD model. 14. Applicant should consider providing manifold connection to subsurface infiltration systems, in accordance with manufacturer's specifications, to ensure that runoff is evenly distributed through the subsurface chamber systems. 15. Sizing for pretreatment devices should be included in the stormwater management report. It is recommended that pretreatment devices be placed off-line to avoid resuspension of solids. UTILITIES 1. The applicant should confirm the adequacy of the existing sewer connection in Goodhue Street. Applicant shall coordinate with the City Engineer. 2. Per prior conditions of approval, the applicant shall investigate the existing drain on adjacent parcel (Witch City Cycle)to determine if drain extends onto subject parcel. Applicant shall revisit this existing drain after exploratory excavation is completed. If drain is determined to be functioning, applicant shall coordinate with the City Engineer to make modifications to the plan as directed. \\vhb\pIOj\WaI-LDU356] 92.5 Bn51-5beel R­­1 Le11er 6 22W d-, i Amanda Chiancola ����,� Ref:13567.00 0� June 1, 2016 Page 4 hb 3. Per prior conditions of approval the applicant shall coordinate with the City Engineer and City's consultant prior to starting any work related to cutting and capping of any sewer and water services at the Mains in Boston Street, Grove Street or Goodhue Street. Applicant to utilize trace technology to locate services in advance of or in conjunction with exploratory excavations to improve chances of locating and properly abandoning services. 4. Hydrant locations should be reviewed and approved by the Fire Department. One fire hydrant should be located within 100 feet of the Fire Department Connection (FDC). 5. Applicant shall provide pipe sizing calculations for the proposed closed-pipe drainage system. GENERAL ENGINEERING AND SITE PLAN 1. Applicant shall clarify the extent of floodplain on-site and address and potential impacts. 2. Massachusetts Architectural Access Board Regulations, 521 CMR Section 20.2 requires that an accessible route be provided from the public street or sidewalks to the accessible entrance. There does not appear to be an accessible route from Boston Street to main entrance to the mixed-use building or retail spaces. 3. Accessible parking spaces should be evenly distributed between the surface parking (3 spaces) and garage (2 spaces). At least one van space should be provided in each parking area. Applicant should demonstrate adequate clearance in the garage for van access (8'-2"). 4. Applicant shall verify that adequate clearance is provided between the accessible curb ramp and the entrances for the retail spaces. 5. The site entrance from Beaver Street is immediately adjacent to the access driveway to the City of Salem Parking Lot. The proximity of the driveways creates potential conflicts for vehicles exiting the proposed development and vehicle's entering the City of Salem Parking Lot headed westbound on Beaver Street. 6. The proposed surface parking areas are dead ends. To improve circulation the applicant should consider incorporating hammerhead or other applicable method to allow vehicles to maneuver through the parking areas. 7. Access to the proposed garage requires a 90 degree turn, recommend that applicant provide vehicle turning movements to confirm that typical passenger vehicles can enter and exit parking garage without crossing lanes. 8. The applicant shall prepare a Fire Apparatus Access Plan for review and approval by the Salem Fire Department(NFPA 1 Section 18.1.3.1). 9. The site plans show snow storage areas at the top of retaining walls and within the parking dog park. The applicant should consider the adequacy of these locations. VWh[Apr lA.aI-LM1356]00Ado¢Aleuvsp0.92 9.11-Street Peview tl4,fi 2-2026A.I y Amanda Chiancola •�,� Ref: 13567.00 ��hb June 1,, 2016 2016 Page 5 If you have any questions or comments please call me at 617-607-2163 Sincerely, Kenneth S. Staffier, P.E. Chief Engineer-Watertown Land Development kstaffier@vhb.com \\vM1b�P,oj�Wm-LDU 3567 92.5 eo:mn su e,W Jew Leve,6-1-2m6d— Project file: SALT;-0029 July n,2016 & WILLIAMS SPARAGES FNIJNE[g5 . R.WXfRS . SO0.VEYOgS Amanda Chiancola,'Staff Planner City of Salem Department of Planning&Community Development 120 Washington Street,3Ed.Floor Salem,MA 01970 RE: Goodhue Street&#70-921/2 Boston Street,Salem,MA Peer Review Response 2 Dear Ms. Chiancola, The purpose,of this letter is to respond to the email that you received from Mr, Kenneth S.Staffier, P.E. of VHB in which he red-lined comments into our document for additional clarification after his cursory review.We have deleted those items that he did not comment on and added our responses below for the ones that he did add comments to. i STORMWATER MANAGEMENT 4: An Operations and maintenance(O&M)plan is required by Standard 9 to ensure that stornuvater nanagentent systems function as designed: At a minimum the O&M plan shall include the following (if applicable),and shall also be included on the Site Plans themselves: a. Stornuuater management system oivner(s) b. The parties responsible for operation and maintenance, including how future property owners Will be notified of the presence of the stornnuater management system and the requirentent for the proper operation and naintenance. c. The routine and non-routine maintenance tasks to be undertaken after construction is completed and schedule far iniplententing those tasks. d. A plan that is drawn to scale and shows the location of all stortnwater BMPs in each treatment train along with the discharge point. e. A description and delineation of public safely features. f. An estnated operations and maintenance budget Please see attached Operation&Maintenance Plan (O&M) in the stormwater report. t Does not appear to be included in Stornavater Report. The O&M Plan was inadvertently omitted from the report and will be provided. i 5: It appears that the applicant used rainfall data front TP-40. TP40 has been superseded by NOAA Atlas 14. The following rainfall depths should be..used for the 2, 10, 25 and 100-year storm events respectively:3.2", 5.0", 6.2"and 7.9". { We have looked into this comment and it is our understanding that the Massachusetts DeRartment of F.nvironmvntal PrntarFinn (r)F.P)hac not 4,ot aril fo,ii +1�ntnA A A11— 1n 189 North Main Street, Suite 101 • Middleton, MA 01949 • Tel: (978) 539-8088 • www.wsengineers.com j I i L 1 Response to Peer Review Comments 2 Goodhue Street&#70-92 Y.Boston Street Salem,MA-July 21,2016 rainfall data and that TP-40 is still the standard. Therefore,itis our position that changing the rainfall amounts for the storms required to be analyzed in the runoff calculations for this project is not required. Torun Engineer to provide input. We have re-run the stormwater model using the NOAA Atlas 14 rainfall depths. 6. The applicant has selected to use a minimum time of concentration of 6 minutes HydroCAD has no niininium tine ofconcentration requirememrt. The applicant should provide calculations to demonstrate that the time of concentration for each watershed does not exceed 6 minutes. On a recent project in Salem,the Chair of the Conservation Commission asked that we run our HydroCAD model with a minimum time of concentration (Tc) of 6 minutes. Due to the small size of the site and its corresponding watersheds,the slope of the site and the length of the Tc's,it is our experience that they will not exceed 6 minutes. If the Tc is less than6 minutes,HydroCAD automatically increases the time of concentration to the minimum value selected. The TC data was input directly and the calculations were not performed to allow to default to 6 minutes. As discussed,we have inputted times of concentration data into the HydroCAD model and allowed the program to determine the times of concentration. 7. The NRCS Soil Map for the site indicates Urban Land,there is no Hydrologic Soil Group designation for Urban Land. Boring Logs and Test Pit Data sands and gravels overlain by a thin layer of gravelly sandy loan. Vie development ofcurve numbers for the hydrologic model the applicant uses Hydrologic Soil Group B for consistency with the previously approved project. The applicant should justifij this approach. It is important to note that there was a recently approved project on this site and that the Hydrologic Soil Group (HSG)used by the permitting engineers was"B" and was accepted by the City of Salem. It is not our intention to break new ground with the soils on the site and therefore we have also accepted HSG "B" for our runoff calculations. It is our position that this is in the best interest of our client and the project. Torun Engineer to provide input. We have re-run the stormwater model using Hydrologic Soil Group A,which is consistent with the boring log and testhole for the subject property. 9. The Environmental Impact Statement discusses potential for contamination on-site. Uw applicant shall provide confirmation from a licensed Site Professional (LSP) that the location of the infiltration systems on-site will not adversely impact contamination on-site (if present). 2 Response to Peer Review Comments 2 Goodhue Street&U70-92 Y Boston Street Salem,MA-July 21,2016 The locations of the subsurface infiltration areas were selected after we consulted with Mr. Luke Fabbri,ISP in order to place them in areas that would not have an adverse impact on the contamination on site (if present). Provide Documentation from LSP. We will provide the documentation from the project LSP. 11. The applicant should verify whether the proposed development is tributary to a zvaterbody subject to a Total Maximum Daily Load(TMDL) requirement. If the proposed development is tributary to an impaired zoaterbody the applicant should describe bozo the proposed stornuoater management system meets the TMDL requirements. The project is tributary to the municipal drainage system located on Goodhue Street which ultimately reaches the North River Canal. We are aware of a TMDL requirement for Fecal Coliform for the North River Canal. It is our position that the stormwater runoff from the site will be improved with the proposed stormwater systems that are proposed for the site. The Dog Park will have plastic bags available for pet owners to pick up the waste and a routine maintenance program will be initiated to regularly inspect and clean up any leftover pet waste. Roof runoff is untreated,potential for contamination from birds/tvildlife As discussed,we will install owl decoys on the roof in an effort to reduce the potential for contamination of roof runoff from birds/wildlife. This measure,together with the plastic bags in the dog park will reduce the amount of fecal coliform being generated from this project as compared to the existing condition. 