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SPR Application
■ A SPJi �Rs� i . CITY OF SALEM PLANNING BOARD 2619 JUN CITY OF SALEM SALEM,Y CL ERk APPLICATION FORM 11ASS SITE PLAN REVIEW ' Location of Property: 435 Highland Avenue, Salem, MA Map & Lot: Owner: Life Storage LP Applicant: Life Storage LP Address/PO Box: 6467 Main Street Address/PO Box: 6467 Main Street , City, State, Zip Code: Williamsville, NY 14221 City, State,Zip Code: Williamsville, NY 14221 Telephone: 716-650-6012 Telephone: 716-650-6012 I. Project Description: The redevelopment of the site entails the demolition of the (2) two-story existing storage facility buildings currently on site and the construction of a new, three-story storage facility with associated on-site parking spaces, utilities, stormwater improvements, site lighting, and landsca-ping. Zoning District(s): Business Highway(132) Square footage of parcel: 79,692 s.f. Gross Square footage of structure(s): 90,234 s.f. Square footage of footprint: 30,078 s.f. No. of dwelling units: N/A 11. Submission Requirements: Application form and attached reports, statements,and narratives: Five (5)hard copies shall be brought by the applicant to the City Clerk to be "date stamped". The City Clerk will retain the original; the remaining Four(4) copies:shall be filed with the Planning Board by the applicant. Plans and drawings: Four(4) full-size(24"x 36") sets of all plans and drawings and nine(9)half-size (11"x17") sets of all plans and drawing shall be filed with the Planning Board by the applicant. Electronic submission: One(1) electronic copy of all application materials, including the application form and attached reports, statements, and narratives, and all project plans and drawings, shall be filed in .pdfformat with the Planning Board by the applicant. A. Required Narrative: A brief narrative, as requested by the Planning Board addressing the site plan requirements and other appropriate concerns in the following defined categories: 1. Building 2. Parking and loading 3. Traffic flow, circulation and traffic impact 4. External lighting 5. Landscaping and screening 6. Utilities 7. Snow removal 8. Natural features and their protection and enhancement 9. Topography and its maintenance 10. Compatibility of architecture with surrounding area B. Environmental Impact Statement: in accordance with Appendix A of the Salem Subdivision Regulations. C. Required Plans and Drawings: A Site Plan stamped and dated by an architect, registered engineer, landscape architect, or other qualified professional, at a scale of 1"=40', (or as established by Planning Board) including all requirements as set forth in IIIB of the Salem Subdivision Regulations and the following: 1. Location and dimensions of all buildings and other construction; 2. Location and dimensions of all parking areas, loading areas, bicycle racks or bicycle, storage areas, walkways, and driveways. 3. Clearly identify pavement changes exceeding 5% and any vegetated slopes steeper than 1 V:3H, identify all pedestrian and vehicular pavement materials. 4. Location and dimensions of all internal roadways and access ways to adjacent public roadways; 5. Location, function,photometric intensity, color temperature, and fixture type of external lighting; 6. Location, type, dimensions, and quantities of landscaping with the size of the planting identified. 7. Location,type, and dimensions of screening; including retaining walls and fences. 8. Current and proposed location and dimensions and screening of utilities, including: water, stormwater, sewer, drainage, drain inlets, drainage tanks, back flow preventers, manholes, hydrants, gas, electrical,telephone,wireless telecommunications facilities, HVAC-related mechanicals, transformers, switchgears, generators, intake and exhaust features including: ventilation, stacks, fans, louvers, steam, and recycling and other waste disposal locations; 9. Location and dimensions of snow removal areas; 10. Location of all existing natural features including ponds, brooks, streams, wetlands, street trees, marshes and existing vegetations up to the curbline; 11. Existing and proposed topography of the site,with one-foot contours; 12. Conceptual drawings and elevations of all buildings to be erected including elevations showing architectural style; and 13. A context plan clearly showing the development site and the surrounding area at a scale of 100 feet. III. Procedure: The Planning Board shall,within 7 days after the filing of this application, transmit one copy of said application,plans and all other submitted information to the Inspector of Buildings, City Engineer, Board of Health,Fire Prevention Officer, Director of Traffic and Parking and Conservation Commission who may, at their discretion, investigate the application and report in writing their recommendation to the Planning Board. The Planning Board shall not take final action on such application until it has received a report thereon from the above agencies or until thirty-five (35) days have elapsed after distribution of such application without a submission of a report. The Planning Board- shall hold a Public Hearing on said application as soon as possible after receiving the above reports,in accordance with Chapter 40A of the Massachusetts General Laws.The Planning Board shall notify the applicant in writing of its decision on the special permit.The decision shall document the proposed development or use and the grounds for granting or refusing the special permit.The Planning Board may,as a condition of approval,require that the applicant give effective notice to prospective purchasers,by signs or by recording the special permit at the Registry of Deeds,of the conditions associated with said premises and the steps undertaken by the petitioner or his successor in title to alleviate the effects of same. Signafure of Applicant Signature of Owner(arich cons t letter is also acceptable) knl b G �K Date Date FEE PAID: FEE PAID: } i LIFE STORAGE HOLDINGS,INC UNANIMOUS WRTI'TEN CONSENT OF THE BOARD OF DIRECTORS IN LIEU OF MEETING THE UNDERSIGNED,being all of the directors of Life Storage Holdings, Inc. (the "Corporation"),do hereby adopt the following resolutions by unanimous written consent without a meeting: RESOLVED,that the following individuals be and hereby are reappointed to the following officer positions with the Corporation: David L.Rogers - Chief Executive Officer Kenneth J. Myszka - President Andrew J. Gregoire - Chief Financial Officer and Secretary Edward F. Killeen - Chief Operating Officer Joseph V. Saffire - Chief Investment Officer Michael Rogers - Vice-President-Real Estate Operations Frederick G_Attea - Assistant Secretary Dated: as of May 31, 2018 David L. ark G.Barberio Andrew J.Gregoire y Doc s#01 30794792 f PROJECT NARRATIVE 435 Highland Avenue A&M Project#2570-01 Salem, MA June 25,2019 The following project narrative has been prepared and is being submitted with and in accordance with the City of Salem Planning Board Site Plan Review Application Form, submission requirement II.A. This narrative is intended to supplement the project descriptions contained in the applications. 