12. Storrnzoater Management Area#1 and#2 are located immediately upgradient ofproposed retaining walls. The applicant should demonstrate that there is adequate separation to prevent breakout or seepage of groundwater through the wall systems. The wall systems should be designed accordingly. Proposed stormwater management area #2 is somewhat close to a downhill wall (approximately 7-feet). We will agree to place a 40-mil HDPE membrane between the end of infiltration chamber area closest to the wall and the proposed wall. Final retaining wall engineering designs will be prepared at a later date prior to construction as part of the building permit application process. Detailed on Site Plan?Location,length and depth? The limits of the 40-mil HDPE impermeable barrier will be added to the plans. 3 Response to Peer Review Comments 2 Goodhue Street&#70-92 Y=Boston Street Salem,MA-July 21,2016 Utilities 5. Applicant shall provide pipe sizing calculations fur the proposed closed-pipe drainage system. Pipe sizing calculations have been included in the stormwater report. Calculations Were not included in the report. The pipe sizing calculations will be provided. 9. The site plans shoe)snora storage areas at the top of retaining walls and within the parking dog park. The applicant should consider the adequacy of these locations. We have reviewed the proposed snow storage areas again and have eliminated the dog park area as a snow storage area. The area in front of some of the retaining walls is available for snow storage. These areas have proposed fencing and/or guard rails for protection. The areas along Boston Street will be used by front end loaders for some additional storage. When snow storage areas are at capacity,snow will be trucked off site as needed. SHIT some concern about piling snoru close to building on Goodhue Street. As discussed,we have moved the limit of the snow storage area further away from the abutting building on Goodhue Street. As mentioned previously,snow will be trucked off site as needed when snow storage areas become full. Additional Comments for Stonnwater Report by VHB: • Make sure that drawdown calculations are consistent with proposed infiltration rates,page 9. We will verify the rates are consistent in each section of the report. • Original Report state Type B soils:Test pits indicate Type A soils, use 0.4 or 0.6 far recharge volume, page 2-l. We have re-run the stormwater model using A-soils. • Prior report called far 8.27 in/hr consistent with HSG A soils,page 2-2. We have re-run the stormwater model using A-soils. • The infiltration sizing method is "Static", Stornnuater Report Checklist page 4 of 8. The checklist has been revised to state that the infiltration sizing method is "Static." 4 Response to Peer Review Comments 2 Goodhue Street&a70-92 Y,Boston Street Salem, MA-July 21,2016 • Recharge BMP's have been sized to infiltrate the Required Volunm only to the maxinnon extent practicable for the following reason:MGL c 21E sites pursuant to 310 CMR 40.0000, Stormruater Report Checklist page 4 of 8. We did not check this box because we are meeting the recharge volume requirement and are not looking for relief at this time. • Treatment BMPs subject to the 44% TSS removal pretreahnent requirement and one inch rule for calculating the ruater qualihj vohnne area included,and discharge:is within soils With a rapid infiltration rate (greater than 2.4 inches per hour), Stormwater Report Checklist page 5 of S. We have re-run the stormwater model using A-soils. 44%removal for pre-treatment is being met with our proposed BMP treatment chains. Revised compliance calculations for one inch rule will be provided. • The BMP is sized(and calculations provided)based on: the h/2"or 1"Water Quality Volume, meed to verifij infiltration rate, Stormwater Report Checklist page 6 of 8. 1"Water Quality volume will be provided for all areas except for clean runoff from roofs. • Vehicle washing controls,page 6-1, Is this viable? Should car washing be restricted? The vehicle washing controls section will be revised as follows. Delete existing section and replace with the following: "The owner(s) shall provide tenants with written information about vehicle washing. The document will recommend that tenants wash their vehicles at commercial car washes which recycle water and use approximately 60% on average of the amount of water used in a home wash. If vehicle washing does take place,soap shall be used sparingly. A hose with a spray nozzle trigger shall be used to save water. Buckets of soapy water shall be poured down a mop sink and not in the parking lot or street." • Herbicides and pesticides,page 6-2,application rates/schedules? Herbicides and pesticides are to be applied at the minimum amounts recommended by the manufacturer and once applied shall be worked into the soil to limit the possibility of entering the storm drains. • Provisions for maintenance of lawns,gardens,and other landscaped areas,page 6-2,any minimum? It is our understanding that a professional landscaping company will be providing these services for the owners. • Provisions for solid waste nhanagentent,page 6-3,private waste hauler or City of Salem? Solid waste will be removed using a private hauler. 5 w+ 7 Response to Peer Review Comments 2 Goodhue Street&#70-92% Boston Street Salem, MA-July 21,2016 • Training for staff of personnel involved 7oith implementing LTPPP,page 6-3, the o7oner needs to connnit to the maintenance of the stornnvater management system. The owner is committed to the maintenance of the proposed stormwater management system. • All non-stornnoater discharges shall be directed to the proposed site BMPs prior to discharge,page 7-20. Need to address concrete Washout areas. As discussed,these areas will be addressed in the Stormwater Pollution Prevention Plan (SWPPP)associated with the EPA NPDES NOI application process. We trust that you will find the above responses adequately address the concerns of the peer review engineer and will allow the project to move forward with the permitting process. Please feel free to contact me if you have questions or need further information regarding this matter. Very Truly Yours, Q -C parages,P.E. Principal Enclosures cc: 139 Grove Street Realty Trust Attorney Joseph Correnti Kenneth Staffier,P.E.,VHB I 6 I City of Salem Department of Planning & --RE-: E-WE C�ommunity Development AUS G 1 2016 CHECK RECEIPT AND TRACKING FORM DEPT. QF PLANNING & DATEfOMMUNiTv DEVELOPMENT BOARD: CONSERVATION COMMISSION STAFF: TOM/ CLIENT: PROPERTY ADDRESS: CONTACT NUMBER: PURPOSEFOR APPLICATION: HECK # , b IMOUNT RECEIVED: $ _� — — .0"T�113 CHECI_C'ISVOHS WIYNOU77�COL0,Ei( D=96gBEN AN6 VOID kNT66fiAPji SEE BACK FOR COMPLETE OS7.OF`S�CUPITY FEATURESINCLUOEI'f-ONTH—HEC CK'� 1928 EBANK WILLIAMS& SPARAGE8 LLC NORTH SHTREET 243 ANDOVER STREET ' `189 NORTH MAIN STREET,SUITE 101 - PEABoor,MA o196o MIDDLETON,MA 01949 53-7129MBDATE $/1/2016 r 1 TO THE City of Salem • l ? ,c . ==25.00 ;.ORDER OF Twenty-Five,and 00/100+====___++_++_.++++__+___++»___++_++++___=++++t=====_.___+__++__+++++_+_«+___+++___._+_+++______++_ DOLLARS r + City of Salem ' Engineering Dept.* °93 Washington Street Salem, MA 01970 MEMO (0-92y2, '90M(,) J't_ RDA application — — n'00 19 2811' is 2 1 13 7 1 2 981: 80 300 380 211' JSENDER: COMPLETE THIS i h TICM l' COMPLETE THIS SECTION ON DELIVEPY + e"' A. nature Com ' P hems 1,.2 and 3. ■ Pnntt,Kl.rtame�rid�ddress on thV reverse X ❑Agent so Atatrwe can return the card to you. E3 Addressee ■ Attach this card to the back of the mailpiece, B. Aecei4d by(Printed Name) C. Date of Delivery or on the front if space permits. 1. Article Addressed to: D. Is delivery address different from Rem 1? ❑Yes If YES,enter delivery address below: 0 No ,,.\A o� v4�( III'�I'I I'l lu ll ll'I I'IIIIII II II IIIIIII III 3. Service Type ❑Pdodry Mal Express® ❑Adult Signature ❑Registered d Mail ❑ggdduIt Signature Restricted Delivery ❑Reeggistered Mail Restricted OYCeNfled mWO Delivery 9590 9402 1660 6053 4628 27 ❑Cerfified Mall Restricted Delivery ❑Return Reodictfor ❑Collect on Delivery Merchandise Article Numbertrgn ❑Collect on Delivery Restricted Delivery ❑Signature Confirmation Slat from SBN/CelBbe� ❑Insured Mail ❑Signature COMumatlon 17 012 16-90`--00- 3313 3486 ] ❑Insured Mail Restricted Delivery Restricted Delivery +' (over$500) PS Form 3811,July 2015 PSN 7530-02-000-9053 ' r. Domestic Return Receipt USPS TMCMG a j 9590 9402 1660 6053 4628 27 United States •Sender:Please print your nam_e_,address.and 7IP+a0this box- Postal Service Salem Conservation Commission 120 Washington Street, 3rd Fl Salem, WIA 01970 J 1 f i J PLAN INDEX ENGINEER: WILLIAMS & SPARAGES ASSESSORS INFORMATION: ASSESSORS PARCEL MAP SHEET DESIGNATION DRAWING 189 NORTH MAIN ST MAP 15 PARCEL 299 rl LOCATION PLAN C-1 MIDDLETON, MA 01949 70-921/2 BOSTON STREET U LL. ARCHITECT: KHALSA DESIGN, INC 0 EXISTING CONDITION PLAN C-2 17 IVAL00 STREET PLAN REFERENCES: PLAN NUMBER 448 OF 48 : Z GRADING & DRAINAGE PLAN C-3 SUITE 400 i-- LAYOUT PLAN C-4 SOMERVILLE, MA 02143 WUTiLITY PLAN C-5 LOCUS DEED REFERENCES: BOOK 34139 PAGE 369 Q OWNER: 139 GROVE STREET REALTY TRUST _ PHOTOMETRIC PLAN C-6 282 BENNINGTON STREET EAST BOSTON, MA 02182 DETAILS PLAN C-7 w DETAILS PLAN C-8 W O O W N DETAILS PLAN C-9 1D LANDSCAPE PLAN _ �/ 00 _ 0 N ZONING TABLE z w z II ZONE: NORTH RIVER CANAL CORRIDOR NEIGHBORHOOD MIXED USE (NRCC) 1 \ IV ER 1 RESIDENCES J Q Oo Q tA LA N Q REQUIRED/ALLOWED PROVIDED O O GOODHUE STREET & 70 - 92 1 / 2 W MINIMUM LOT SIZE 15,000 ftZ 73,382 ftz Z m � MINIMUM LOT AREA / DU 3,500 s.f. DOES NOT COMPLY N BOSTON STREETSALEM , ° � � 0 uj oor4 r4 � MINIMUM - LOT WIDTH 60 ft. 476'± ' MA ( ) MINIMUM STREET FRONTAGE 100 ft. 477.78 ft. .. �+ Q N m o 0 N - MINIMUM FRONT SETBACK — 25.0 ft. ^ \ MINIMUM SIDE SETBACK — 25.5 ft. O MINIMUM REAR SETBACK — 26.9 ft. O MINIMUM OPEN SPACE — 48 , w 02 u MAXIMUM BUILDING HEIGHT 50 ft. 46.5 ft. J Z MAXIMUM STORIES 4 4 '� w uj MAXIMUM BUILDING GROUND COVERAGE 80% 30% W o Z y 2 to 1 0.92 / 64,246 GSF oras z 0 FLuj OOR AREA RATIO (139,592 GSF) (SEE ARCHITECTURALS) w O ENTRANCE CORRIDOR OVERLAY DISTRICT (ECOD) 8.2 = u w PURPOSE. THE PURPOSE OF THE ENTRANCE CORRIDOR OVERLAY DISTRICT (ECOD) IS TO AUGMENT UNDERLYING ZONING REGULATIONS IN DESIGNATED AREAS TO: Q" Z w Q o- o- 1. 