1. Building The proposed building at 435 Highland Avenue in Salem, MA consists of a 3 story self-storage facility with surface parking. There will be 39 surface parking spaces for use by employees and customers. The building footprint is approximately 30,078 square feet (s.f.) and a gross square footage of approximately 90,234 s.f.Trash will be placed in a dumpster located on a concrete pad with a fence enclosure and picked up by a commercial trash service. The overall building materials proposed are a combination of concrete,concrete block,aluminum and composite metal side paneling. All mechanical equipment will be located on the roof and appropriately screened from view. 2. Parking and Loading Surface parking is located both in the front and rear of the proposed building. Accessible spaces will be located adjacent to the front entrance. 3. Traffic Flow, circulation and traffic impact Although a traffic study has not been prepared as part of this submission, it is anticipated that the proposed project will not add additional trips or impact traffic in the nearby vicinity.The existing site is occupied by Life Storage.Two,2 story buildings currently occupy the site.Traffic generated from the proposed redevelopment is expected stay consistent from the current traffic generated from the existing facilities. 4. External lighting Site lighting is anticipated to be wall mounted lights on-site,emergency egress lighting over entry points, and pole mounted lighting in the parking area located near Clark Street. 5. Landscaping and screening The plant materials selected for this urban site include a mix of street trees, evergreen and deciduous shrubs and perennials. Malus Red Jewel 'Crabapple', Rudbeckia Fulgida 'Goldsturm', Baptisia Autralis, and 'Viburnum Cassinoides' have been selected for the property line along Highland Avenue.This offers a mix of deciduous trees,shrubs,and perennials/grasses, improving the aesthetic appeal of the property from the street. The existing large trees located on site will be preserved. Additional plantings have been placed, offering plantings that will be of interest for all four seasons with blooms,fall color and evergreens to highlight each. '"� � ; �`;' �" L Y i&_ JUN 25 2019 CREPT. OF PLANNING & s j PROJECT NARRATIVE 435 Highland Avenue A&M Project#2570-01 Salem, MA June 25, 2019 6. Utilities Storm drainage Municipal Storm Drain System The existing site is not connected to the municipal storm drain system located in Highland Avenue.As discussed with the Owner and City,this section of Highland Avenue is subject to significant flooding during high-intensity rain events. On-Site Stormwater The existing site stormwater runoff is a combination of overland flow to a series of on- site catch basins.The catch basins are connected through a closed pipe system and outlets to existing wetlands located just off-site at the Southeast corner of the property. Downspouts collect runoff from the roofs and discharge to the surface of the adjacent pavement areas. The proposed stormwater rate of runoff will be reduced over the existing and the water quality will be improved.A significant portion of the proposed stormwater runoff will be from the proposed roof, which is considered clean by the Stormwater Handbook. The water quality of the post-development overland flow will be improved via a proprietary separator(Contech CDS©or equal).The rate of runoff will be controlled via underground detention systems, offering additional stormwater storage prior to discharge to the existing outlet. Sanitary Sewer The existing building sanitary service connects to the sanitary sewer main in Highland Avenue via a 6"VC pipe. The proposed 6" PVC building sanitary service will connect to the existing 12" AC sanitary sewer main in Highland Avenue at a proposed sewer manhole to be constructed over the existing line. Preliminary sanitary sewer loading for the project has been computed based upon the concept plan to be 128 gallons per day. This is a very slight increase over the existing sewer loading of approximately 120 gallons per day. Water Supply The existing site is supplied from a 4-inch diameter main in Highland Avenue and an 8-inch diameter main in Clark Street. The domestic water service is supplied from Highland Avenue and the fire protection service is supplied from Clark Street. The proposed domestic and fire protection services will come from the 8-inch diameter main in Clark Street. These will be designed by the project Plumbing Engineer and Fire Protection Engineer, respectively. a r� PROJECT NARRATIVE 435 Highland Avenue A&M Project#2570-01 Salem, MA June 25,2019 Telecom Both Verizon and Comcast are able to provide voice and data service to the site. Electric Electrical loading calculations will be prepared by an Electrical Engineer. Gas The proposed building will be heated by natural gas.The service provider will determine the final location,size and material of the gas lateral feed to the proposed building.The gas will be fed via a 4-inch main located in Clark Street. 7. Snow removal Snow which accumulates within the paved areas will be stored within adjacent landscape areas for small storm events,at the northern side of the property(located away from the wetlands and buffer zone). Accumulated snow from significant storms shall be maintained in compliance with the MassDEP"Snow Disposal Guidance," Guideline No. BRPG01-01. 8. Natural features and their protection and enhancement As majority of the existing site is covered by pavement or building, natural features are very limited. The extent of natural features consists of a few large diameter trees that will be maintained and protected through the construction phase. 9. Topography and its maintenance The Project site is an approximately 79,692 square foot(sf)parcel located at 435 Highland Avenue in Salem,Massachusetts. The site is relatively flat around the buildings with a parking area sloping towards the buildings and is nearly 96 percent covered with impervious hardscape. There are wetlands located offsite near the southeast corner of the property.There are no wildlife habitats on or adjacent to the site. The site is within an urban area and as such there are numerous utility structures and paved surfaces in the vicinity of the Project site. The site is currently occupied by the Owner and Applicant, Life Storage. There are two, 2-story concrete, self-storage buildings located on site. The existing buildings will be razed. The existing pavement will be removed. The stormwater outlet near the wetlands will be left in place as to not create any wetland disturbance. The proposed Project will be constructed entirely in previously disturbed areas. 10. Compatibility of architecture with surrounding area The design includes details and materials that are compatible with the architectural character of the existing and neighboring buildings. New landscaping will be planted along the front property line. Refer to the plan set for sections, elevations,and perspectives of the proposed Project. ALLEN & MAJOR ASSOCIATES, INC. SITE LOCUS SCALE: 1"=250' a SITE i t LIFE STORAGE REDEVELOPMENT 435 HIGHLAND AVENUE SALEM, MASSACHUSETTS DRAINAGE REPORT DATE PREPARED: JUNE 25, 2019 APPLICANT: a TMOTHY LIFE STORAGE J. v� WtLL M,% 6467 MAIN STREET v CitL WILLIAMSVILLE, NY 14221 No.4 119 716.650.6012 y ; Ttia ,�cQ fOF�t�I���`- PREPARED BY: ALLEN &MAJOR ASSOCIATES, INC. 100 COMMERCE WAY, SUITE 5 WOBURN, MASSACHUSETTS 01801 781.935.6889 A&M PROJECT NO.: 2570-01 DRAINAGE REPORT ' 435 Highland Avenue A&M Project#2570-01 Salem,MA June 25, 2019 DRAINAGE REPORT 435 HIGBLAND AvENuE ' SALEM, MA ' PROPONENT.- LIFE STORAGE LP ' 6467 MAIN STREET WILLIAMSVILLE,NY 14221 PREPARED BY.- ' ALLEN&MAJOR ASSOCIATES,INC. 100 COMMERCE WAY WOBURN,MA 01801 ' ISSUED: JUNE 25,2019 A&M PROJECT #2570-01 ' - I DRAINAGE REPORT ' 435 Highland Avenue A&M Project#2570-01 Salem,MA June 25, 2019 TITLE PAGE.......................................... ..1 TABLEOF CONTENTS.......................................................................................:.2 ' Section 1.0 INTRODUCTION ......................................................................................................4 SITE CATEGORIZATION FOR STORMWATER REGULATIONS .........................................4 SITE LOCATION AND ACCESS ....................................................................................4 EXISTING SITE CONDITIONS........................................................................................4 ' WATERSHED ......................................................................................................5 EXISTING SOIL CONDITIONS .......................................................................................5 FEMA FLOODPLAIN/ENVIRONMENTAL DUE DILIGENCE ...........................................6 ' ENVIRONMENTALLY SENSITIVE ZONES.......................................................................6 DRAINAGE ANALYSIS METHODOLOGY.......................................................................6 PEAKRATE OF RUNOFF ..............................................................................................7 ' DESCRIPTION OF EXISTING CATCHMENT AREAS.........................................................7 DESCRIPTION OF PROPOSED CATCHMENT AREAS.......................................................7 MADEP STORMWATER PERFORMANCE STANDARDS.................................................9 ' MADEP CHECKLIST FOR STORMWATER REPORT .....................................................14 Section 2.0 tOPERATION AND MAINTENANCE PLAN ........................................................I INTRODUCTION ......................................................................................................I tDEMOLITION&CONSTRUCTION MAINTENANCE PLAN ..............................................2 LONG TERM POLLUTION PREVENTION PLAN ..............................................................3 HOUSEKEEPING ..............................................................................................3 STORING OF MATERIALS AND WASTE PRODUCTS ..........................................3 VEHICLE WASHING ........................................................................................3 ' SPILL PREVENTION AND RESPONSE ................................................................3 MAINTENANCE OF LAWNS AND LANDSCAPED AREAS ....................................4 STORAGE AND USE OF HERBICIDES AND PESTICIDES.......................................5 ' MANAGEMENT OF DEICING CHEMICALS AND SNOW.......................................6 LONG TERM MAINTENANCE PLAN..............................................................................7 OPERATION&MAINTENANCE SUMMARY TABLE ......................................................9 ' SNOW DISPOSAL GUIDANCE.......................................................................................10 MOSQUITO CONTROL IN STORMWATER MANAGEMENT PRACTICES ...........................13 CONTECHCDS GUIDE................................................................................................17 CDS INSPECTION AND MAINTENANCE GUIDE.............................................................25 ' 2 t DRAINAGE REPORT 435 Highland Avenue A&M Project#2570-01 Salem,MA June 25, 2019 Section 3.0 ' USGS SITE LOCUS MAP.............................................................................................EX-I AERIALPHOTO ................................................................................................EX-2 FEMAFIRM ......................................................................................................EX-3 ' OUTSTANDING WATER RESOURCE MAP.....................................................................EX-4 Section 4.0 ' ExISTING HYDRoCAD REPORTS................................................................................4.1 PROPOSED HYDROCAD REPORTS...............................................................................4.2 ' Section 5.0 ' EXISTING WATERSHED PLAN .....................................................................................EWS-1 PROPOSED WATERSHED PLAN* LAN ...................................................................................PWS-I ' Section 6.0 NATIONAL ENGINEERING HANDBOOK RAINFALL DATA ............................................6.1 ' MANNING'S ROUGHNESS COEFFICIENT TABLE .............................. ..6.2 .......................... DETAILED CONTECH CDS SIZING REPORT. ..6.3 GEOTECHNICAL REPORT BY SANBORN HEAD ............................................................6.4 ' PIPE SIZING TABLE.....................................................................................................6.5 TSSREMOVAL TABLE ...............................................................................................6.6 MRCSSOILS REPORT .................................................................................................6.7 ' ILLICIT DISCHARGE COMPLIANCE STATEMENT ..........................................................6.8 1 ' 3 Section 1.0 — Project Narrative and Storm water Checklist 1 1 1 1 1 1 1 1 1 1 1 DRAINAGE REPORT ' 435 Highland Avenue A&M Project#2570-01 Salem,MA June 25, 2019 INTRODUCTION IThe purpose of this drainage report is to provide an overview of the proposed stormwater management system (SMS) for the proposed re development of the current Life Storage ' facility at 435 Highland Avenue, Salem, MA. The report will show by means of narrative, calculations and exhibits that the proposed stormwater management system will meet or exceed, to the maximum extent practicable, the 10 Massachusetts Department of ' Environment Protection(DEP) stormwater standards. The proposed site improvements include the construction of a new 3-story storage facility ' and approximately 39 associated parking spaces, along with landscaping and overall site improvements, including improvements to site drainage. ' The SMS incorporates structural and non-structural Best Management Practices (BMPs) to provide stormwater peak flow mitigation, quality treatment and conveyance. The SMS ' includes drain manholes, hydrodynamic particle separator to improve effluent water quality, detention system, and a long-term Operation and Maintenance Plan. ' SITE CATEGORIZATION FOR STORMWATER REGULATIONS The proposed site improvements at 435 Highland Avenue are considered a redevelopment under the DEP Stormwater Management Standards due to the net decrease in impervious area. A "redevelopment"project is required to meet the Stormwater Management Standards listed within the MA DEP Stormwater Handbook to the maximum extent practicable. ' SITE LOCATION AND ACCESS The subject property is located at 435 Highland Avenue and is approximately 1.83f acres in ' size. The site is bordered by Highland Avenue (MA Route 107) to the west, a Dunkin Donuts to the north, an autobody shop to the south, and residential parcels to the east. See ' Exhibit 1 for a USGS Site Locus Map. The property is located in the City of Salem, Massachusetts and is located entirely within the City limits. The City of Salem is lcoated in Essex County and is approximately 11 miles northeast of the City of Booston. The site is ' currently access by two existing curb cuts located along Highland Avenue. See Exhibit 2 for an Aerial view of the