1. PROTECT AND ENHANCE THE MAJOR ENTRANCE WAYS INTO THE CITY; AND 1-- 00 2. ENSURE THAT SUCH AREAS ARE IMPROVED IN A MANNER WHICH IS IN THE BEST INTEREST w OF THE CITY. O BUSINESS HIGHWAY (B2) c�COO V AVER S� RESIDENTIAL TWO FAMILY (R2) c m 7 M N r Z PROJECT NOTES: ci 8 ��Oh'U 1 EXISTING TOPOGRAPHIC INFORMATION IS THE RESULT OF AN ACTUAL INSTRUMENT SURVEY PERFORMED BY WILLIAMS & SPARAGES LLC THROUGH MARCH 2016. SOME L ZONE ECOD TOPOGRAPHIC INFORMATION SHOWN ON ABUTTING LOTS HAS BEEN DIG171ZED FROM ON U, „ :: "` LOC Us VARIOUS SOURCES. N N z; , ., Map 15` Parcel '299 Y 2. ALL ELEVATIONS SHOWN ARE REFERENCED TO THE NORTH AMERICAN DATA OF 1988 .1 p0 w; Ln (NAVD88). W Z` 3. THE UTILITIES SHOWN ARE THE RESULT OF AN ACTUAL INSTRUMENT SURVEY PERFORMED O <..I -- � '( Q\v S� _� �, 04 BY WILLIAMS & SPARAGES LLC, FROM VARIOUS PLANS ON FILE WITH THE CITY OF SALEM N �O� ` as °1 00 AND OTHER PLANS OF RECORD. NO REPRESENTATION OR WARRANTEE IS MADE AS TO i THE ACCURACY OF THE LOCATION OF THE SUBSURFACE UTILITIES AND SHOULD BE ZONE R2 ZONE NRCCci N c � 0 CONSIDERED APPROXIMATE. ZONE R2 `o u i 0 4. ALL UTILITIES SHALL BE VERIFIED IN THE FIELD BY THE CONTRACTOR PRIOR TO THE a N c START OF CONSTRUCTION AND SHALL NOTIFY THE OWNER'S REPRESENTATIVE IF EXISTING Q > c 0 CONDITIONS DIFFER FROM THOSE SHOWN ON THE PLAN THAT WILL PREVENT THE N \ O C PROPOSED WORK FROM BEING COMPLETED AS INTENDED. Ln 5. DURING CONSTRUCTION SHOULD A CONFLICT ARISE BETWEEN AN EXISTING UTILITY AND - N �' ^� 00 PROPOSED WORK THE CONTRACTOR SHALL NOTIFY THE OWNER'S REPRESENTATIVE IN Z O N w WRITING FOR RESOLUTION OF THE CONFLICT. Q 6. CONTRACTOR TO CALL DIGSAFE PRIOR TO CONSTRUCTION: 811. T c 7. THE PROPOSED WATER CONNECTION SIZE, TYPE & LOCATION ARE TO BE DESIGNED IN 0' N 0 ACCORDANCE WITH 248 CMR 10.00: UNIFORM STATE PLUMBING CODE. Z O " N 8. THE CONTRACTOR SHALL VERIFY ALL BUILDING DIMENSIONS AND ARCHITECTURAL ' N O _ 0 SPECIFICATIONS PRIOR TO THE START OF CONSTRUCTION. w Q � o- ` 9. ALL PROPOSED DRAIN PIPES ARE TO BE HDPE OR APPROVED EQUIVALENT UNLESS a J h -0 w -a OTHERWISE SPECIFIED. U vai `y ami a a u-F- V A SIZED MECHANICAL ENGINEER. rn a) rn mLn 11. WHEREVER FEASIBLE, SEWERS WILL BE LAID AT A MINIMUM OF 10 FEET, HORIZONTALLY, FROM ANY EXISTING OR PROPOSED WATER MAIN. SHOULD LOCAL CONDITIONS PREVENT AZ v m g LATERAL SEPARATION OF 10 FEET TO A WATER MAIN THE SEWER MAIN WILL BE LAID IN A SEPARATE TRENCH AND THE ELEVATION OF THE CROWN OF THE SEWER PLACED AT - 3 d u- 3 LEAST 18 INCHES BELOW THE INVERT OF THE WATER MAIN. WHENEVER SEWERS MUST v i >y o .O [2CROSS UNDER WATER MAINS, THE SEWER SHALL BE LAID AT SUCH AN ELEVATION THAT 0 0 ce d 0 THE CROWN OF THE SEWER IS AT LEAST 18 INCHES BELOW THE INVERT OF THE WATER MAIN. WHEN IT IS IMPOSSIBLE TO OBTAIN HORIZONTAL OR VERTICAL SEPARATION AS STIPULATED ABOVE, BOTH THE WATER MAIN AND SEWER SHOULD BE ENCASED IN o CONCRETE FOR 10 FEET EITHER SIDE OF THE CROSSING. rT , co 12. THE APPLICANT SHALL COORDINATE WITH THE SALEM PUBLIC WORKS DEPARTMENT TO W rn rn ENSURE PROPER DOMESTIC AND FIRE FLOWS PRIOR TO BUILDING PERMIT. m00 0 n 13. VERIFY ROOF DRAIN LOCATIONS WITH ARCHITECTURAL PLANS. ¢ y 1�1 iQ Er PARKING CALCULATIONS - '� s = Ze^ � 14. THE CONTRACTOR IS RESPONSIBLE FOR THE PROTECTION OF ABUTTING PROPERTIES FROM m Z DAMAGE IN RELATION TO ALL PROPOSED SITE WORK. CATEGORY REQUIRED SPACES PROVIDED SPACES o w 0 Z "Z Lu 15. THE FOUNDATION PERIMETER DRAIN SHALL BE INSTALLED IN ACCORDANCE WITH 780 CMR o _ 5405 (THE MASSACHUSETTS STATE BUILDING CODE). RESIDENTIAL 2 PER UNIT = 100 96 w a 3 50 UNITS 16. SITE WORK SHALL COMPLY WITH THE CURRENT AMERICANS WITH DISABILITIES ACT AND MASSACHUSETTS ARCHITECTURAL ACCESS BOARD REGULATIONS. SEAL ,.� +u. k4CI, COMMERCIAL 1 SPACE PER _ 17. PROJECT REQUIRES COVERAGE UNDER THE NPDES CONSTRUCTION GENERAL PERMIT AND 736 S.F. 150 GSF = 5 �p1tN�' Mgss9 THE PREPARATION OF A STORMWATER POLLUTION PREVENTION PLAN. G i so' CHRIST P. o m m 18. ALL DIRECTIONAL SIGNAGE AND PAVEMENT MARKINGS SHALL CONFORM TO THE LATEST SPARAGES TOTAL 105 96 CIVIL EDITION OF THE MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES. No.40174 E ACCESSIBILITY: 1 VAN (96" AISLE), TOTAL PARKING IN LOT 3(60° AISLE) = 4 4 76-100 49 EXTERIOR, 41 PARKING GARAGE & 6 TOWNHOUSE GARAGES = 96 I - �o PROJECT NOTES: LEGEND OF - -' 1. EXISTING TOPOGRAPHIC INFORMATION IS THE RESULT OF AN ACTUAL INSTRUMENT N �k SYMBOLS SURVEY PERFORMED BY WILLIAMS & SPARAGES LLC THROUGH MARCH 2016. SOME Q TOPOGRAPHIC INFORMATION SHOWN ON ABUTTING LOTS HAS BEEN DIGITIZED FROM V VARIOUS SOURCES. EXISTING CONTOUR - 14 - - -- LL 10 ., O yO SIGN ', 2. ALL ELEVATIONS SHOWN ARE REFERENCED TO THE NORTH AMERICAN VERTICAL DATUM OF EXISTING DRAIN p V N O STOP' 1988 (NAVD88). Z UP 553 # EXISTING CATCH BASIN W � 3. THE UTILITIES SHOWN ARE THE RESULT OF AN ACTUAL INSTRUMENT SURVEY PERFORMED �-, SIGN DO NOT 6� BY WILLIAMS & SPARAGES LLC, FROM VARIOUS PLANS ON FILE WITH THE CITY OF SALEM EXISTING DRAIN Q W \a . ENTER" & ONE f AND OTHER PLANS OF RECORD. NO REPRESENTATION OR WARRANTEE IS MADE AS TO MANHOLE < ♦Y o O THE ACCURACY OF THE LOCATION OF THE SUBSURFACE UTILITIES AND SHOULD BE SIGN "DO NOT EX. SMH y ' F yiy WAY' EX. SMH � CONSIDERED APPROXIMATE. � � (/'I (LABELED DMH) RIM=10.42 S EXISTING SEWER sO , ENTER" & 'RIGHT _ 9x '•� _ RIM-9.87 S 6 4. ALL UTILITIES SHALL BE VERIFIED IN THE FIELD BY THE CONTRACTOR PRIOR TO THE TURN ONLY INV=3.20(18") START OF CONSTRUCTION AND SHALL NOTIFY THE OWNER'S REPRESENTATIVE IF EXISTING EXISTING SEWER 7 W GQ \ inv=1.87(18") SIGN SIGN "ONE WAY" CONDITIONS DIFFER FROM THOSE SHOWN ON THE PLAN THAT WILL PREVENT THE MANHOLE S ` FriSp o o & "NO LEFT PROPOSED WORK FROM BEING COMPLETED AS INTENDED. (n w o cc P STOP' h Li.! RN.. EXISTING WATER W J CQO <��oP� 5. CONTRACTOR TO CALL DIGSAFE PRIOR TO CONSTRUCTION. G4 �o SS c SIGN "STOP" & EXISTING WATER GATEpc "NO LEFT TURN" 6. SEE COVER SHEET FOR ZONING. NYO 7 N ry \ ti '•, 7. PROPERTY DOES NOT LIE WITHIN A FLOOD HAZARD AREA (ZONE A) AS SHOWN ON EXISTING HYDRANT 7 ` z - 18.• FLOOD INSURANCE RATE MAP NUMBER 25009C0418G, EFFECTIVE DATE JULY 16, 2014. W r^ ` H F G UTILITY POLE `� O O _j \ EHH O WA S SFR EXISTING Q _ ¢ U oTREE 2' EXISTING OVERHEAD \\ SO �o TREE 1 ` 0 T o Sl OOP - - - - -\``,..-- - - DO EN R' s WIRES OHW 1 v I O o N � � O EX SIDEWALK o�" G - - c G c UP #552 W/UG & DETECTION pp G EP w SIGN SIGN "DO NOT ENTER" EXISTING CURB Q W m o c "ONE WAY" STRIP (TYP) ti, EX. SMH \, 12 `'�5��' �.u�,p�' .F. GG ' CITY PARKING LOT F-V7S SIGN "N '9Ap s - - -- - - - - - - - N G EXISTING 6 SPACES! P R EXISTING OF (LABELED DMH EX' N E - Cod 3 KING" 0� z _ CR F <pC e•- N ry F 22 8., \ \ TREE 1 pF SF E�/5 EXIST.` UNDERGROUND T O o, v �SIGN Q o0 T SJ, s ® WAY" "ONE EX. SMH TELEPHONE N N o �, p RIM=9.18 O n n ONCRETE �500 #557-84 EXIST. VGC \ \ \ SIGN eS'iC� INV=4.60 EXIST. UNDERGROUND E GUY SIGN WALL W/. - _ . . CHAIN ��- - 12- WAY S, L ' _ '� 842 25 52'E,. �, ONE (PLUGGED)_ .- 4 .1 \ y.� "HANDICAP LINK �^ '� " + ELECTRIC � / R s SIGN "BIKE LANE" � � O - ®_PARKINV FENCE 4622'34'E r" 99 7 \ v _:._' \ / w \ & "NO PARKING" EXIST. LIGHT POLE � ' S26�g 4 p„E 2S.S0 P oP. S c ° oy� UP #551 BIKE LANE GAS SHUTOFF c o W KJ R \ N / \2 va o S23'12, TEg� \ SIGN z _ 2 EXIST, 6.^ _ cz�vW� r ( �:._ - / 0'e 4263 Fk FV/ST W MONITORING GAS GATE O =i OO 6 GRANITE Z \ - - - - , \ D f 6 S/0 ' SGC �j WELL (M.W.) w _ . G WA D�, Fly X. DMH X Q z \ G gU1U01N LL \ 1 q< oo E SIGN 9/ W W o w __ .. -� 9 EXISTIN 1E p °o ,i -- .._.d_ a _ // / oyW CON EX. CB 02 - ELE TRIC HANDH EHH 14 _ __ 72 ( 'Il CRFTF RIM-7.95 ��� C OLE O z O z (� _ \ cy/pFw�NV-3.92 a \ CkED 0 - 20 - --_ . . _. \ _ B�lsrlN W $ im 30 C 40-5 0'16"W \ \ t�22_- _.._... 20/NG � X92 3.60 ti\ 26 -' - _..:.. _.._ \ \ w EXISTING FX Cyq S/S 4S o�\ w P #550 _ w F _ � 24 L. Y /y S G w 28 ¢ GATE < K F M.W. �lW 32--'; 18 __ --�.SL _ - �. \` , z w F MF>\ SWCO (LABELt� CL EXISTING BUILDING 13. "W \ _ . - o o SgCT RIM 8 82 < W O z N511607 I �: \ o n \ >vOPF\ NV=5.17 O / Ld co 1. 30 \ gTFR k S 3SMH \EX._8.7 34EXISTING t a \ ' �, \ � 8. 1 F o� UP �+ \ i STRUCTURE Z t - �f.I�V=S. 6" S 'r � #550-1 f . F 1N =1.54(18' 0 6 0 W/UG ECOD u -32.., .. t 2 _... , kiSTl Rq/y yic v m N O CHAIN LINK 12��-_ FENCE..6yH \. 2 _.w C p i �` ' EXISTING C m SE11F ,v RETgI R i ONE R2 E� o J NIN Wql, o GATE 7H .! I ONC ( r r / l L \ EX. CB y� S CLF & GA M v N C' Rfrf l RIM=8.8,V 1 0° o RIM 8 8 X56 ;t 00 2.70' a l Z l pqD NV= v" n S35'51 35"E JZ ` F 653 46 Z CONCP ✓DN/ST/qC EXISTING 8" D.I. PIPE y o0 z 3 \ NCRET i _.-._ & Gy oR & CONCR�f E l / U NKONOW ) / \ ,� /TCy S q �/<0 (SOURCE U N . .. � � 3 Z \ 0 6iry oa�C ( � v� o \ 4,•, /Op ? BIT `. CYCoOyEXISTING v p ¢ 1 FFFT N� Fk/ST/ <FS.. RETAINING Q ` ... DD.Y WALL a N c N = v - r M . S ¢ o o / S 3 ,,; _._ / 44, 41 rn _. 6 BUILDING w m \ EXISTING w o , F L 00 O r- N W J ' (f S� EXISTING BUILDIN \ ` //� / ao Mo t S31'06�g"E ; \ I ` 0 0.99' a >✓ r r. 3 G CONCRETE _ CHAIN LINK FENCE 6 0 ti LANDING / o ry GATE 7H \ Q o¢ J f' 2 CONCRLY CLF & J N42'46'27„W o o STEPS - 1.72 N3 GATE 6'H CLF •.8. ' N O ve 3 012'55"W GATE 6'H \ } Q' � .a U ' CHAIN 70.43.\: " PROP. o o \ \ 2= W N o o c TREES 6"' FENCE LINK/� / STEPS Q o E 6H - 3� j a Q v v v �- �, =8. 23.45' Q �. v� J 2 U V _ L: T �, o in . . o _ N38 05 37 W m 1cp C7 O N V L w � N37 1� 20"W h30'33'S0�•W _ .._ .. ` - v~i d a o GRASS GRASS . � - 130.47' _ 36 '❑ GUY POLE T 5. ��CHAIN LINKFENCE 7H T I- .. u rn m rn EX VGC GRASS N32'36' T Y r r N36'15'70"W � 2 m m e a _ 20"W vl N° DPW HH 61.38' We ❑iDP'W HH ' EX VGC .• ❑ �^ N29'10'44" i ! _.� 4k<O v A Z LL ro ca m.Z _3 - E E ES S S EX VGC S S S E) V C \ 105.81• W c 3 °� c O 0 O r f S WIm S S 3 S - 15" SEWER x EXIST. SMH S y ' r t 3 v � LL $ co o•O FIRE PULL o w a RIM=32.39 ` �° - - O BOSTON STREET - - -' UP #4905 g - EX. VGC % - - v y •O -0 N N BOX n a. a s N W/GUY S -�, ONE B2 I - �. _ • - - - - - - - - - - . - . I ice• i Z - . - 0 •� 3 0 N F � g EX. -SMH SDYL = F o ZONE R2 RIM=35.47 / . . w w w w w, w w w w >✓ ��� r, 8 T INV=26.47 3 ��' 20' WATER MAIN f �_ W u ; �� F•40D eR 0_ S` VGC h•�•°I +f+ o o vac f -�_ a N </yE r cn a, _ I r VGC ;i I W �� W „� c'p vi ¢ co OV 1 vGC S O w ® UP #3296__._ - UP w �� w �. . -ZONE NRCC w g M O N W a00 ce I. z Q ^ w rn U (f') W UP #361 .,_... 