property. ' EXISTING SITE CONDITIONS The site is currently fully developed and includes two concrete block two-story buildings approximately 15,800+/- square feet (sf) each, as well as a paved parking area providing 31 parking spaces and minimal open space. The buildings' roof leader system is connected to an on-site drainage system that outlets to bordering vegetated wetlands at the southeast corner of the site. 4 DRAINAGE REPORT ' 435 Highland Avenue A&M Project#2570-01 Salem,MA June 25, 2019 The site topography is relatively flat, varying in elevation from approximately 113 to I I I across the majority of the site. The parking lot area slopes from approximately 117 down to 112. ' WATERSHED The subject property is located within the North Coast Watershed. ' The northern reaches of the North Coastal Watershed include the southern tier of the Hampton and the Seabrook salt marsh complexes, while further south, the watershed is dominated by the ' rocky shores of Cape Ann, which provide the most distinctive rocky coastline in all of Massachusetts. The southern reaches of the watershed consist of an irregular coastline of rocky ' peninsulas,interspersed with embayments,pockets of salt marsh and vibrant estuaries. The North Coastal Watershed has a total drainage area of approximately 168 square miles. It encompasses all or part of five river sub-basins,including the Danvers,Essex, Saugus,Pines, and Annisquam Rivers.There are approximately 2,428 acres of lakes and ponds in the watershed.The North Coastal encompasses all or part of 26 Massachusetts municipalities, and supports a ' population of approximately 500,000 people. ' The North Coastal Watershed is not protected under the Watershed Protection Act and has no associated land use restrictions. ' EXISTING SOIL CONDITIONS The on-site soils were identified using the USDA Natural Resources Conservation Services (MRCS) Soil Survey for Essex County. The sites soil types and corresponding Hydrologic ' Soil Groups(HSG)include: 602— Urban Land-no HSG reported per NRCS—Assumed HSG of"D" ' 102E—Chatfield-Hollis-Rock outcrop complex—HSG of"D" 73A—Whitman fine sandy loam—HSG of"D" ' Urban land consists of areas where the soil has been altered or obscured by buildings, or paved areas. Majority of the site consists of this soil type. A copy of the soil mapping is ' included in the Appendix of this report. For purposes of the analysis, all soils on-site were classified as Hydrologic Soil Group "D". See the Appendix, Section 6.7 for the NRCS Soils Map. ' 1 1 it borings Historical soil testing includes borings taken m 2005 as well as so bo gs taken in ' November 2018. In general, these borings show fill over a deposit of peat and organic silts over natural sand and gravel and/or dense glacial till soils. A copy of the geotechnical ' 5 DRAINAGE REPORT ' 435 Highland Avenue A&MProject#2570-01 Salem,MA June 25, 2019 engineering report prepared by Sanborn Head has been included in the Appendix in Section ' 6.4. FEMA FLOODPLAIN/ENVIRONMENTAL DUE DILIGENCE The Flood Insurance Rate Map (FIRM) (Map Number 25009CO053I G) dated July 16, 2014 indicates that the parcel lies within the FEMA Zone X (unshaded). The FEMA Zone X ' (unshaded) in this area is defined as "Areas determined to be outside the 0.2% annual chance flood plain." See Exhibit 3 for the FEMA FIRM Map. ' ENVIRONMENTALLY SENSITIVE ZONES The Commonwealth of Massachusetts asserts control over numerous protected and regulated areas including: Areas of Critical Environmental Concern (ACEC); Outstanding Resource ' Waters(ORWs); areas protected under the Wetlands Protection Act and the Rivers Protection Act as well as Priority and Protected Habitats for Rare and Endangered Species. The site is not located within an ORW (see Exhibit 4 for the Outstanding Resource Water Map), a Priority and Protected Habitat for Rare and Endangered Species or an ACEC,per the MassGIS online program, OLIVER. There are no certified or potential vernal pools noted on or near the project site,per the MassGIS online program, OLIVER. DRAINAGE ANALYSIS METHODOLOGY A peak rate of runoff will be determined using techniques and data found in the following: 1. Urban Hydrology for Small Watersheds—Technical Release 55 by the United States Department of Agriculture Soils Conservation Service,June 1986. ' 2. National Engineering Handbook Part 650 by USDA Natural Resources Conservation ' Services, United Stated Department of Agriculture, March 2013. Estimated Runoff and Peak Discharges for Salem, Essex County were obtained from this reference. ' 3. HydroCAD° Stormwater Modeling S. ste by HydroCAD Software Solutions LLC, version 10.00, 2013. The HydroCAD program was used to generate the runoff hydrographs for the watershed areas, to determine discharge/stage/storage ' characteristics for the stormwater BMPs, to perform drainage routing and to combine the results of the runoff hydrographs. HydroCAD uses the TR-20 methodology of ' the SCS Unit Hydrograph procedure (SCS-UH). 4. Soil Survey of Essex County Massachusetts by United States Department of Agriculture,NRCS. Soil types and boundaries were obtained from this reference. ' 6 i 1 II , DRAINAGE REPORT 435 Highland Avenue A&M Project#2570-01 Salem,MA June 25, 2019 PEAK RATE OF RUNOFF ' The storm water runoff analysis of the existing and proposed conditions includes an estimate of the peak rate of runoff from various rainfall events. Peak runoff rates were developed using TR-55 Urban Hydrology for Small Watersheds, developed by the U.S. Department of Commerce, Engineering Division and the HydroCADO computer program. Furthermore, the analysis has been prepared in accordance with the MA DEP and the City of Salem ' requirements and standard engineering practices. The peak rate of runoff has been estimated for each catchment area during the 2, 10, 25 and 100-year storm events. ' Stormwater is proposed to be controlled on-site by use of catch basins with sumps and hoods, roof drains, a proprietary hydrodynamic particle separator, and two detention systems ' consisting of 36" diameter HDPE perforated pipe embedded in stone and wrapped in an impermeable liner. t Stormwater from the proposed building roof will be conveyed by internal roof drains to a proposed 12" HDPE drain pipe which will tie into a proposed detention system #1. Stormwater generated from pavement areas are captured with catch basins and routed to one of two proposed Contech CDS 2015-4 hydrodynamic particle separators to improve water quality. The separators outlet to the 36" HDPE detention system and then flows to an outlet that drains to existing off-site wetlands located near the southeast corner of the site. DESCRIPTIONS OF EXISTING CATCHMENT AREAS ' There is one existing catchment area, E-1. It is approximately 79,692 sf in size and is comprised of the entire site; paved areas, roof areas and open space, all with an associated HSG of"D". Runoff from the roofs is captured through downspouts that drain to the adjacent ' pavement area. Runoff from the pavement area is captured via a series of catch basins, drain manholes, and closed pipe system that outlets to the southeast corner of the property and is tconveyed to existing offsite wetlands. This outlet is where Study Point#1 is located. DESCRIPTION OF PROPOSED CATCHMENT AREAS ' Three sub-catchments make up the proposed catchment area that contributes to Study Point #1. Sub-catchment area P-lA is approximately 30,078 sf in size and is comprised entirely of ' roof area with