3o u P-.#16-.-, � -�- ZONE Ry' � H � 0 t Z ' wN W Q O `''Z Q-1 Q ~ - \ VGC r� Y SEAL fla`P�,SH 0r N,gss9� CHRIST P. yc SPARAGES - - - CIVIL w _ No.40174 . PROJECT NOTES: LEGEND OF SYMBOLS 1. EXISTING TOPOGRAPHIC INFORMATION IS THE RESULT OF AN ACTUAL INSTRUMENT 1. ALL PROPOSED DRAIN PIPES ARE TO BE HDPE OR APPROVED EQUIVALENT UNLESS OTHERWISE EXISTING CONTOUR "' 14 - SURVEY PERFORMED BY WILLIAMS & SPARAGES LLC THROUGH MARCH 2016. SOME SPECIFIED. Q M TOPOGRAPHIC INFORMATION SHOWN ON ABUTTING LOTS HAS BEEN DIGITIZED FROM 10 I VARIOUS SOURCES. 2. PROPOSED WATER SUPPLY SHALL CONSIST OF A 6" MAIN FOR FIRE SUPPRESSION AND A 4" EXISTING DRAIN D U LL DOMESTIC LINE. 2. ALL ELEVATIONS SHOWN ARE REFERENCED TO THE NORTH AMERICAN DATA OF 1988 EXISTING CATCH BASIN ® "^ 0 (NAVD88). 3. WHEREVER FEASIBLE, SEWERS WILL BE LAID AT A MINIMUM OF 10 FEET, HORIZONTALLY, FROM C V M ` \\\ ANY EXISTING OR PROPOSED WATER MAIN. SHOULD LOCAL CONDITIONS PREVENT A LATERAL EXISTING DRAIN G Z_ 3. THE UTILITIES SHOWN ARE THE RESULT OF AN ACTUAL INSTRUMENT SURVEY PERFORMED SEPARATION OF 10 FEET TO A WATER MAIN THE SEWER MAIN WILL BE LAID IN A SEPARATE MANHOLE J BY WILLIAMS & SPARAGES LLC, FROM VARIOUS PLANS ON FILE WITH THE CITY OF SALEM TRENCH AND THE ELEVATION OF THE CROWN OF THE SEWER PLACED AT LEAST 18 INCHES W / AND OTHER PLANS OF RECORD. NO REPRESENTATION OR WARRANTEE IS MADE AS TO BELOW THE INVERT OF THE WATER MAIN. WHENEVER SEWERS MUST CROSS UNDER WATERw / THE ACCURACY OF THE LOCATION OF THE SUBSURFACE UTILITIES AND SHOULD BE MAINS, THE SEWER SHALL BE LAID AT SUCH AN ELEVATION THAT THE CROWN OF THE SEWER EXISTING SEWER S Q Q _._. CONSIDERED APPROXIMATE. IS AT LEAST 18 INCHES BELOW THE INVERT OF THE WATER MAIN. WHEN IT IS IMPOSSIBLE TO OBTAIN HORIZONTAL OR VERTICAL SEPARATION AS STIPULATED ABOVE, BOTH THE WATER MAIN EXISTING SEWER Q N �6� 4. ALL UTILITIES SHALL BE VERIFIED IN THE FIELD BY THE CONTRACTOR PRIOR TO THE START OF AND SEWER SHOULD BE ENCASED IN CONCRETE FOR 10 FEET EITHER SIDE OF THE CROSSING. MANHOLE ' f CONSTRUCTION AND SHALL NOTIFY THE OWNER'S REPRESENTATIVE IF EXISTING CONDITIONS 7 �e ��y DIFFER FROM THOSE SHOWN ON THE PLAN THAT WILL PREVENT THE PROPOSED WORK FROM 4• THE APPLICANT SHALL COORDINATE WITH THE SALEM PUBLIC WORKS DEPARTMENT TO ENSURE EXISTING WATER W - Z Lu S BEING COMPLETED AS INTENDED. PROPER DOMESTIC AND FIRE FLOWS PRIOR TO BUILDING PERMIT. � /� r� \ "C�. 9� 5: VERIFY ROOF DRAIN LOCATIONS WITH ARCHITECTURAL PLANS. EXISTING WATER GATE U 1 W O 5. DURING CONSTRUCTION SHOULD A CONFLICT ARISE BETWEEN AN EXISTING UTILITY AND 1 1 ROPOSED STORMWATER PROPOSED WORK THE CONTRACTOR SHALL NOTIFY THE OWNER'S REPRESENTATIVE IN WRITING uj FOR RESOLUTION OF THE CONFLICT. 6. THE CONTRACTOR IS RESPONSIBLE FOR THE PROTECTION OF ABUTTING PROPERTIES FROM EXISTING HYDRANT �p MANAGEMENT AREA #3 ` Ls{G!`.; 'li0 fd DAMAGE IN RELATION TO ALL PROPOSED IS SITE WORK. (16) STORUTECH SC-740 CHAMBERS O O 6. CONTRACTOR TO CALL DIGSAFE PRIOR TO CONSTRUCTION: 811. EXISTING UTILITY POLE rV ry [4 rows of 4 chambers) ° °y 7. THE FOUNDATION PERIMETER DRAIN SHALL BE INSTALLED IN ACCORDANCE WITH 780 CMR 5405 W Z II THE MASSACHUSETTS STATE BUILDING CODE). TOP 0 STONE=13.5 � \ 7. THE PROPOSED WATER CONNECTION SIZE, TYPE & LOCATION ARE TO BE DESIGNED IN ( EXISTING OVERHEAD u W O � m TOP OF C MBERS=13.0 ACCORDANCE WITH 248 CMR 10.00: UNIFORM STATE PLUMBING CODE. OHW ry 12" HDPE DRAIN NV=11.54 IN S 8. PORTIONS OF SITE WORK SHALL COMPLY WITH THE CURRENT AMERICANS WITH DISABILITIES WIRES O - _ ACT AND MASSACHUSETTS ARCHITECTURAL ACCESS BOARD REGULATIONS. 0 �- l< BOTTOM OF CHA ERS=10.5 Q 8. THE CONTRACTOR SHALL VERIFY ALL BUILDING DIMENSIONS AND ARCHITECTURAL Ua' _ �'!``'` SPECIFICATIONS PRIOR TO THE START OF CONSTRUCTION. EXISTING CURB =_- =_ ( ) �` ' P C y ` 9. PROJECT REQUIRES COVERAGE UNDER THE NPDES CONSTRUCTION GENERAL PERMIT AND THE - Z ) O O N BOTTOM OF STO 9.5 v '� 20.5'x30.92' �C �/S C, c PREPARATION OF A STORMWATER POLLUTION PREVENTION PLAN. \ � � EXISTING EDGE OF � w a CQ }o�OP� 18. ALL DIRECTIONAL SIGNAGE AND PAVEMENT MARKINGS SHALL CONFORM TO THE LATEST EDITION PAVEMENT a CIO O OF THE MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES. �/ r yq EXIST. UNDERGROUND _ T 1„>L N_ 19 SITE TO COMPLY WITH ADA STANDARDS. ACCESSIBLE CURB RAMPS SHALL BE PER THE TELEPHONE o 0 CD w MASSACHUSETTS ARCHITECTURAL ACCESS BOARD (AAB) AND THE AMERICANS WITH EXIST. UNDERGROUND U o, v o H DISABILITIES ACT ADA ACCESSIBILITY GUIDELINES. - E ---- N ^' ? (ADA) ELECTRIC 0a 7R F EHH TREE 2" _�+ O S� �o TREE 1 °� 0 p� rs � oy � 20. ALL PROPOSED CURB TO BE VERTICAL GRANITE CURBING UNLESS OTHERWISE NOTED. EXIST. LIGHT POLE � / � rtoo \oo \ c - - - -EP- -c - c ��- GAS SHUTOFF Z I� 21. SEE COVER SHEET FOR ZONING. CITY PARKING LOT GAS GATE e p EXISTING 6 SPACES r �.r ROI 22. PAVERS TO MEET ADA GUIDELINES W 0a S 7d, \\ TREE 1 ^ b eqS� C Fk7 SIGN Q Z 11, ,p po Sr S� s ® PROPOSED CONTOUR 26 w o z 1• p \ ` I' eRip7r PROPOSED SPOT ELEV. ' _ SC b S G 13.5 O Z O°F�S FjyF� S f, ROP. DRAIN FLOW i' z O 2 U-TLE 12 6 _ fiEL plO �'Mqk 0.3 1r \ P L� 2 1 - / �� fr✓y yam, J \ PROPOSED DRAIN W 0p 5 w I ' 00 F � Y W c py6 u w m ' 2 x -- 9 16 �O 150 S-5%( X.)TO MEET ADA (SEE ARCH. PLANS PTEOPS S s PROP. PROPOSED CATCH BASIN O o 6., o _. �` F js \\ w �� SHALLOW CB T � ? EXISI , __/, 15.7 rY,L - -- --- - -- - T C� RIM=7.95 2 w w WA 1 r• , Cp S C00 PROPOSED YARD DRAIN O Q oe a t3..A ITE - V pvALl. % 1 ti� EL-t 2 _ - 15 1 Ind 5.0 / / oO� 12 =4.25 EX. DMH PROPOSED ROOF DRAIN W IN O W / G 15:0 14 - - 1 OHw P C PROPOSED SEWER -Q a n O o EX. CB 2 REPLACE B P RD RD - _- - � ' � '• = \ GABA NTRA CE 99.5 - k� � � / - RIM=7.95 GRATE WITH - - O 1 Q ��. FITNESS EMS \ PR POSED \ ' / @ T H.._ _. _. - ENTRY \ Dy NV=3.92 COVE gg, ROOM F.F,15. SlpR ,7 � 1 W PROP. RIM=8.0 V - / RECYCL 171. /�'�' a PROPOSED PAINTED 8 0 0 R M 1 0 FF F / 12" INV=4.17 IN ENCLOSURE 20 LOB �7 - "I T PROP M TRAFFIC ARROW �► 3� �- _._. _._. _. ..- �., _ BY FC RFT p• �, o \ \F/ \` � �' DMH 26 _2 SPACES -� _ 3 SPACE`. PROP F 8 w ��_ RIM=9.30 PROPOSED RET WALL 22 _ 36 o+ ¢ >-�..- 24 ___ 4IDEj�LE SED �" �\ 82"IIINV55.30.63 1NN ROOF (FENCE/RAIL) v m N ^ z Q _ OB _._ x.- PROP ED SEDIMENT W EX. DMH I Q & R 12" INV=5.30 OUT -14.70 a ? & OILEPARATOiZ - ETAIj SWCD (LABELED SMH) _32 I b () PROPOSED STORMWATER - INV= 2.25 � � RIMS=BROUGHT T F.G. -__ '� -. $ 92 , � � „, r, RIM=8.82 - \ =5.17 MANAGEMENT AREA TW-31.0 EL-15.2 - J TOP OF TANK=13.75 OST�IV Sr E EA 1 10 SPACE (42) STORMTECH SC-740 CHAMBERS INV 14 PROP. R T FyALL 30 H 1 " INV UT= 94 5.5 Q [6 rows of 7 chambers) r _ PROP, R 1' B TTOM OF T =7. 3 8"INV : 7 D b TOP OF STONE=20.5 - 34- WALL BW=21.0 SUMP 2LJ / 9 F� O o TOP OF CHAMBERS=20.0 TW-32. `\�� N J S 75., 12" HDPE DRAIN INV'S=18.54 IN f 32.0 EC = 3 FR 12 17 SA ' `�0 �7q/y 12" HDPE INV=1 1 OUT ~ ry _--x- - ENT #2=2 'S q`FS 10s O ` BOTTOM OF CHAMBERS=17.5 y INV-2 .25 /✓ / 2 BOTTOM OF STONE=16.5 ro � 1 T =31.0 \ UMP= .0 - 1 - - - i �e \� S (30.0'x52.28') n o B =30.5 6.d �/1 RF=27.0 PROP. ROOF DRAIN ; \�C` \ v = 2 ZONE - rl l a\ I / ,s 8" HDPE INV OUT=6.0 0 1 v o ZONE B2 TW=36.0 \ L'R�P+-RET _ / Q� yp= / S CF 2 C�ROA ROP. SEDIMEN a c BW=31.0 E =31.0 -r S PROP. DROP DMH / FF S' & OIL SEPARATOR EX. CB S ; - a 1.8% O INV= RIM=16.00 V NC RIM=8.8 Q E 0 o N 1.OX-> ° y ` F RIMS=BROUGHT TO F.G. g6 ° o F 6.96 12" INV 10.00 IN 77 TOP OF TANK=22.45 NV= y U m m rn y �% FG- 9 G. 1 1 INV= .00 OUT �\ 12" INV IN=20.86 N Y -RD -�_ \\ BC-30.0 / 2� MAX CROSS \ F.G.=26.8 PROP. ROP MH ^� �X� 12" INV OUT=20.61 m coNEro RD 30.5 5.5$-� / o �$� � OTTOM OF TANK=16.53 EXISTING 8" D.I. PIPE `'`•.� '- n W ' r-Ru RD \ TC-28.5 \ SLOPE OF PAVERS F RIM 66 q R \ (SOU NKONOWN) IMPERMEABLE - _ ---� : o y 12" VIN= 8.50 q// CE U - __ _ RDEL ? BC=28.0 ^ �• ?� TW PROP. RET WALL MEMBRANE 1' - D � \ o �y \ • � 0 NV 0 =16. �\ =24.0 TW=24.0 � OFF EDGE OF G.I. F-31.0 G,F= -w� -_ __ 32 d 9.1 / \ y 7 p 74j ° BW=16.0 BW=16.0 \ EXISTING o STONE 31.0 G,F.=31.0 G.F._ 4.5fi ►\ - C-27, y "(� 70p s TC= .3 /RETAINING 0) O TW=36.0 V \ BW=31.0 P 31.0 �.F= 9. \, C-26.5 FCOp Y R BC- 5.8 �24 5 ) 0 3 _ b ;,tom_ UNIT I OPO �7IVIjO 3l 0 - _ �F YD //3=25.8 ® / W=24 / °N' o E SED O G.F,_31.0 a / =24. O u v v o UNITY UNI73 S 1 12" 8'INV=23.55 ` / Z / / C-23. O ce o_ U F�F l HDP SUMP=21.30 / I Q F.F._40. UMT4 UNIT 5 - _ / PROP. DMH CB E GRAIN /'4 I / / v N O O w 5 RIM=26.5 a t T.F._ 40. UNTT6 I y0 RIM=26.25 �� - 26.5 p U V)i `v tea, (V v 39,0 5 F.F,- � T � 6" INV'5-22.48 �� T,F,=390 T -40.5 FF= / w / INV=22.2 5 C > 26 SC=26.0 72 TC-2 .4 � } 5 F•=39 0 40.5 FF / 5 S 12" INV=22.15 ra. DMH B(t-26. H a n n J 31.5 C.F.=31. T.F.=39.0 T _40.5 'F.Fa C' 30 L TC=27.0 RIM=26.03' `� DRA1 I vt U rn � �o n n v d5 C.F.=31.5 F' IF=39.0 0.4 os \ - INV1 $2.4% ED O / o g ® � N >' c E ? \ \ BC-26.5 \ 2 RAI �°� o ° o MEMBRANE 1 - - - - 0 6 C'F'= 5 C.Fg_39 0 90 / \ \ HDP N \ 0 ii 3 3 3 ,_ 'S � -7 10,J � / , A \ 1 IMPERMEABLE I m -' m ro m \ v g Z m rtt as S OFF EDGE OF m M l C=27. \ - STONE rn v y Li- 0 3 - II y 37.0 ;'> 2�� BC=27 0 \ TW 23 0 ` / �' o n 33.9 \ \ o PR = ❑ ❑ o d J . PROP. \ ° BC=22.5 TREES 6 f_��,Cc: 1 ST PS - -29. TC 26.0 by TW-30.0 \ C-26. B 25.5 IInn'' o GRASS " T T -1- 34.1 .___ i:. Op RET WALLi \ BC-27.0 - - - - - - - \ C-24. �L'� t o U T -- N PROP. RET WALL �� EL=21 / N GRASS -36 _0 ,( . .._.. -. 3:11 ?6 w �++ ao GRASS - T Nv T T 'y -0O a n 3.5 o - ,,�-.. -� -�n o °° f 04. U0 400 S m Z SE ES S _ S S 5 5 5 -- S S EL=22.3 Nry �1 < f O La LLJ ZIZ S I �o Jp - � S (D EL=23.5 � 5 = mOrn ^w 3 � _ BOSTON STREET 3 N / ,. a -� 0 � v� Z EL 2.3 F--I ^^ 0� vl W J OZLu -z Z B2 I _ - - - - - _ - _ 22. 7 F� � Fop W ZONE _ _ - - - - - _ ZONE R2 - SDYL - _ =17 DOUBLE GRATA' 00 0 rn - x _ PROPOSED SDIMENT FF w ^ n f a W W __ .� __._..- w ! w W, w w -- a -- w w - OIL SEPARATOR SIHALLOW 20' WATER MAIN PROPOSED' SEDIMENT & OIL SEPARATOR - w . T TO F.G. CB RIM=22.30 FCO `YF0-�� PROPOSED STORMWATER ti - z RIMS=BROUGHT TO F.G.TOP OF TANK=22.45 TOP--QF - 12" INV=19.50 =N \ 9O(7NR M MANAGEMENT AREA #2 0 �0 12" INV IN=20.86, 12" INV OUT=20.61 12" INV IN= 9:25-- � SEAL � FOR TOWNHOUSE ROOF RUNOFF BOTTOM OF TANK=16.53 12" INV OUT .0 " w ONLY (12) STORMTECH SC-740 z O _,.. '-^-- „ _ � � �p y�`<F�'SH OF Mgss90 p BOTTOM OF TANK-14.92 CHAMBERS (3 rows of 4 chambers) S � W -"-` w '� ZONE C ao� CHRIST P. s8 TOP OF STONE=29.0 '' w NRC TOP OF CHAMBERS=28.5 O W 30 i -�- ZONE R2 I� SPCIV!GES 6" HDPE ROOF DRAINS INV'S=27.5 IN � ~ BOTTOM OF CHAMBERS=26.0 Q /� q9o� No. tI BOTTOM OF STONE=25.0 (15.75'x38.04') � AL LEGEND OF SYMBOLS ZONING TABLE PROJECT NOTES: 1. EXISTING TOPOGRAPHIC INFORMATION IS THE RESULT OF AN ACTUAL INSTRUMENT - EXISTING HYDRANT ZONE: NORTH RIVER CANAL CORRIDOR NEIGHBORHOOD MIXED USE (NRCC) SURVEY PERFORMED BY WILLIAMS & SPARAGES LLC THROUGH MARCH 2016. SOME d' TOPOGRAPHIC INFORMATION SHOWN ON ABUTTING LOTS HAS BEEN DIGITIZED FROM I al VARIOUS SOURCES. EXISTING UTILITY POLE `� REQUIRED/ALLOWED PROVIDED U LL EXISTING CURB MINIMUM LOT SIZE 15,000 ft2 73,382 ft2 2. ALL ELEVATIONS SHOWN ARE REFERENCED TO THE NORTH AMERICAN VERTICAL DATUM OF V 0 1988 (NAVD88). Z vt MINIMUM LOT AREA / DU 3,500 s.f. DOES NOT COMPLY 3. THE UTILITIES SHOWN ARE THE RESULT OF AN ACTUAL INSTRUMENT SURVEY PERFORMED EXISTING P EDGE OF - - - - - - PAVEMENT MINIMUM LOT WIDTH 60 ft. 476'1 BY WILLIAMS & SPARAGES LLC, FROM VARIOUS PLANS ON FILE WITH THE CITY OF SALEM � Lu _ - - AND OTHER PLANS OF RECORD. NO REPRESENTATION OR WARRANTEE IS MADE AS TO LL.I 61, THE ACCURACY OF THE LOCATION OF THE SUBSURFACE UTILITIES AND SHOULD BE EXIST. LIGHT POLE # F o MINIMUM STREET FRONTAGE 100 ft. 477.78 ft. CONSIDERED APPROXIMATE. _ �S MINIMUM FRONT SETBACK - 25.0 ft. Q SIGN � S 4. ALL UTILITIES SHALL BE VERIFIED IN THE FIELD BY THE CONTRACTOR PRIOR TO THE - 9,y - START OF CONSTRUCTION AND SHALL NOTIFY THE OWNER'S REPRESENTATIVE IF EXISTING 6+ MINIMUM SIDE SETBACK - 25.5 ft. CONDITIONS DIFFER FROM THOSE SHOWN ON THE PLAN THAT WILL PREVENT THE PROPOSED PAINTED PROPOSED WORK FROM BEING COMPLETED AS INTENDED. w TRAFFIC ARROW - SIGN "STOP' - - MINIMUM REAR SETBACK - 26.9 ft. 5. IF DURING CONSTRUCTION A CONFLICT SHOULD ARISE BETWEEN AN EXISTING UTILITY AND PROPOSED RET WALL _ _ MINIMUM OPEN SPACE - 48 % THE PROPOSED WORK THE CONTRACTOR SHALL NOTIFY THE OWNER'S REPRESENTATIVE IN v I Lu SIGN '" NOT WRITING OF FOR RESOLUTION OF THE CONFLICT. . (FENCE/RAIL) ENTER" & "ONE MAXIMUM BUILDING HEIGHT 50 ft. 46.5 ft. rW, J �p WAY" 6. CONTRACTOR TO CALL DIGSAFE PRIOR TO CONSTRUCTION: 811. U O LANDSCAPED AREA SIGN "DO NOT MAXIMUM STORIES 4 4 N N z Ln II PAVERS ENTER" & "RIGHT MAXIMUM BUILDING GROUND COVERAGE 80% 30% 7. THE PROPOSED WATER CONNECTION SIZE, TYPE & LOCATION ARE TO BE DESIGNED IN x, TURN ONLY" N 6i m Q ACCORDANCE WITH 248 CMR 10.00: UNIFORM STATE PLUMBING CODE AND APPROVED BY z � w O W PAINTED HANDICAP C� SIGN "ONE WAY" FLOOR AREA RATIO 2 to 1 0.92 / 64,246 GSF THE CITY OF SALEM DEPARTMENT OF PUBLIC WORKS. Q U SYMBOL G n�VG� F��STj �' STOP" & "NO LEFT (139,592 GSF) (SEE ARCHITECTURALS) w a V Q N a 8. THE CONTRACTOR SHALL VERIFY ALL BUILDING DIMENSIONS AND ARCHITECTURAL . /� w - BOLLARD O (i CPO ��wa� PARKING CALCULATIONS SPECIFICATIONS PRIOR TO THE START OF CONSTRUCTION. I� L , SS, <v V�� SIGN "STOP" & L.V w I� p CATEGORY REQUIRED SPACES PROVIDED SPACES r PROP VERTICAL .GRANITE � "NO LEFT TURN' 9. ,THE APPLICANT SHALL COORDINATE WITH THE SALEM WATER DEPARTMENT TO INSURE CURB (VGC) VGC 7° PROPER DOMESTIC AND FIRE FLOWS PRIOR TO BUILDING PERMIT. RESIDENTIAL 'Z 50 UNITS 2 PER UNIT = 100 96 L o PROP SLOPED GRANITE HH 10. PROPOSED RETAINING WALLS TO BE DESIGNED AND CERTIFIED BY A MASSACHUSETTS N N N w CURB SGC \ EHII ONE WAY TREE 2" PROFESSIONAL ENGINEER. PLAN IS MUST BE SUBMITTED FOR APPROVAL BY THE CITY OF 0 ( ) 0 o Q DO ENTER' COMMERCIAL 1 SPACE PER - SALEM BUILDING AND ENGINEERING DEPARTMENT PRIOR TO CONSTRUCTION. �•/ N O 0o SIGN p\ TREE 1' 736 S.F. 150 GSF = 5 �0 F °ST c�\�F� - - - - - - - - - - - ® 11. THE CONTRACTOR 1S RESPONSIBLE FOR THE PROTECTION OF ABUTTING PROPERTIES FROM O SIGN 0 ` DAMAGE IN RELATION TO ALL PROPOSED SITE WORK. CITY PARKING LOT F "ONE WAY" TOTAL 105 96 J . . .G J. C 'I'/S`T SIGI\ NO - _. - - 12. THERE ARE NO RESOURCE AREAS PRESENT ON SITE SUBJECT TO PROTECTION UNDER �/ m ADA F EXISTING 6 SPACES C 'PARKING" THE MASSACHUSETTS WETLANDS PROTECTION ACT TO THE BEST OF OUR KNOWLEDGE. �•L• \ F - 0 ACCESSIBILITY: N COMPLIANT CRFT 1 VAN (96' AISLE), w TOTAL PARKING IN LOT 4 CURB TO BE WCR \ TREE- 1" F S/QF 76-100 3(60"' AISLE) = 4 13. THIS PROJECT WILL REQUIRE A NPDES PERMIT AS THE AMOUNT OF GROUND � V REMOVED \ (� hq CURB TO BE SIGN "ONE DISTURBANCE SHALL BE MORE THAN 15,000 SQUARE FEET IN AREA. > Z \JGC (k 49 EXTERIOR, 41 PARKING GARAGE & 6 TOWNHOUSE GARAGES = 96 �• .� \ REMOVED WAY" - EX�S�• ADA - \ 14. SITE WORK TO COMPLY TO ADA STANDARDS. LL ADA EXIST. VGC SIGN BIKE RACK: TWO BIKE RACKS WITH 10+ SPACES Q Z COMPLIAN "ONE WAY" w COMPLIANT yi WCR 3 MtiC WCR q R .. 15. ALL PROPOSED CURB TO BE VERTICAL GRANITE CURBING UNLESS OTHERWISE NOTED. W qMp SIGN BIKE LANE" z ro PROP RET WALL S<OpF & "NO PARKING" (SEE ENTRANCE & INNER CUL-DE-SAC). O Z O z a✓> \ I ,'PROP 5' WALK PROP. BIKE ? v I RACK 16. PROPOSED SIGN LOCATION TO BE APPROVED PRIOR TO CONSTRUCTION. BIKE LANE O w O ^I PROP: ryiy5 HC RAMP ----) 5% MAX.' SLOPE TEPS SIGN U m 5' WALK I r;J�'. -i ; �, F-I'jS.T -17. SEE LANDSCAPE PLAN BY BLAIR HINES DESIGN ASSOCIATES. CONSULT ENGINEER. SHOULD ce PR P. CUS/ VC G - A CONFLICT ARISE BETWEEN AN EXISTING UTILITY AND LANDSCAPING THE CONTRACTOR - o N o B S, ,i / PROP ,PAVERS ? ,:STEPS : 0 C O w j r ,•. FHq p SHALL NOTIFY THE OWNER'S REPRESENTATIVE IN WRITING OF FOR RESOLUTION OF THE � w �v Yr�•<.::=, ,, >- .., , , r ` „ , : ; � , .,, .,, � ro <k ROA /<" o_ o' G OO CONFLICT. y�z 99.5 VGCLu O / f F FTF 18. PROPOSED TRANSFORMER PAD IS APPROXIMATE ONLY. TO BE DETERMINED BY ELECTRIC • FITNESS � PROPOSED m,� RAMP TR�SH O g ROOM STOR �Q�� ST S/OFbk COMPANY. TRASH L RECYCL 5 SPACES ROOM FLS 19. PROPOSED PAVERS TO MEET ADA GUIDELEINES w ) � F� 114 ENCLOSURE PROP. LOBBY FFV RFT C� y 12'x20'1 ARIL ^ - T 2 SPACES 3 SPACES �36 I a r I \ RESIDE PROPOS < � I S Ro PROP. LS 2 SPACES < °J I B� 70-92& RET ANO qpF \ ROp p GC v M N o AREA - - --89 - - - - - - - - - J STO�i S- gRFq S' Wq PROP. a 10 SPACES RE AIL SC p V `!` z - 9'x22' ET TRANS WALL (TYP.) PAD I I PROP. REf o PROP. WOOD GUARDRAIL ACES �/ N - - SNOW STORAGE TO CODE PROP. HC. 3 - 1 77 - SpgCFS RAMP H 9'x19' 98.5'1 a N - pROp O ` co (TYP.) N PRO PROP. LANDSCAPE AREA v 7g Sp TO pRogRk OG aYi c Q P• RE7 WALL ,,:. i v ? , gCFS MFFT CCF F S, " o g O` r : pR FNC I 8 SPACES v ' `r ' i" Op q�q F a c I PRO \ i y•<, r. 2 e, y� R p a > v P' 5' WALK t.';Z ;i,t ., j,::: qMp p ROp Frj o c n NI /'R q0 & SkS' �NNiST/�✓G a`, U m m° PROP, pqs. Oq g PROP. n Wj Op RFT CA/C W/T S U/( c N +� I HC. RAMP h , , \ "- r' ':: o G RF C q D/ EXISTING 8" D.I. PIPE rn n I \ .. / ,, \ UgRO T �q(wgL� y C/ UTO NG SOURCE UNKONOWN O N w GARAGE ENTRANC I , \ �.i Rq/� < TY CY600Y. ( ) 1 I,._, Yr ✓,'- :. ES ' N I HC RAMP o \ j o f PROP. RET WALL C<FS ` 15_31 _ -: • ,. I W/ RAILING 14?g (See pROp //f I _I P / Y% a F(�0 y FR PROP CUR �4y0S QAC OPpSED I .,.<d o �/�R cqp f F - - I UNITI I. UNIT2 ': �WNHO ES _ T ! \F BIKE PROP. LS - �qN NO 3 a i H I UNIT 3 _ { �. 4 Sp RACK AREA N O °� o I E v UNIT 4 UNC 5 ACES \ PROP. 5' WALK O d U UNIT 6 r I Q L L 6 SPACES T Tri it Ln J N 100.4'1 I \ I rrTrTr. U < ` v v 3 __ aj 10, - % , N I N I ^Ery 5 Sp r..i_r1 I H i is 'a v o I N V0 gCeS A �' N' f- U rn cu L° rn rn rn m m e � s 19 SPACES UP-LIGHTING �Y a T O Z 3 3 3 AT SIGN m g O ` ro ro PROP. 9 x19 I PROP. SNOW 2, c c 3 u v c O O D F < R ( YP.) i PROPPROP. STORAGE I o j ro > �' w ro LS c ' p 1. AREA ,;'•PRc1�o FNCRPOSED;)PAV l�.''f - - ( 2 �� a .. O .D i - TREES 6" ?, STEPSr,,.y P ..VEH 1I CL-E-A GCGESS I - - m O �� O D Q. D ROP• RET WALL PROP. SNOW I o GRASS GRASS R=57i' STORAGE PROP. RET WALL ani I PROP. y N 24 I J2 �' ul EX VGC jI w �t EX VGC ^I pA OPV./ PROP. HC. f1 �f � �J w a o EX VGC EX VGC \RS ;� RAMP 11 �� \./ c' 0o \ '1 H� � z am � 0 BOSTON STREET PROP. Ex. t! ,, !? a g z 00 700 i�t.i.J! �� 00 Z O ui rn U 70FFFT P-1z- � a0T w 20" WATER MAIN O Y qFR y7 VGC w m N a 3 0 F O O(/NF vcc \ SEAL - - VGC O W CPtN O`MASS CHRIST P.9ctiN 7 SPARAGES _ .. - _ -_ _ _ - - _ - V : CIVIL '^ GC - - No.40174 N - - : V / I GENERAL UTILITY NOTES: LEGEND O C SYMBOLS Y A p 0 Lc 1. CONTRACTOR SHALL FIELD-VERIFY EXISTING CONDITIONS INCLUDING UTILITIES PRIOR TO r�-�J 'V1'4LJ� J CONSTRUCTION. ENGINEER SHALL BE NOTIFIED OF ANY DISCREPANCIES AND / OR EXISTING CATCH BASIN 10 Q L./l O7 CO N FI CTS. PPR P I TELY S ZED THRUST V LL. ALL WATER MAIN FITTINGS SHALL BE RESTRAINED WITH AEXISTING DRAIN . . BLOCKS OR RESTRAINING GLANDS. MANHOLE ® O V V'1 TESTING, FLUSHING, AND INSPECTION OF NEW WATER SERVICES SHALL BE iN ACCORDANCE EXISTING SEWER z WITH THE REQUIREMENTS OF THE CITY OF SALEM. OD W i n EXISTING SEWER 11J 6 A MASSACHUSETTS APPROVED TESTABLE DOUBLE CHECK VALVE ASSEMBLY BACKFLOW Q W PREVENTER SHALL BE INSTALLED ON NEW FIRE SERVICES. MANHOLE 0 ,yS 2. TRENCHES CUT INTO EXISTING PAVEMENT SHALL BE HEAT PATCHED. EXISTING WATER Q 9x 3. ALL STORM DRAINS SHALL BE 12" DIA. HDPE EXCEPT AS OTHERWISE NOTED HEREON. EXISTING WATER GATE uj 4. UNDERGROUND ELECTRIC, TELEPHONE, CABLE AND GAS SERVICE SHALL BE INSTALLED IN EXISTING HYDRANT ° _ ACCORDANCE WITH THE REQUIREMENTS OF THE UTILITY COMPANY HAVING JURISDICTION. W sEXISTING UTILITY POLE w �•�• 5. WATER AND SEWER SHALL BE CONSTRUCTED WITH A MINIMUM HORIZONTAL SEPARATION SQ OF 10 FEET. A MINIMUM VERTICAL SEPARATION OF 18 INCHES SHALL BE MAINTAINED w UP #553 WHERE WATER AND SEWER FACILITIES CROSS. IF EITHER OF THESES CONDITIONS CANNOT EXISTING OVERHEAD `/ Ln O O PROPOSED STORMWATER N MANAGEMENT AREA #3 BE MET, THE SEWER SHALL BE ENCASED IN A SLEEVE FOR A DISTANCE OF 10 FEET ON WIRES Z II N EACH SIDE OF THE AREA WHERE THE REQUIRED CONDITIONS ARE NOT MET. = (16) STORMTECH SC-740 CHAMBERS Z O o$ EXISTING CURB w O N m [4 rows of 4 chambers) Oh w TOP OF STONE=13.5 EX. SMH EX. SMH 6. ALL NEW SEWER MAINS AND SERVICES SHALL BE SDR 35 PVC PIPE CONFORMING TO U TOP OF CHAMBERS=13.0 (LABELED DMH) \ RIM=10.42 ASTM D3034. SEWER PIPE WITHIN 10 FEET OF THE BUILDING SHALL CONFORM TO THE EXISTING EDGE OF 0 Q m RIM-9.87 5 STATE PLUMBING CODE. TESTING OF SEWER SERVICES SHALL BE IN CONFORMITY WITH THE PAVEMENT V 12" HDPE DRAIN INV=11.54 IN - BOTTOM OF CHAMBERS 105 INV=3.20(18") REQUIREMENTS OF THE CITY OF SALEM. rn 2 BOTTOM OF STONE=9.5 inv=1.87(18") e / EXIST. UNDERGROUND O (20.5'x30.92') nV Fy/STj ��' ` OHy AND 7. TMECHANICAILITY IL ENGINEERCES ARE . TELEPHONE AND SIZES SHALL BE DETERMINED BY ARCHITECT TELEPHONE m O w o o`'� EXIST. UNDERGROUND N RAS }�Q Q 8. ALL COVERED PARKING SHALL BE EQUIPPED WITH FLOOR DRAINS WHICH DISCHARGE TO � co S r; AN "MDC GAS TRAP" AND, ULTIMATELY, TO THE SANITARY SEWER