an associated HSG of "D". Runoff from this catchment is captured and conveyed through internal roof leaders. From there, runoff is conveyed through a closed pipe system to proposed detention system #1, comprised of 36"HDPE perforated pipe embedded in stone and wrapped in an impermeable liner. Sub-catchment area P-113 is approximately 34,867 sf in size and is comprised of paved and ' open ace areas with an associated HSG of"D". Runoff from the o paved en space and P P p p areas flows overland to proposed catch basins with sumps and hoods. Runoff is conveyed 7 DRAINAGE REPORT ' 435 Highland Avenue A&M Project#2570-01 Salem,MA June 25, 2019 through a closed pipe system to a proposed Contech CDS 2015-4 hydrodynamic particle ' separator to improve water quality. The separator outlets to the proposed detention system #1. ' Sub-catchment area P-1C is approximately 14,747 sf in size and is comprised of paved and open space areas with an associated HSG of "D". Runoff from the open space and paved ' areas flows overland to proposed catch basins with sumps and hoods. Runoff is conveyed through a closed pipe system to a proposed Contech CDS 2015-4 hydrodynamic particle separator to improve water quality. The separator outlets to the proposed detention system ' #2. Both proposed detention systems are conveyed to an outlet control structure that outlets to a headwall that drains to existing off-site wetlands located near the southeast corner of the site. ' The stormwater runoff model shows that the proposed site development reduces the rate of runoff during all storm events at the identified point of analysis. The following tables provide a summary of the estimated peak rate at the Study Point during each of the design storm events. The existing ' and proposed HydroCAD worksheets are included in Section 4 of this report. STUDY POINT#1 (Flow to off-site wetlands) 2-Year 10-Year 25-Year 100-Year Existing Runoff(cfs) 5.86 9.02 11.48 16.56 ' Proposed Runoff(cfs) 3.35 8.51 10.44 15.76 %REDUCTION 42.8% 5.6% 9.0% 4.8% 1 ' 8 DRAINAGE REPORT ' 435 Highland Avenue A&M Project#2570-01 Salem,MA June 25, 2019 MA DEP STORMWATER PERFORMANCE STANDARDS ' The MA DEP Stormwater Management Policy was developed to improve water quality by implementing performance standards for storm water management. The following section outlines how the proposed Stormwater Management System meets the standards set forth by the Policy to the maximum extent practicable. BMP's implemented in the design include: Catch Basins equipped with sump and hood Hydrodynamic particle separator ' Detention System Specific maintenance schedule ' Stormwater Best Management Practices have been incorporated into the design of the project to mitigate the anticipated pollutant loading. An Operations and Maintenance Plan has been ' developed for the project, which addresses the long-term maintenance requirements of the proposed system. ' Temporary erosion and sedimentation controls will be incorporated into the construction phase of the project. These temporary controls may include tubular barriers and/or silt fence ' barriers, inlet sediment traps, and stabilized construction entrances. The Massachusetts Department of Environmental Protection has established ten (10) Stormwater Management Standards. A "redevelopment" project that meets or exceeds the standards, to the maximum extent practicable, is presumed to satisfy the regulatory requirements regarding stormwater management. The Standards are as follows: 1 1. No new stormwater conveyances (e.g. outfalls) may discharge untreated stormwater directly to or cause erosion in wetlands or waters of the Commonwealth. 2. Stormwater management systems shall be designed so that post-development peak ' discharge rates do not exceed pre-development peak discharge rates. This Standard may be waived for discharges to land subject to coastal storm flowage as defined in ' 310 CMR 10.04. 3. Loss of annual recharge to groundwater shall be eliminated or minimized through the use of infiltration measures including environmentally sensitive site design, low impact development techniques, stormwater best management practices, and good operation and maintenance. At a minimum, the annual recharge from the post- development site shall approximate the annual recharge from pre-development conditions based on soil type. This Standard is met when the stormwater 9 DRAINAGE REPORT 435 Highland Avenue A&M Project#2570-01 Salem,MA June 25, 2019 management system is designed to infiltrate the required recharge volume as ' determined in accordance with the Massachusetts Stormwater Handbook. 4. Stormwater management systems shall be designed to remove 80% of the average annual post-construction load of Total Suspended Solids (TSS). This Standard is met when: a. Suitable practices for source control and pollution prevention are identified in a long-term pollution prevention plan, and thereafter are implemented and ' maintained; b. Structural stormwater best management practices are sized to capture the required water quality volume determined in accordance with the Massachusetts Stormwater Handbook;and c. Pretreatment is provided in accordance with the Massachusetts Stormwater ' Handbook. 5. For land uses with higher potential pollutant loads, source control and pollution prevention shall be implemented in accordance with the Massachusetts Stormwater Handbook to eliminate or reduce the discharge of stormwater runoff from such land uses to the maximum extent practicable. If through source control and/or pollution prevention all land uses with higher potential pollutant loads cannot be completely protected from exposure to rain, snow, snow melt, and Stormwater runoff, the ' proponent shall use the specific structural stormwater BMPs determined by the Department to be suitable for such uses as provided in the Massachusetts Stormwater Handbook. Stormwater discharges from land uses with higher potential pollutant loads shall also comply with the requirements of the Massachusetts Clean Waters Act, M.G.L. c. 21, §§26-53 and the regulations promulgated thereunder at 314 CMR ' 3.00, 314 CMR 4.00 and 314 CMR 5.00. 6. Stormwater discharges within the Zone II or Interim Wellhead Protection Area of a public water supply, and stormwater discharges near or to any other critical area, require the use of the specific source control and pollution prevention measures and the specific structural stormwater best management practices determined by the Department to be suitable for managing discharges to such areas, as provided in the Massachusetts Stormwater Handbook. A discharge is near a critical area if there is a ' strong likelihood of a significant impact occurring to said area, taking into account site-specific factors. Stormwater discharges to Outstanding Resource Waters and Special Resource Waters shall be removed and set back from the receiving water or wetland and receive the highest and best practical method of treatment. A "storm water discharge" as defined in 314 CMR, 3.04(2)(a)1 or (b) to an Outstanding ' 10 i DRAINAGE REPORT ' 435 Highland Avenue A&M Project#2570-01 Salem,MA June 25, 2019 Resource Water or Special Resource Water shall comply with 314 CMR 3.00 and 314 ' CMR 4.00. Stormwater discharges to a Zone I or Zone A are prohibited unless essential to the operation of a public water supply. 