SYSTEM. ELECTRIC r- c o o w q/� s ` . . . . ry ry N H 9. ALL PROPOSED SEWER MANHOLES WITH RIMS LOWER THAN ELEVATION 10.0 SHALL BE EXIST. LIGHT POLE �t J u rn v p o PROVIDED WITH WATERTIGHT COVERS. N rN F S GAS SHUTOFF 3° O r, xE H F(j� 10. SHUTOFF VALVES ARE TO BE PROVIDED FOR ALL FLOOR DRAINS WITHIN THE PARKING EHH \ \ TREE 2" GARAGES THAT ARE SUBJECT TO INUNDATION DURING FLOOD EVENTS. SEE BUILDING LL p s GAS GATE 0 pp P�,`� TREE 1 \ MECHANICAL PLANS FOR DETAILS. ,��// 0 < po F s ��� -c - -c- - G c `Oyu UP #552 W/UG & 1 1 , ALL ELEVATIONS SHOWN ARE REFERENCED TO THE NORTH AMERICAN DATA OF 1988 SIGN LL p -�G• w� SIGN "DO NOT ENTER" - (NAVD88). ' W oaEX. SMH 5�5� �i�9 GO CITY PARKING LOT F /S qA S PROP. DRAIN FLOW LABELED DMH <X 12 2�'P F� EXISTING 6 SPACES T C °Rp 12. ALL EXCAVATION TRENCHES SHALL BE IN ACCORDANCE TO STATE AND FEDERAL LAWS. z RIM=18.1 ONCRFT RESTORE EXISTING SMH PROPOSED DRAIN W LL S F F D & SERVICE CONNECTION 13. EXISTING UTILITIES THAT ARE NOT TO BE USED AND/OR ABANDONED SHALL BE CUT Q Z TREE 1 /pF �yjS TO MAIN AND CAPPED AS DIRECTED BY THE CITY OF SALEM DPW / ENGINEERING. PROPOSED CATCH BASIN ® CLI O w EX. SMH RIM=9.18 18. PROPOSED TRANSFORMER PAD IS APPROXIMATE ONLY. ELECTRIC SERVICE TO BE PROPOSED YARD DRAIN Fp Z #557P84 \ \ eR/ k INV=4.60 DETERMINED BY OTHERS. ( ` GUY C f Z VLu w \ S c (PLUGGED) PROPOSED ROOF DRAIN 3 R�. POLE & GU WIRE / \ FIyFR S w u 67 : ; ;_ a /✓ ��`) O R OUTLET- \ PROPOSED SEWER (PER UTILITY C0� 4., HDPE \v �, vy,F/z POP. 1 S C OhW UP #551 i K T " • y 7EP5 \ 5 PROP. y �� Lija n MONITORING SHALLOW CB w Lu aii /,r S/D VGC `j WELL (M.W.) RIM=7.95IL PROPa PAVERS ✓/< F(q S '. 2 INV-4.25 O „stir <r % i q< EX: DMH r k O O OyW CO EX. CB � REPLACE CB O / , W NCRFTF RIM=7.95 �P GRATE WITH V 7 PR POSED o OO S/ INV=3.92 SOLID COVER / RECYCL o o OO \ : / / C \F V T^ Ohy Wq(k ? PROP. RIM=8.0 ENCLOSURE /T' S ' 12" INV=4.17 IN PROP: DMH 2'x20't �\ �` / - T 2 SPACES 3 SPACES PROP. MDC C�� w RIM=9.30 v m ry Z _ GAS TRAP Q W �' P #550 8" INV=5.63 IN ROOF �� I RIM=9.9t G 12" INV=5.30 IN NT PIPES \ �/ , 12" INV=5.30 OUT EX. DMH CB I PROPOSED SEDIMENT M.W. ✓ RIM=14.70 ¢ w I & OIL SEPARATC�� OOF \ p (LABELED SMH) IN 2.25 CD RIMS=BROUGHT TLY F.G. TICSFT\ W G - RIM=8.82 PROPOSED STORMWATER I -J TOP OF TANK=13.75 WATO R. DOM TO AFM y OPF\ PROP. INV=5.17 MANAGEMENT AREA #1 - -- I o 1 „ INV N=12.19 1 SPACES qT R TRANS (42) STORMTECH SC-740 CHAMBERS • h „- �.-, DOMESTIC D RMIN BY � FR di S +� WALL 1 INV UT-1 94 YD #1 25.5 [6 rows of 7 chambers) ' - REPLACE EXISTING �j� M HANIC L EN NEER U E SMH TOP OF STONE=20.5 i PRrP R�.T B INV OF TA K=7. ' 8'INV 23.25 II !, S RVICE WITH 8" PVC -8.71 '� op UP TOP OF CHAMBERS=20.0 - - - - f L SUMP 21.0 �.. ��J' (MIN 2%) IN =5. 6 S k !S,> #550-1 12" HDPE DRAIN INV'S=18.54 IN _� ++ N - - - SIZ- PRETOBE FIRE SE Vlsp 54 1 ,.. �c.. W UG L N - 1 �T ( c OQ / 12" HDPE INV=18.71 OUT .- - - - - Y #2=2 .5 AC D BOTTOM OF CHAMBERS=17.5 : n +- o _ DETERMINED BY FS _ O N O UMP-2 05 MECHANICAL ENGINEER �2 \ ' �. BOTTOM OF STONE=16.5 ro c Q = • S 8 (30.0'x52.28') PROP. ROOF DRAIN a N c 8" HDPE INV OUT=6.0 a pR 0 C OP PROP. SEDIMENT \ O = h Rr_: ✓aAl_i 0 / CFS PROP. DROP DMH <F / g• EX. CB w S • a� O RIM=16.00 FNC & OIL SEPARATOR RIM=8.8 v V m m RIM 16.00 F RIMs-BROUGHT TO F.G. c a+ 00 INV=10.00 IN TOP OF TANK=22.45 3 INV= \ N - PROP. 1 INV= .00 OUT D 12" INV IN=20.86 . O N w RD DOMESTIC WATER OP',fpA 12" INV OUT=20.61 ?'% ` BOTTOM OF TANK=16.53 EXISTING 8" D.I. .PIPE - ry_ '" <:.. PROP. ROP MH 'd/ ,� %�r _ 1 R. -- {>.a RIM- 66 F,f SIZE TO B°��E•TERMINED W ) --•--'-_. � >}, \ c< - .. ^i> ` : , (SOURCE UNKONO N � RD RD BY hti ",;;::�., 12' VIN= 8.50 �. r.. r:- n'4 IMPERMEABLE `.; _. �RD � MECHANICAL E � �' O , ._/. - _ MEMBRANE 1 RD NGINEER \ >� "� �~\ - OFF EDGE dF L,' __ -- -_ __ /n jt'r�F i[, 7 r �' / NV r / \ rn' � C , � ff/ N STONE `'i - ._ ''' FF T pr1i a3i v m 1 O qR o Lij w a V YD 8 ® A SALAL W Q o o `o 8"INV=2 .55 a N J t/1 w 4O w z a Q. v v v HDPE �S1JMP=21.30 V to LOT 1 GB ORgIN ' PROP, IR ',, �` `� RIM 26 25 U �•���.� V v v O SERVIC �. \ ` INV=22 2 12 rn w tm BE DETE SI T /r \\73,282 $.F. DMH DRAHDPE o "Rlrnrh m m ro E N c . c I M �f ".f :. . RIM=26.05 ems, rl�, n MECHANIC `� INV=21.75 \ 1 o IMPERMEABLE 1 > � ro ca ro ENGINEER ` ` o 0 r;. � w m a1 N �� �`� �, j 2 HDPE pRA1N �QD OO o MEMBRANE 1, / - c_ D D PROP. SMIH N, ILL RIM=37.801 %' .` \ o OFF EDGE OF !1 y v ro > E c3a INV=29.00I STONE O m a -..,.. . P t SE �-- ' PROP. SMH � / 'RCF r:,. r /y..,, I < �.�;✓ • o �.. (TYP.) TREES 6" RIM=37.00 of >Ff STEPS INV=28.00 w LLJ7 l�^ / "P I W ri Co 00 GRASS GRASS • _N ❑ GUY POLE I R S;- I ='7 R'•E1 1P, :. �� ( }' °° n ° GRASS 7 7 T T T T \ . �/`v L _ _ _ Z Q ,�,� o0o O 1 d we NYD Cl DPW HH we ❑r DP HH % '�V i J a Z < N aE E - S S _3 S S 5 S r.P (o7: Si/�/ � , - j� )' _ 1 gFm0o^t °^pw - h-1 S S S S 15' SEWER S EXIST. SMH S �> �� p �" ui rn u FIRE PULL o a RIM=32.39 a s �° a B 0 STO N STR �� a UP #4905 S 0 (� u,l z F 0 O w BOX W/GUY ��' �� _ `I tx.l.���.i_�G.i- a�. I V - N � � � �n � dw3 '. 3 DOUBLE GRATE- /00 EX. SMH _ PROPOSED SEDIMENT F RIM=35.47 W W W W W, W W W W W O & OIL SEPARATOR SHALLOWFpj}FFL 8^ SEWE PROPOSED STORMWATER 20' WATER MAIN t CB RIM=22.30 FC oY R p�� SEAL PROPOSED SEDIMENT & OIL SEPARATOR W T TO F.G. 0 INV=26.47 12" INV-19.50 \ �•C� M 0`M RIMs=BROUGHT TO F.G.TOP OF TANK=22.45 �P-9E _ 3 NF tH �+S MANAGEMENT AREA #2 0 �� 12" INV IN=20.86, 12" INV OUT=20.61 12" INV IN=�9 2`s� W aEP s.1 FOR TOWNHOUSE ROOF RUNOFF - ti ONLY (12) STORMTECH SC-740 BOTTOM OF TANK=16.53 12" INV OUT=19.00 M �� o CHRIST P. Cl CHAMBERS (3 rows of 4 chambers) z ® BOTTOM i OF TANK=14.92 W SPCIVILES y �� o m TOP OF STONE=29.0 S � UP #3296 UP �- W t� No.40174 TOP OF CHAMBERS=28.5 (n w UP #36, UP #16 6" HDPE ROOF DRAINS INV'S=27.5 IN BOTTOM OF CHAMBERS=26.0 BOTTOM OF STONE=25.0 Q „� -N L (15.75'x38.04') si011t�� LUMINAIRE SCHEDULE Parking Area CATALOG NUMBER 912 points of z=0, sp 10ft by loft SYMBOL LABEL QUANTITY HORIZONTAL FOOTCANDLES McGRAW—EDISON DESCRIPTION LAMP TILT ALF PHOTOMETRIC FILE Moximum 6.4 GALLEON SERIES LED T Minimum 0.0 TYPE IV WIDE OPTICS Avg:Min N/A GLEON—AE-04—LED—EI —T4W � U LJ. 20' MOUNTING HEIGHT O Max:Mln N/A - A 4- (FINISH,ELECTRICAL,PEDASTAL & 4 LIGHT SQUARES 0. .0.85 -: GLEON—AE-04-LED—E1 —T4W.ies cUnifGrad oif var N/A POLE TO BE OTHERS)SPECIFIED BY PER LUMINAIRELUMENS20555 u Q0 G Z GALLEON SERIES LED TYPE V WIDE OPTICS J W GLEON—AE-04—LED—EI —SWQ 20' MOUNTING HEIGHT B 1 8 LIGHT SQUARES o` 0.85 GLEON—AE-04—LED—E1 -5WQ.ie's W (FINISH & ELECTRICAL TO BE 4000K TWIN 180' Q Q SPECIFIED BY OTHERS) PER LUMINAIRE LUMENS 21803 O�ys GALLEON SERIES LED SPILL ELIMINATOR RIGHT OPTICS GLEON—AE-02—LED—EI —SLR 2 LIGHT SQUARES 0' — — 9�6 C 1 FI 20' MOUNTING HEIGHT 0.85 GLEON -AE-02-LED E1.—SLRJes Lu Ii (FINISH & ELECTRICAL TO BE 4000K SPECIFIED BY OTHERS) PER 'LUMINAIRE LUMENS 9227 1 � 'o v Ln NOTES: LLI �l 1 SECURITY LIGHTING TO BE DETERMINED. N o 2. ILLUMINANCE VALUES CREATED FROM MANUFACTURERS PHOTOMETRIC DATA. II N S 3. ILLUMINANCE VALUES SHOWN REPRESENT MAINTAINED HORIZONTAL J w Z o M FOOTCANDLES AT GROUND LEVEL. 0 ry ii 4. FOOT CANDLE VALUES SHOWN DO NOT ACCOUNT FOR LIGHT REFLECTION, Q Q U EXISTING LIGHT SOURCES, SLOPING GRADE OR EXISTING OR PROPOSED u CV-1 U � � `^ THREE DIMENSIONAL OBJECTS. O < 00 - - _ To � m o <oo�� a N 0 � o d^ xv W � o 0 o w � U ; N � � N v o p (gyp rvoo re LU x� c ,G - _ > _ 2 JJyy / CS 1 - '� 7.1 ✓ - i ""'-� /� �y ./.( j',�6:fr /i i" �' ': < y, '.`/,%r ;:r.,. '� - - - - 1 j ~ ,�f0 Lu ce � � ' � (/ _ Lu o w o x � o ^3` - Lu AFI ' Ld - dQ .. O Lua �. PRO NQ [Izd AP . ry (� I �X a� ox , ,� x f- ... !� JS' O `�.., ,; �( „�c Q N _ O > � FEE ( ry , � O � h 0, I j f' h ''�:,,•� � � V r, , C p `yF O'� ..li, pu, � U oo m Oo ,gR -= 0. 3 m o io ox� � � 0 � N W d �r yx I ti x 2 �X' ^C' �C' , '� ' -. , , V 1��1•�•�,� - O i -� " l - O x '� j % .�X .� �x� C D4 .. "S O __....� nX' v` , �J. '�wID �X 'r,. .;1 .7J - O y y O q q AP OP. SNOW Q L v o v `, : "S F ' x x� RAGE L) v G aj Q) + - I PROP/z _,0$ - - S � ^ 'L� 'a '� �I .. f— L- L 2 n In m � v �,t, ED:":PAV:E R a �. 1 1:. 1 �. Ems' I' _ _ ` : •� rix ''� .. .�C1 _ '� t '� _ � V 4) _ � tp 7 ,j•. n ., x . . 7 GTS p d Ox 1„ R:STORS GE Scn A � �x 4�; I� �° m m CS GRASS �y� C� ,� '� �' ,I I ^ .O �+'O b Z LL• - 3 3 3 GRASS - (� •� ,p� ,�X 3 / ,� .,l �\y �JT- "S 1 v '� 7 c O - 0.5 z o oLL a o ti �ti e� I r ( �l a� 0.5—a 0.5 �ti ��STM N21, �� Tt!,_I��, c� v) �rL h �^) ,O J..1 1(.I..I..I..1.1.1.1.1JJ.1� � w � Fco �O�F FR �' ._ _ _ � N Ln o c rc') �L ox O�FgR � H iQ < mo00 z� ^ 0 �a _FmoOmez 12o � rJ' uirnu CS a �^ foo W V � w .- w � ali3 z � _ SEAL >W- (Wool) MAS CHRIST P. - - � SPARAGES ml - _ CIVILSl y No. 74 I ` FINISHED GRADE FRAME & COVER PROJECT NOTES: - FINISHED GRADE EJ OMA552000026 FRAME & MORTAR - 1. EXISTING TOPOGRAPHIC INFORMATION IS THE RESULT OF AN ACTUAL INSTRUMENT MORTAR GRATE OR APPROVED EQUAL SURVEY PERFORMED BY WILLIAMS & SPARAGES LLC THROUGH MARCH 2016. SOME Q t TOPOGRAPHIC INFORMATION SHOWN ON ABUTTING LOTS HAS BEEN DIGITIZED FROM BRICKS AND MORTAR BRICKS AND MORTAR " TO BE USED TO MAKE TO BE USED TO MAKE • GRADE ADJUSTMENTS SUPPLIER TO PROVIDE- VARIOUS SOURCES. '. � U LL SUPPLIER TO PROVIDE 12-INCH COVERS TO ° GRADE ADJUSTMENTS 1. ALL ELEVATIONS SHOWN ARE REFERENCED TO THE NORTH AMERICAN DATA OF 1988 ' ' O 12-INCH COVERS TO ° ' - SUPPORT AN H-20 LOAD - SUPPORT AN H-20 LOAD - _ - . . - - (NAVD88)• G V N. : CONICAL SECTION WEEPHOLE TO BE 2. THE UTILITIES SHOWN ARE THE RESULT OF AN ACTUAL INSTRUMENT SURVEY PERFORMED W — BY WILLIAMS & SPARAGES LLC, FROM VARIOUS PLANS ON FILE WITH THE CITY OF SALEM W CONICAL SECTION PEEPHOLE TO BE PRECAST IN RISER PRECAST IN RISER SECTION AND OTHER PLANS OF RECORD. NO REPRESENTATION OR WARRANTEE IS MADE AS TO W THE ACCURACY OF THE LOCATION OF THE SUBSURFACE UTILITIES AND SHOULD BE Q SECTION -. � ' CONSIDERED APPROXIMATE V 4. 