7. A redevelopment project is required to meet the following Stormwater Management Standards only to the maximum extent practicable: Standard 2, Standard 3, and the pretreatment and structural best management practice requirements of Standards 4, 5, and 6. Existing stormwater discharges shall comply with Standard I only to the maximum extent practicable. A redevelopment project shall also comply with all other requirements of the Stormwater Management Standards and improve existing conditions. 8. A plan to control construction-related impacts including erosion, sedimentation and other pollutant sources during construction and land disturbance activities (construction period erosion, sedimentation, and pollution prevention plan) shall be developed and implemented. ' 9. A long-term operation and maintenance plan shall be developed and implemented to ensure that stormwater management systems function as designed. 10.All illicit discharges to the stormwater management system are prohibited. ' The following narrative demonstrate that the proposed stormwater management system is in compliance with the performance standards as outlined in the MA DEP Stormwater Management Handbook: 1 STANDARD#1: ' The proposed development will not introduce any new stormwater conveyances (e.g. outfalls) that discharge untreated stormwater directly to or cause erosion in wetlands or waters of the Commonwealth, therefore, Standard #1 is met. All required discharges will be treated for water quality and will improve upon the existing conditions. See Section 6.6 in the Appendix of this report for Water Quality calculations. STANDARD#2: The proposed development will be designed so that the post-development peak discharge ' rates do not exceed the pre-development peak discharge rates, therefore, Standard#2 is met. See the HydroCAD report in Section 4.0 of this report and Summary Table above for Peak Discharge Rate calculations. ' 11 DRAINAGE REPORT 435 Highland Avenue A&M Project#2570-01 Salem,MA June 25, 2019 STANDARD#3: The existing site is comprised of poor quality soils and high groundwater (located approximately 2-2.5 ft below existing grade), groundwater recharge is not a feasible option at the site. The proposed stormwater management system utilizes underground detention systems to decrease runoff rates from the property. The detention system is comprised of a 36" HDPE perforated pipe embedded in stone and wrapped in an impermeable liner. The ' runoff is allowed to infiltrate the stone for additional storage and further water quality treatment. A perforated under-drain captures the infiltrated water and directs the water into the outlet control structure. STANDARD#4: The proposed stormwater management system will be designed to remove 80% of the average annual post-construction load of Total Suspended Solids (TSS), therefore, Standard #4 is met. The water quality volume for the site development will be captured and treated using proprietary separators. All systems will be sized to meet the water quality flow rate for the 1" storm event. See Section 6.6 in the Appendix of this report for TSS Removal calculations. 1 As required by Standard #4, a Long Term Pollution Prevention Plan has also been included in Section 2 of this report. STANDARD#5: Standard 5 is not relevant to this project as the proposed use is not a land use with higher potential pollutant loads. STANDARD#6: Standard 6 is not relevant to this project as the stormwater discharges are not within the Zone II or Interim Wellhead Protection Area of a public water supply, nor does stormwater discharge near or to any other critical area. ' STANDARD#7: The proposed project is considered a re-development project under the Stormwater Management Handbook guidelines as there is a decrease in the amount of impervious area. The proposed condition is an improvement over existing conditions, increasing pervious area and improving water quality prior to discharge. ' STANDARD#8: A plan to control construction-related impacts, including erosion, sedimentation and other ' pollutant sources during construction and land disturbance activities will be developed, therefore, Standard #8 is met. A detailed Erosion Control Plan is included in the Permit ' 12 DRAINAGE REPORT ' 435 Highland Avenue A&MProject#2570-01 Salem,MA June 25, 2019 Drawings. A Pollution Prevention Plan is also included within this document. As construction activities will result in the disturbance of one acre of land or more, the proponent will be required to prepare and submit a Stormwater Pollution Prevention Plan ' (SWPPP)prior to the commencement of construction. STANDARD#9: ' A Long-Term Operation and Maintenance (O&M) Plan has been developed for the proposed stormwater management system, therefore, Standard #9 is met. See Section 2 of this report for the Long-Term O&M Plan. ' STANDARD#10: ' There are no expected illicit discharges to the stormwater management system, therefore, Standard #10 is met. The applicant will submit the Illicit Discharge Compliance Statement prior to the discharge of stormwater runoff to the post-construction stormwater best management practices. 13 1 Massachusetts Department of Environmental Protection ' Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report 1 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 certified by a Registered Professional Engineer(RPE)licensed in the Commonwealth. The Stormwater Report must include: • The Stormwater Checklist completed and stamped by a Registered Professional Engineer(see ' page 2)that certifies that the Stormwater Report contains all required submittals.' This Checklist is to be used as the cover for the completed Stormwater Report. • Applicant/Project Name • Project Address ' Name of Firm and Registered Professional Engineer that prepared the Report • Long-Term Pollution Prevention Plan required by Standards 4-6 • Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan required ' by Standard 82 • Operation and Maintenance Plan required by Standard 9 In addition to all plans and supporting information, the Stormwater Report must include a brief narrative describing stormwater management practices, including environmentally sensitive site design and LID techniques, along with a diagram depicting runoff through the proposed BMP treatment train. Plans are required to show existing and proposed conditions, identify all wetland resource areas, NRCS soil types, critical areas, Land Uses with Higher Potential Pollutant Loads(LUHPPL), and any areas on the site where infiltration rate is greater than 2.4 inches per hour. The Plans shall identify the drainage areas for both existing and proposed conditions at a scale that enables verification of supporting calculations. ' As noted in the Checklist,the Stormwater Management Report shall document compliance with each of the Stormwater Management Standards as provided in the Massachusetts Stormwater Handbook. The soils evaluation and calculations shall be done using the methodologies set forth in Volume 3 of the Massachusetts Stormwater Handbook. ' To ensure that the Stormwater Report is complete, applicants are required to fill in the Stormwater Report Checklist by checking the box to indicate that the specified information has been included in the Stormwater Report. If any of the information specified in the checklist has not been submitted, the ' applicant must provide an explanation. The completed Stormwater Report Checklist and Certification must be submitted with the Stormwater Report. 