0 3. ALL UTILITIES SHALL BE VERIFIED IN THE FIELD BY THE CONTRACTOR PRIOR TO THE START OF - CONSTRUCTION AND SHALL NOTIFY THE OWNER'S REPRESENTATIVE IF EXISTING CONDITIONS RISER SECTION DIFFER FROM THOSE SHOWN ON THE PLAN THAT WILL PREVENT THE PROPOSED WORK FROM W RISER SECTION BEING COMPLETED AS INTENDED. e OUTSIDE OF PIPE , W +2" CLEARANCE 4. DURING CONSTRUCTION SHOULD A CONFLICT ARISE `BETWEEN AN EXISTING UTILITY AND v , 00.0 PROPOSED WORK THE CONTRACTOR SHALL NOTIFY THE OWNER'S REPRESENTATIVE IN WRITING W NORMAL PIPE OPENINGS TO BE FOR RESOLUTION OF THE CONFLICT. OUTSIDE OF PIPE : WATER +2' CLEARANCE - - PRE-CAST IN RISER - - - - - _ - - - -5. CONTRACTOR TO CALL DIGSAFE PRIOR TO CONSTRUCTION: -811. - 7 �.N LEVEL SECTION L 6. THE PROPOSED WATER CONNECTION SIZE, TYPE & LOCATION ARE TO BE DESIGNED IN W IN- m ACCORDANCE WITH 248 CMR 10.00: UNIFORM STATE PLUMBING CODE. O z "THE ELIMINATOR" CATCH � � � �. •� � z U o BASIN TRAP OR _ - - - a APPROVED EQUAL BASE SECT CN n?g„ 7. THE CONTRACTOR SHALL VERIFY ALL BUILDING DIMENSIONS AND ARCHITECTURAL BASE SECTION AF�gI SPECIFICATIONS PRIOR TO THE START OF CONSTRUCTION. Q ^ (n 8. ALL PROPOSED DRAIN PIPES ARE TO BE HDPE OR APPROVED EQUIVALENT UNLESS OTHERWISE SPECIFIED. L.1. uj�.�// m 9. PROPOSED WATER SUPPLY SHALL BE DESIGNED BY MECHANICAL ENGINEER. (V \ ° co ° 10. WHEREVER FEASIBLE, SEWERS WILL BE LAID AT A MINIMUM OF 10 FEET, HORIZONTALLY, FROM \ p 0° ° ANY EXISTING OR PROPOSED WATER MAIN. SHOULD LOCAL CONDITIONS PREVENT A LATERAL Q N n�i N w 12"MINIMUM — 'SEPARATION OF 10 FEET TO A WATER MAIN THE SEWER MAIN WILL BE LAID IN A SEPARATE U o\ 12"MINIMUM SCREENED GR:;VEL I ��� UNDISTURBED EARTH TRENCH AND THE ELEVATION OF THE CROWN OF THE SEWER PLACED AT LEAST 18 INCHES N C SCREENED GRAVEL — BELOW THE INVERT OF THE WATER MAIN. WHENEVER SEWERS MUST CROSS UNDER WATER //'��� ^ ^ � - UNDISTURBED EARTH r' � p 7 /••� Q V 1 PRECAST ECAS'I' CONCRETE MAINS, THE SEWER SHALL BE LAID AT SUCH AN ELEVATION THAT THE CROWN OF THE SEWER CATCH BASIN v OBTAIN15 AT LHORIZONTAL OR VERTICAL SEPARATION AS STIPULATED AEAST 1B INCHES BELOW THE INVERT OF THE WATER BOVE,EN. H BOTH EN IT ITHE WATER MAIN S IMPOSSIBLE ° C� Q PRECAST . DRAIN MANHOLE DETAIL AND SEWER SHOULD BE ENCASED IN CONCRETE FOR 10 FEET EITHER SIDE OF THE CROSSING. DETAIL L NOT TO SCALE) - 11. THE APPLICANT SHALL N COORDINATE WITH THE SALEMBUILDING PERMIORKS DEPARTMENT TO ENSURE W ( (NOT TO SCALE) PROPER DOMESTIC AND FIRE FLOWS PRIOR TO BUIL SINGLE GRATE > z SLOPED GRANITE CURB 12. VERIFY ROOF DRAIN LOCATIONS WITH ARCHITECTURAL PLANS. .�T J AS SPECIFIED cn 13. THE CONTRACTOR IS RESPONSIBLE FOR THE PROTECTION OF ABUTTING PROPERTIES FROM W a Z MIN. 2" 3:1 SLOPE DAMAGE IN RELATION TO ALL PROPOSED IS SITE WORK. W w 6" DIA. SCH40 STEEL PIPE, FILLED WITH EJ OMA552000056 3 FLANGE FRAME & 1 6 4 REVEAL rr• z CONCRETE. PROVIDE ' WELDED CLOSURE }- 14: THE FOUNDATION PERIMETER DRAIN SHALL BE INSTALLED IN ACCORDANCE WITH 780 CMR 5405 rn 0 GRATE ® CURB OR APPROVED EQUAL PLATE AT BOTTOM. PIPE SHALL BE RUST - LAYER TOP COURSE (THE MASSACHUSETTS STATE BUILDING CODE). . . . w O FREE AND PRIME COATED. BOLLARDS TO BE i EJ OMA552000067 '4 FLANGE FRAME & RE Ii _ ', �.;` ,. _ • o LAYER BINDER COURSE 15. PORTIONS OF SITE WORK SHALL COMPLY WITH THE CURRENT AMERICANS WITH DISABILITIES p FINISHED GRADE GRATE ® LOW POINTS OR APPROVED COVERED WITH POLYETHYLENE SLIP COVER. • ._ , w EQUAL COLOR TO BE COORDINATED WITH OWNER. 11 - ACT AND MASSACHUSETTS ARCHITECTURAL ACCESS BOARD REGULATIONS. W O U - DENSE GRADED CRUSHED u m .'I o STONE 16. PROJECT REQUIRES COVERAGE UNDER THE NPDES CONSTRUCTION GENERAL PERMIT AND THEZD MORTAR . - .. BRICKS AND MORTAR ; PREPARATION OF A STORMWATER POLLUTION PREVENTION PLAN. Lu . . TO BE USED TO MAKE POURED CONCRETE BASE cz w °. . '. < ' GRADE ADJUSTMENTS F 8,. 17. ALL DIRECTIONAL SIGNAGE AND PAVEMENT MARKINGSSHALLCONFORM TO THE LATEST EDITION w a MIN. 8" FLAT TOP 48"OPENING j PROVIDE POSITIVE SLOPE COMPACTED OF THE MANUAL OF UNIFORM TRAFFIC CONTROL DEUCES. w Ir _I •,- WEEPHOLE TO BE - - r� -- . - - SUBGRADE PRECAST IN RISER AWAY FROM BOLLARD, CL ° SECTION SMOOTH CONCRETE FINISH 18. SITE TO COMPLY WITH ADA STANDARDS. ACCESSIBLE CURB RAMPS SHALL BE PER THE O - MASSACHUSETTS ARCHITECTURAL,ACCESS, BOARD (AAB) AND THE AMERICANS WITH FINISH PAVEMENT GRADE v e VERTICAL CURB, DISABILITIES ACT (ADA) ACCESSIBILITY GUIDELINES. RISER SECTION 5'-0" DIAMETER ` TYPE VB FINISH GRADE, ° MATERIAL VARIES v m r,4 O z NORMAL OUTSIDE OF PIPE BINDER COURSE WATER +2" CLEARANCE H TOP COURSE LEVEL 24' CONCRETE FOUNDATION ° a USE SONOTUBE FORM VARIES 6„ 0 o a "THE ELIMINATOR" CATCH - �•, �. - . . BASIN TRAP OR 3/8" DIA. WELDED HOOPS. a APPROVED EQUAL - �, / 18" DIA. TOP, BOTTOM, AND CENTER BASE COURSE 6' BASE SECTION - - MIN. F- FOR PAVEMENT CRUSHED STONE a, r4 � _ MAKEUP, SEE 0 v _ \� \� \� \� COMPACTED PAVEMENT NOTES Oo°o�O ° °°oo �: Y fV i�/i�/i�/i/ UNDISTURBED SOIL ° RAVEL BASE°�o% � 6" MIN. vi 0 0 c: 0 0° o - - °a0 ° o - — y O 2 POLYETHYLENE COVERED > a N 12"MINIMUM - - - -- BOLLARD a d •- o SCREENED GRAVEL UNDISTURBED EARTH - - ` - - O c N d l7 m m DETAIL VERTICAL & SLOPED GRANITE CURB M PRECAST . DOUBLE GRATE CATCH BASIN (NOT TO SCALE) o cc N W D ETAI L (NOT TO SCALE) . (NOT TO SCALE) . MANHOLE COVER TO CONCRETE COLLAR O READ "SEWER„ b MANHOLE FRAME AND 8" 8' ////,7�EXISTING GROUND SURFACE OR N p E v COVER AS SPECIFIED FINISHED GRADE (USE H2O LOAD IN PARKING LOT) PLAN BRICK FOR GRADE _ _ _ w N o 0 0 _ CNJ vJi y v a, a ADJUSTMENT "' F a u .:n m —I PRECAST TRA TION �, WALL 'OF MANHOLE c of v v O 2 m v2 NSITION SEC BRICK SHELF u rn -0 ..u- °> �—OR BARREL SECTION WITH SLOPE 1 "/FT. o' a T T ro y � m fz PRECAST TOP SLAB o o m m c — ._ .- -- m m o •• �. ELEVATION SAME AS m ami z rn :9 ° o o. D ° FLOW c �° CROWN OF HIGHEST PIPE. c 3 °1 c o 0 B ° B _ 3v „ ti 3 N RUBBER` "0"-RING GASKET ° ° ro 'j o a rLa °• I OR PREFORMED FLEXIBLE — — — WALL OF MANHOLE ® a 4'-0" UNLESS OTHERWISE- JOINT SEALANT AS SPECIFIED INDICATED ON DRAWINGS o � V) o MANHOLE RUNGS a• MULTIPLES OF 1',2',3',4',5', °o ° BRICK OR CONCRETE FILL. - — - — h�`1 � o POLYPROPYLENE COATED STEEL W ( ) OR 6' LENGTHS AS REQUIRED P' I °v ' — — t m ^ PIPE v' °. PIPE °o 8" MINIMUM ° pw °: o. ° 8" MINIMUM z a °; ° U SEE PIPE CONNECTION ' ° e . o v v ° _ � ^ � SHELF ELEVATION SAME AS DETAILS THIS SHEET BRICKS ON o' ° o ° o ° a coo Z CROWN OF HIGHEST PIPE. vf o I EDGE (2X8 EXPOSED) 12" MINIMUM SCREENED H� o w u 8' MINIMUM GRAVEL BASE. Q-I s o z v w - - - - — I BRICK CHANNEL APPLIES / r' CA 7 a w 3 - - — - — - — - — - I TO DROP CONNECTIONS AS BRICK ON EDGE - - - - - - WELL AS CONVENTIONAL. UNDISTURBED EARTH THICKNESS OF BOTTOM SLAB A SECTION B-B SEAL �P�tpOF6!4SS9 SHALL NOT BE LESS THAN THE MANHOLE BARREL ° 12" MINIMUM CHRIST P. SECTION WALL OR TOP SLAB SCREENED GRAVEL ' .- � - � .. � .� SPARAGES WHICHEVER IS GREATER. CIVIL No.40174 ® _ UNDISTURBED EARTH BRICK OR CONCRETE FILL. Aga SF a f SECTION B-B PRECAST SEWER MANHOLE - DETAIL oil 2a Ilo HEAVY DUTY CAST IRON FINISHED GRADE GRADE COVER AND FRAME VENT TO ROOF FINISHED GRADE UNPAVED PAVED INLET D A B W � < � � EXISTING GROUND U . L.L. INLET PAVING AND SUB-BASE MATERIAL - _ I '_ I--1 I=i 1-- I f I I O I I � � I � III =I � I=1 � I=i—,�1--- 11=1 � �=� i � --I —' AS REOD 1 -0 CC z 00 5„ 4,-0„ 3,-6„ 3,-0„ 5„ • 2" MA G COMMON FILL 'MATERIAL 1 4 -0"x4'-0" 33-0" 2'-6" 6„ J W COMMON FILL MATERIAL 6" OVERLAP 6" 4'-0" 5'-0" 4'-6" 5" WATER W 4'-0"x4'-0„ 4,-0„ 3,-6„ 6„ 4,. COMMON FILL MATERIAL WARNING TAPE B� 5,_0„ 3,-6„ 3,_0„ 6„ r � Ln 8„ 5, 0„ 6,_0„ 5, 0„ 6„ INLET J L" GEOTEXTILE FABRIC 6'-0„ 4,-0„ 3, 6„ 7„ f SCREENED GRAVEL PLACED AGAINST (TYP) �� 8'-0" 3'-0" 2'-6" 9" e W UNDISTURBED SIDES AND BOTTOM OF 2' A W 12' MINIMUM SEE ° 8'-0„ 5'-O" 4'-0„ 9„ •Q. 1 ' OUTLET TO SEWER W 3/8" TO 3/4„ tD 8" MIN CLEARANCE WASFED GRAVEL ° °, N IN SCREENED GRAVEL D z Z m NOTES: 7 L.L.I 4" PERF. CORR. HDPE 3" 1. CONCRETE: 4,000 PSI MINIMUM AFTER 28 DAYS. . (HOLES FACING UP) B min STEPS a Q � Q SEWER OR DRAIN TRENCH. SEE NOTE 1 2. MANHOLE DESIGN SPECIFICATIONS CONFORM TO LATEST J O ASTM C478 SPEC FOR "PRECAST REINFORCED UNDISTURBED EARTH NOTE 1 BELOW UNDISTU�ED EARTH CONCRETE MANHOLE SECTIONS." SHE . W ry m 8" MIN SCREENED GRAVEL BEDDING 3. BUTYL RESIN SECTION JOINT CONFORMS TO LATEST . a� NOTES BELOW OUTSIDE DIAMETER OF PIPE. NOTE: SEE PLAN VIEW FOR PROPOSED LOCATION. ASTM C443 SPEC. J N I .- O FOR PIPES OTHER THAN PVC,' SELECTED COMMON FILL MAY BE USED FROM 4. STEEL REINFORCED COPOLYMER POLYPROPYLENE PLASTIC --I W Q ( ^ N N \ Q MID-DIAMETER OF PIPE TO 12" ABOVE TOP OF PIPE U N D ER D RAI N STEP CONFORMS TO LATEST ASTM C478 SPEC. SECTION VIEW �./ (y N o p TRENCH DETAIL FOR 5. PIPE NOT SUPPLIED. W O d� N DETAIL GAS TRAP irD GRAVITY PIPE 6. CONE SECTION AVAILABLE IN 4'-0 I.D. ONLY. Q (NOT TO SCALE) DETAIL 0 (NOT TO SCALE) 7. FOR INLETS LARGER THAN 10" THE DESIGN AND DIMENSION WILL BE DETERMINED FOR EACH PARTICULAR CASE. " ,.. (NOT TO SCALE) Ca v 000.0 L- z FILTER FABRIC AS SPECIFIED 1— W < z w O w - U 30' MAX SPACING BETWEEN 2 EXPANSION JOINTS x 0 w OU 5'-0" TYP. I GUTTER SLOPE MEASURED W U m 4" THICK CONCRETE WALK H a ALONG FACE OF THIS p CURVE LEVEL ENTRANCE **RAMP LENGTH - 1.5%* FOR DRAINAGE I �f, Q � w w CONTROL JOINT (SAW CUT 1-IN DEPTH) 0O RAMP REFERENCE w O d 000 POINT CROSSWALK O SIDEWALK 7-1/2" EXPANSION JOINT REQUIRED WHEN ', '• WOOD POST 000 CL RAMP OPENING / '7 WALK ABUTS RIGID STRUCTURES WHEELCHAIR 000 `./ PLAN RAMP 000 FILTER FABRIC' AS SPECIFIED GRASS OR g Z 6.5' GRANITE –FACE OF MASONARY STRUCTURE BUILDING, ETC. w TRANSITION CURB 1/2" PREN10LDED JOINT FILLER 'W/ JOINT SEALER o WIDTH VARIES(SEE PLAN WWF 6x6-W4xW4 i CROSS SLOPE 2% MAX. /— (2" MIN. TO FINISH SURFACE) - N i ANCHOR FABRIC WITH SOIL, TAMP BACKFILL NOTES: ., " EXISTING GROUND - * CONSTRUCTION TOLERANCE f0.5% tt - a:: 4 TYP SURFACE DIRECTION OF FLOW i — LA 8" GRAVEL BORROW (TYPE B) Fill ITITh=ITI�ImLJ )TjJlTllhlll COMPACTED SUBGRADE L WHEELCHAIR RAMP SINGLE CARRY FABRIC DOWN z v W INTO TRENCH WALK AT MASONRY STRUCTURE 6 DIRECTION WITH LEVEL N N ENTRANCE � � Q WOOD POSTS u L p 2 s'—o" O.G. MAX. DETAIL a Q o (NOT TO SCALE) y o 5 -0, v V m m CROSS SLOPE 2% MAX. FINISH GRADE S I LTFE N C E DETAIL 3 m N .. . WWF 6x6-W4x (NOT TO SCALE) O N W . 8" GRAVEL BORROW (TYPE B) TIIIrIIITIIITIII III„III J ITIIITII„1--COMPACTED SUBGRADE 2, o EDGE OF SLAB rn = •v O TYPICAL CROSS SECTION �?0 NO OF o No OI > E c G� O J o d U 5 BARS 18„ I Q L L O W N o 0 0 # a ON CENTER U N y v a W BOTH WAYS H C -� TOP AND BOTTOM H v v o "LEVEL LANDING” U 0. -0 , IL m m rn „ aj 1.5% * CROSS m et ro ii 3 3 3 6 18„ SLOPE FOR DRAINAGE m g Z CONCRETE AS SPECIFIED v LL c p 1/4"W x 1"D SAW CUT LEFT RIGHT ro '> 'p C ro D p a 0 CONTROL JOINT (MAX. 5'-0" O.C. TYP.) * VARIABLE P �" (PLAN) SIDEWALK o Q VARIABLE 40 EXPANSION JOINT h h ~- �• .� FINISH GRADE - - - . - '�. : . . w p .r+ c WWF 6x6-W4xW4 (2' MIN. TO o N L m 00 e x-�_x' __x: :' x z ; . FINISH SURFACE) #5 BARS 18” 0 0 0 0 0 o r ' F m rn T „ ON CENTER - *. __y o 0 0 0 0 0 * MAX 8 GRAVEL , _ .. . .. ..,:,:.. 7.5% GRANIT UR z ° o0 BORROW (TYPE B) BOTH WAYS 8 CONCRETE _ . _ w Q O - --- - - - - -1 - =- COMPACTED SUBGRADE TOP AND BOT-OM _ f'c=4,000 psi REFERENCE EDGEF ROAD Z< 0 WAY E"'� � RAMP R CE 6„ F---� LONGITUDINAL SECTION TOP OF SLAB POINT 5' MIN. N 5 c O O ,o z NOTES: H°i w O w u 0)u In Z Z a, t--18"—I LIMITS OF CEMENT CONCRETE RAMP NOTES: a o, °- O •. N 1. SURFACE SHALL BE BROOM FINISH UNLESS OTHERWISE NOTED. FINISH SURFACE SHALL BE SLOPED' FOR (� W ^ N sa 3 I . POSITIVE DRAINAGE AND SHALL SLOPE AWAY FROM STRUCTURES. N - * CONSTRUCTION TOLERANCE t0.5% , tea �• 3 _ 6" COMPACTED RAM P Q� 2. EXPANSION JOINTS SHALL NOT EXCEED 30' O.C. AND SHALL BE PLACED AT ALL BUILDING ABUTMENTS. £ WHEELCHAIR V C� �,�x � GRAVEL BASE COURSE SEAL 3. CONTROL JOINTS SHALL NOT EXCEED 5'-0" O.C. UNLESS OTHERWISE NOTED. M (ECFV) DETAIL ��P�SHO Mgss90 CHRIST P. 9G (NOT TO SCALE) m - SPARAGES CONCRETE WALKWAY CIVIL4 - A9 X0.4 4 T DETAIL CONCRETE SLAB (DUMPSTER) (NOT TO SCALE) D ETA I L o i (NOT TO SCALE) �IZQ���� ACCEPTABLE FILL MATERIALS: STORMTECH SC-740 CHAMBER SYSTEMS AASHTO MATERIAL COMPACTION I DENSITY MATERIAL LOCATION DESCRIPTION U LL- CLASSIFICATIONS REQUIREMENT FINAL FILL: FILL MATERIAL FOR LAYER'D'STARTS - - - 38" O.D• _ - - O FROM THE TOP OF THE'C'LAYER TO THE BOTTOM ANY SOIUROCK MATERIALS,NATIVE SOILS,OR PER PREPARE PER SITE DESIGN ENGINEER'S PLANS. - _ S� V ' D OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED ENGINEER'S PLANS.CHECK PLANS FOR PAVEMENT N/A PAVED INSTALLATIONS MAY HAVE STRINGENT Z GRADE ABOVE.NOTE THAT PAVEMENT SUBBASE SUBGRADE REQUIREMENTS. - - - - MATERIAL AND PREPARATION REQUIREMENTS. - - LIJ - MAY BE PART OF THE'D'LAYER - - - - - - BEGIN COMPACTIONS AFTER 12"(300 mm)OF AASH70 M145' MATERIAL O`JER THE CHAMBERS IS REACHED. - - - LL.I c 'A-1,A-24,A•3 COMPACT ADDITIONAL LAYERS IN 6° 150 mm MAX INITIAL FILL: FILL MATERIAL FOR LAYER'C' GRANULAR WELL-GRADED SOIUAGGREGATE MIXTURES,<35h ( ) - ' - STARTS FROM THE TOP OF THE EMBEDMENT FINES OR PROCESSED AGGREGATE. OR - - LIFTS TO A MIN.95%PROCTOR DENSITY FOR C STONE IS'LAYER)TO 18"(450 mm)ABOVE THE - WELL GRADED MATERIAL AND 95%RELATIVE - - HE HAMSER.NOTE THAT PAVEMENT MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU 3 , '- DENSITY FOR PROCESSED AGGREGATE _ OPTIONAL Z4" DIA TOP OFT C AASHTO ,67 SUBBASE MAY BE A PART OF THE'C'L4YER. - - OF THIS LAYER. 3,357,4,467,5,56,57,6,67,68,7,76,8,89, MATERIALS.ROLLER GROSS VEHICLE WEIGHT , ' _ - ' - - .CAST IRON -FRAME 9,10 NOT TO EXCEED 12,000 Ibs(53 kN).DYNAMIC AND COVER/GRATE� _ . FORCE NOT TO EXCEED 20,000Ibs(89 kN). - Lu - EMBEDMENT STONE: FILL SURROUNDING THE CLEAN,CRUSHED,ANGULAR STONE,NOMINAL SIZE AASHTO M43' - B CHAMBERS FROM THE FOUNDATION STONE(A' DISTRIBUTION BETWEEN 3/4-2 INCH(2050 mm) 3,357,4,467,5,56,57 NO COMPACTION REQUIRED. -LAYER)TO - - - PLAN VIEW _ _ _ W FOUNDATION STONE: FILL BELOW CHAMBERS CLEAN,CRUSHED,ANGULAR STONE,NOMINAL SIZE - AASHTO M43' PLATE COMFACT OR ROLL TO ACHIEVE A FLAT - <e w ..e e V �/� `) '�^ t.0 - A FROM THE SUBGRADE UP TO THE FOOT(BOTTOM) DISTRIBUTION BETWEEN 314-2 INCH(20-50 mm) 3,357,4,467,5,56,57 SURFACE.•' " - -6" - _ (4) 10" DIA - ' O OF THE CHAMBER. - - - <• .r KNOCKOUTS °"• PLEASE NOTE: - - •. 90' APART - da z to .. 1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY.THE STONE MUST ALSO BE CLEAN,CRUSHED,ANGULAR.FOR EXAMPLE,A SPECIFICATION FOR#4 STONE WOULD STATE:"CLEAN,CRUSHED, - _ _ Z : M ANGULAR NO.4(AASHTO M43)STONE', - a a a O STORMTECH2. COMPACTION REQUIREMENTS ARE MET FORA'LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 6"(150 mm)(MAX)LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. 1 ', 2', OR -3' - 3. -WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION,FOR STANDARD DESIGN LOAD CONDITIONS,A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION - 2'-0" _ - - 2 -6 d - RISER EQUIPMENT.FOR SPECIAL LOAD DESIGNS,CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. - - - - - V / BARREL 7„ r 4" v ) a I F1 ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL - - _ SECTION • - ^ uj OM AROUND CLEAN,CRUSHED,ANGULAR STONE IN A&B LAYERS - PAVEMENT LAYER(DESIGNED '. - S H SA 1� W ' BY SITE DESIGN ENGINEER) - - e N J `\k� \� \ \ ..� \ ,`.... n. - ]... \..\r,:\� ...,...� ,\�. .p\ \- A PERIMETER STONE .. ,. \.._.. ,a .. �\\ ...,:... \\.h�. ...,. . .z �\ >.\ D \y \, ,� \, 8 .\. >\ :.� ,a \ \... . -\ �.. . O l \.:., \ ,.,,.a3,.n' a.:.., \,r ., n a ,.r.,r-;v,,. .IHS=q ryrl s �aoMas_,ka�? ua '> �— o 0 .,�,rt.a,y .� .o.:Grp�, . � e....,> � „r..y � ..�.� ., •,. ..Z. �. .. . .. : . 2.4m . . SEE NOTE 6 % ,.. . , _ .,' :: _ Es. z4 eoo - , ( ) UJ _ 2 62'-0" N ( ) � .. . .. :+ r. ..- ... .i:.., : . . ", > r .,/ .., i �. ../.. �. KitRE.A�Yi Thi.. .{,...I�Y,.I..! L. . .. N N g,, >, .i x, , :i -, is.r/Il...r l.. „u . /:, r. L, ,rll N., rn rl /II . , , :. /II . 2 0F- ,,._�.4i-r ._ ,:,__(�ri--.. r a_ .,: „ ._ r_. ,._.. Ci:i— ✓:.. _.,'<_ ..<_ .,,_:-.�-.,.i-. ._. .G--.. .: I 450 mm MIN .. - ,.r_ . ._ . ._ .-_ . r_ _, -,_. � . _ _ _., _ >.._ . 1 ( ) MAX � .. � 01 � \ Q N 6"(150 mm)MIN SUMP BASE p 4 C EXCAVATION WALL ' s .F. wr B �•� ? , ' - - - o S H EA W 1- n O n n (CAN BE SLOPED OR VERTICAL) - ,. =); O �r rl .:' 30" - _ - .. I - .. , ,h- ' aJ: '1(760 mm) Q O . 51 ll L CCIiI q - ir _,,,-: _,,, - SECTION VIEW n 1: L- L .._ T a .. ice, J 71, L: 1 .. SECTION VIEW LLI 111-I. _ ��( --:1- T DEPTH OF STONE TO BE DETERMINED .. . �V —. ,_� L J- :-L i,-LLI ,,:L.T ;L:. „ `. -_-_ IBY DESIGN ENGINEERS (150 mm)MIN 112"(300 mm)MIN SC-740 SUBGRADE SOILS -� 1150mm MIN 51"(1295 mm) ---';12"(300 mm)NF : - SECTIONS ITEM NO WEIGHT - - '� � NOTES: LL v) END CAP (sEENOTES> ( ) 1 '-0" RISER MC-MCB12RH 440# W Qp z 1 . CONCRETE: 5,000 PSI MINIMUM AFTER 28 DAYS. 2'-0" RISER MC-MCB24RH 880# � NOTES? - 2: DESIGNED FOR H-20 LOADING. 3'-0" RISER MC-MCB36RH 1320# r 0 z CONFORM TO THE REQUIREMENTS OF ASTM F2418"STANDARD SPECIFICATION FOR POLYPROPYLENE PP CORRUGATED WALL STORMWATER COLLECTION CHAMBERS", - - - - - - - -- ' -- - : Z U w 1. - ORASTIAFMBERSSNDARD Q ( ) - 2 0 BASE MC MCB24SH 1175# OR ASTM F2922"STANDARD SPECIFICATION FOR POLYETHYLENE(PE)CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". - - - � - -. : � - � � (� � � � 2. SC-740 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787"STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION - - 2'-0' BARREL MC-MCB24BSH 880# _ : g 'w O CHAMBERS". 38" COVER MC-MCB38CH 585# LIJ O U 3. "ACCEPTABLE FILL MATERIALS"TABLE ABOVE PROVIDES MATERIAL LOCATIONS,DESCRIPTIONS,GRADATIONS,AND COMPACTION REQUIREMENTS FOR FOUNDATION,EMBEDMENT,AND FILL - - - - U � m - MATERIALS. 4. THE"SITE DESIGN ENGINEER"REFERS TO THE ENGINEER RESPONSIBLE FOR THE DESIGN AND LAYOUT OF THE STORMTECH CHAMBERS FOR THIS PROJECT. 5. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE(ALLOWABLE BEARING CAPACITY)OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE - - - - - IA H , - W LJ MANHOLE 30 D 20 WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. - - � - � � � :- .� .` K � 6. - PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. (�� CATCH Q - - Q 7. ONCE LAYER'C'IS PLACED,ANY SOIUMIATERIAL CAN BE PLACED IN LAYER'D'UP TO THE FINISHED GRADE.MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL - M I' •I CA I C H - BASIN N - W _ - - REQUIREMENTS OF LAYER O'OR'D'AT THE SITE DESIGN ENGINEER'S DISCRETION. - - - - O a STORMTECH SC- 740 CROSS SECTION V (NOT TO SCALE) DO NOT INSTALL - F, INSERTA•TEEAT _ _ : - - - - V• m N .- Z t, `k:;l. 1 s CHAMBERJOINTS - z , CONVEYANCE PIPE - MATERIAL MAY VARY - PVC,HDPE,ETC. il-n - '1- till EXTEND ACCESS COVERS TO FINISH GRADE a L Lj fN F - I r ' .1,,-_T?I ..i .i i' _,_1115711 :�,_, T ::-..I'=1 trr,: : A - ' - - •° n y p0. - MUD INSERTATEE - I}—'C ''--_ 1 , �t7`�a.1R vl L,y'.�L „. " _ y ,— CONNECTION ...,Ip,;J�"a�_N? ! T ail III h I IL—uri.Cil�'.: - _ 8 KNOCKOUT 8 KNOCKOUT N �. N - - Ilir3�'.•I).- 1 _r::.-i c . IP,'Lrt - INSERTA TEE TO BE _ INSTALLED,CENTERED - - - (TYP) (TYP). C .. V) O - - OVER CORRUGATION - 36" X 12" - e V 0) C Q - PLACE ADS GEOSYNTHETICS 315 WOVEN ` _ I - - - • OPENING .. •Q ,L, GEOTEXTILE(CENTERED ON INSERTA-TEE - - - - - - 5'-0" 6'-O" ,_ .. a N = C SECTION A-A SIDE VIEW _ VERIFY W/SHEA - ROTE OVER BEDDING STONE FOR SCOUR .-- - .. O O 0 ic - - Q � C PROTECTION IL SIDE INLET CONNECTIONS. - - - - GEOTEXTILE MUST EXTEND 6"(150 mm) - - - - 2'-6" - - i �, 0) O - MAX DIAMETER OF HEIGHT FROM BASE OF 4 -8 - 36" X 24" d 4"-5" C) PAST CHAMBER FOOT _ 24 DIA OPENING 0) U m m _ CHAMBER INSERTA TEE CHAMBEROO - C EANOUT CO ER - - - SG310 6"(150 mm) 4"(t00 mm) (3 PLACES) 6 1 -0' 3 M 00 ry SC-740 10"(250 mm) 4"(100 mm) - - - Lw n t - 0 N w DC-780 10"(250 mm) 4"(100 mm) - - -SECTION VIEW - MG-3500 12"(300 mm) 6"(150 mm) - - PLAN VIEW - NOTE: - - MC-4500 12'(300 mm) 8"(200 mm) _ (NO TO SCALE) p PART NUMBERS WILL VARY BASED ON INLET PIPE MATERIALS. INSERTA TEE FITTINGS AVAILABLE FOR SDR 26,SDR 35,SCH 40 IPS � O v CONTACT STORMTECH FOR MORE INFORMATION. - GASKETED&SOLVENT WELD,N-12,HP STORM,C-900 OR DUCTILE IRON - - - - N - 3 - _ 01 O � = N 1. CONCRETE: 5,000 PSI MINIMUM AFTER 28 DAYS. N O > E O Lu a� cu O STORMTECH SC - 740 I N S E RTA TLE 2. DESIGNED FOR H-20 LOADING. ALSO AVAILABLE IN H-10 LOADING WITH 3" WALL. LU Q O o O SEDIMENT AND OIL SEPARATOR vi (NOT TO SCALE) 3. TONGUE AND GROOVE JOINT SEALED WITH BUTYL RESIN. U v a D ETAI L a 10 4"(100 mm)SCHED 40 .- _ U O -0 LL N d w 4) O '- . - SCREW-IN CAP . . . : .., - - .. _ - - .. ,::, ,. . _ �' T� A � 'I= � OJ '•>� c c m m � = 3 3 3 NYLOPLAST 12"(300 mm) - _ - __ - - _ "p T"Q Z. rt1 rC f0 INLINE DRAIN BODY W/SOLID - ..._ y m y 01 i i L GJ. HINGED COVER OR GRATE 4) U. CONCRETE COLLAR �18"(450mm)MINWIDTH � d O p PAVEMENT I _ - _ _- - 8"(200 mm) - � .. MIN THICKNESS 4'(100 mm) r SCHED 40 PVC o . . - 4" 100 mm .. _ - - _ - . SCHED 40 PVC - _! . . . _ Nw CoCOUPLING _ - I'�J —� _. 4"(100 mm - _ - : .. z Z. rn Co 0 ?s�,.:. .: ,,c` :�✓ SCHED 40 PVC _ : f"'a( '� z - Q vmi I U STORMTECH CHAMBER .: ,.� _ (200 mm) 1 CORE 4.5" 114 mm 0 - - - - - - _ �1 iQ Lij p^i - -,; HOLE IN CHAMBER - - - - .. ~( N � w p Z ;';Z. - (4.5"HOLE SAW REO'D) - - _ _ - - D rn 00 vwi - r. ANY VALLEY _ SEAL '— CI� LOCATION - - - SH CF 1,4,48 12f, NOTES: - 1. INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER - - CONNECTION DETAIL - - - - - - �� Oy - - a CHRIST P. � CORRUGATION VALLEY MS - - SPA RAGES m 2. ALL SCHEDULE 40 FITTINGS TO BE SOLVENT CEMENTED. . _ _ - - CIVIL y No.4 4 - _ - . . 9. /S T INSPECTION PORT 'A (NOT TO SCALE)