'The Stormwater Report may also include the Illicit Discharge Compliance Statement required by Standard 10. If not included in the Stormwater Report,the Illicit Discharge Compliance Statement must be submitted prior to the discharge of stormwater runoff to the post-construction best management practices. ' 2 For some complex projects,it may not be possible to include the Construction Period Erosion and Sedimentation Control Plan in the Stormwater Report. In that event,the issuing authority has the discretion to issue an Order of Conditions that approves the project and includes a condition requiring the proponent to submit the Construction Period Erosion and Sedimentation Control Plan before commencing any land disturbance activity on the site. 1.2-SW Checklist•04/01/08 Stormwater Report Checklist•Page 1 of 8 1 Massachusetts Department of Environmental Protection ' Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report B. Stormwater Checklist and Certification ' The following checklist is intended to serve as a guide for applicants as to the elements that ordinarily need to be addressed in a complete Stormwater Report.The checklist is also intended to provide conservation commissions and other reviewing authorities with a summary of the components necessary for a comprehensive Stormwater Report that addresses the ten Stormwater Standards. ' Note:Because stormwater requirements vary from project to project, it is possible that a complete Stormwater Report may not include information on some of the subjects specified in the Checklist. If it is determined that a specific item does not apply to the project under review, please note that the item is not ' applicable(N.A.)and provide the reasons for that determination. A complete checklist must include the Certification set forth below signed by the Registered Professional ' Engineer who prepared the Stormwater Report. Registered Professional Engineer's Certification ' I have reviewed the Stormwater Report, including the soil evaluation, computations, Long-term Pollution Prevention Plan,the Construction Period Erosion and Sedimentation Control Plan (if included), the Long- term Post-Construction Operation and Maintenance Plan,the Illicit Discharge Compliance Statement(if included)and the plans showing the stormwater management system, and have determined that they ' have been prepared in accordance with the requirements of the Stormwater Management Standards as further elaborated by the Massachusetts Stormwater Handbook. I have also determined that the information presented in the Stormwater Checklist is accurate and that the information presented in the Stormwater Report accurately reflects conditions at the site as of the date of this permit application. Registered Professional Engineer Block and Signature Al TWO Y o "Lt.l��s �.. No.43119 ' Sig ature and Date Checklist ' Project Type: Is the application for new development, redevelopment, or a mix of new and redevelopment? ' ❑ New development ® Redevelopment ' ' ❑ Mix of New Development and Redevelopment ' 1.2-SW Checklist•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): 1 Standard 1: No New Untreated Discharges 1 ® 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. t1.2-SW Checklist•04/01/08 Stormwater Report Checklist•Page 3 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report ' Checklist(continued) ' Standard 2: Peak Rate Attenuation ❑ Standard 2 waiver requested because the project is located in land subject to coastal storm flowage and stormwater discharge is to a wetland subject to coastal flooding. ' ❑ Evaluation provided to determine whether off-site flooding increases during the 100-year 24-hour storm. ® Calculations provided to show that post-development peak discharge rates do not exceed pre- development rates for the 2-year and 10-year 24-hour storms. If evaluation shows that off-site flooding increases during the 100-year 24-hour storm, calculations are also provided to show that post-development peak discharge rates do not exceed pre-development rates for the 100-year 24- hour storm. Standard 3: Recharge ' ® Soil Analysis provided. ❑ Required Recharge Volume calculation provided. ' ❑ Required Recharge volume reduced through use of the LID site Design Credits. ❑ Sizing the infiltration, BMPs is based on the following method: Check the method used. ' ❑ Static ❑ Simple Dynamic ❑ Dynamic Field' ❑ Runoff from all impervious areas at the site discharging to the infiltration BMP. 1 ❑ 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. t ® Recharge BMPs have been sized to infiltrate the Required Recharge Volume only to the maximum extent practicable for the following reason: ® Site is comprised solely of C and D soils and/or bedrock at the land surface ' ❑ M.G.L. c. 21 E sites pursuant to 310 CMR 40.0000 ❑ Solid Waste Landfill pursuant to 310 CMR 19.000 ' ® Project is otherwise subject to Stormwater Management Standards only to the maximum extent practicable. ' ® Calculations showing that the infiltration BMPs will drain in 72 hours are provided. ❑ Property includes a M.G.L. c.21 E site or a solid waste landfill and a mounding analysis is included. 80%TSS removal is required prior to discharge to infiltration BMP if Dynamic Field method is used. ' 1.2-SW Checklist-04/01/08 Stormwater Report Checklist-Page 4 of 8 1 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report ' Checklist (continued) ' Standard 3: Recharge(continued) ❑ The infiltration BMP is used to attenuate peak flows during storms greater than or equal to the 10- year 24-hour stone and separation to seasonal high groundwater is less than 4 feet and a mounding analysis is provided. 1 ❑ 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) 1 ❑ 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. 1.2-SW Checklist•04/01/08 Stormwater Report Checklist•Page 5 of 8 1 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 rate is provided. This documentation may be in the form of the propriety BMP checklist found in Volume 2, Chapter 4 of the Massachusetts Stormwater Handbook and submitting copies of the TARP Report, STEP Report, and/or other third party studies verifying performance of the proprietary BMPs. ❑ A TMDL exists that indicates a need to reduce pollutants other than TSS and documentation showing ' that the BMPs selected are consistent with the TMDL is provided. Standard 5: Land Uses With Higher Potential Pollutant Loads(LUHPPLs) ' ❑ The NPDES Multi-Sector General Permit covers the land use and the Stormwater Pollution Prevention Plan(SWPPP)has been included with the Stormwater Report. ® The NPDES Multi-Sector General Permit covers the land use and the SWPPP will be submitted prior to the discharge of stormwater to the post-construction stormwater BMPs. ❑ The NPDES Multi-Sector General Permit does not cover the land use. ❑ LUHPPLs are located at the site and industry specific source control and pollution prevention ' measures have been proposed to reduce or eliminate the exposure of LUHPPLs to rain, snow, snow melt and runoff, and been included in the long term Pollution Prevention Plan. ' ❑ All exposure has been eliminated. ❑ All exposure has not been eliminated and all BMPs selected are on MassDEP LUHPPL list. ❑ The LUHPPL has the potential to generate runoff with moderate to higher concentrations of oil and grease(e.g. all parking lots with >1000 vehicle trips per day)and the treatment train includes an oil grit separator, a filtering bioretention area, a sand filter or equivalent. ' Standard 6: Critical Areas ❑ The discharge is near or to a critical area and the treatment train includes only BMPs that MassDEP ' has approved for stormwater discharges to or near that particular class of critical area. ❑ Critical areas and BMPs are identified in the Stormwater Report. 1.2-SW Checklist•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 III ' 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. ' 1.2-SW Checklist•04/01/08 Stormwater Report Checklist•Page 7 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control (continued) ❑ The project is highly complex and information is included in the Stormwater Report that explains why it is not possible to submit the Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan with the application.A Construction Period Pollution Prevention and Erosion and Sedimentation Control has not been included in the Stormwater Report but will be submitted before land disturbance begins. ' ❑ 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; t ® 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. ' 1.2-SW Checklist•04/01/08 Stormwater Report Checklist•Page 8 of 8 1 1 Section 2.0 - Operation & Maintenance Plan 1 1 1 1 1 1 1 1 i 1 1 DRAINAGE REPORT ' 435 Highland Avenue A&M Project#2570-01 Salem,MA June 25, 2019 OPERATION AND MAINTENANCE PLAN tIn accordance with the standards set forth by the Stormwater Management Policy issued by the Department of Environmental Protection (DEP), Allen & Major Associates, Inc. (A&M) ' has prepared the following Operation and Maintenance plan for the proposed redevelopment at 435 Highland Avenue, Salem,MA. t This plan is broken into three major sections. The first section describes construction-related erosion and sedimentation controls (Demolition & Construction Maintenance Plan). The second section describes the long term pollution prevention measures (Long Term Pollution ' Prevention Plan). The third section is devoted to a post-construction operation and maintenance plan (Long Term Maintenance Plan). An operation and maintenance schedule ' has been included with this report. INTRODUCTION ' The stormwater management system (SMS) for this project is owned by Life Storage LP and shall be legally responsible for long-term operation and maintenance for this SMS as outlined in this Operation and Maintenance (O&M) Plan. Should ownership of the SMS change the succeeding owner will be presented with this O&M Plan and supporting attachments at or before legal conveyance of ownership and will assume the obligations of the O&M Plan. ' In the event that the SMS will be operated and maintained by an entity other than that listed in this document, the applicant shall provide a plan and easement deed that provides a right ' of access for the legal entity to be able to perform said operation and maintenance functions. In the event the SMS will serve multiple lots/owners, the applicant shall also provide 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 entire SMS. ' Stormwater Management System Owner: Life Storage LP 6467 Main Street ' Williamsville,NY 14221 Emergency Contact Information: ' • Life Storage LP (managing member) Phone(716) 650-6012 • Allen&Major Associates, Inc. (Site Civil Engineer) Phone(781) 935-6889 ' Salem Department of Public Works Phone(978) 744-3302 • Salem Conservation Commission Phone(978) 619-5685 • Salem Fire Department(non-emergency line) Phone(978) 744-1235 ' 1 1 DRAINAGE REPORT 435 Highland Avenue A&M Project#2570-01 Salem,MA June 25, 2019 DEMOLITION& CONSRUCTION MAINTENANCE PLAN ' 1. Contact the Salem Planning & Community Development at least three (3) days prior to start of demolition and/or construction activities. ' 2. Install Erosion Control measures as shown on the Plans prepared by A&M. The Conservation Commission agent shall approve the installation of siltation devices prior to the start of any site demolition work. Install construction fencing if ' determined to be necessary at the commencement of construction. ' 3. Install construction entrance and siltation devices at the locations shown on the Erosion Control Plan prepared by A&M. ' 4. Site access shall be achieved only from the designated construction entrance. ' 5. Stockpiles of materials subject to erosion shall be stabilized with erosion control matting or temporary seeding whenever practicable, but in no case more than 14 days after the construction activity in that portion of the site has temporarily or ' permanently ceased. ' 6. Install silt sacks at each drain inlet prior to any demolition and or construction activities. ' 7. All erosion control measures shall be inspected weekly and after every rainfall event. Records of these inspections shall be kept on site for review. ' 8. All erosion control measures shall be maintained, repaired or replaced as required or at the direction of the owner's engineer, the City Engineer, or the City Conservation ' Agent. 9. If it appears that sediment is exiting the site, silt sacks shall be installed in all catch ' basins adjacent to the site. Sediment accumulation on all adjacent catch basin inlets shall be removed and the silt sack replaced if torn or damaged. ' 10. The contractor shall comply with the Sedimentation and Erosion Control Notes as shown on the Site Development Plans and Specifications. ' 11. The stabilized construction entrances shall be inspected weekly and records of inspections kept. The construction entrance shall be maintained by adding additional clean, angular, durable stone to remove the soil from the construction vehicle's tires when exiting the site. If soil is still leaving the site via the construction vehicle tires, ' 2 1 DRAINAGE REPORT ' 435 Highland Avenue A&M Project#2570-01 Salem,MA June 25, 2019 adjacent roadways shall be kept clean by street sweeping. ' 12. Dust pollution shall be controlled using on-site water trucks and or an approved soil p g PP ' stabilization product. 13. During demolition and construction activities Status Reports on compliance with this ' O&M Document shall be submitted weekly to the Conservation Agent. The report shall document any deficiencies and corrective actions taken by the applicant. LONG TERM POLLUTION PREVENTION PLAN Standard #4 from the MA DEP Stormwater Management Handbook requires that a Long Term Pollution Prevention Plan (LTPPP) be prepared and incorporated as part of the Operation and Maintenance of the Stormwater Management System. The purpose of the LTPPP is to identify potential sources of pollution that may affect the quality of stormwater ' discharges, and to describe the implementation of practices to reduce the pollutants in stormwater discharges. The following items describe the source control and proper procedures for the LTPPP. • Housekeeping The proposed site redevelopment has been designed to maintain a high level of water quality treatment for all stormwater discharge. An Operation and Maintenance ' (O&M) plan has been prepared and is included in this section of the report. The owner (or its designee) is responsible for adherence to the O&M plan in a strict and complete manner. ' Storing of Materials and Waste Products There are no proposed exterior (un-covered) storage areas. The trash and waste program for the site includes an enclosed dumpster area. The stormwater drainage ' system has water quality units designed to capture trash and debris. • Vehicle Washing The proposed project does not include any designated vehicle washing areas, nor is it ' expected that any vehicle washing will take place on-site. • Spill Prevention and Response Sources of potential spill hazards include vehicle fluids, liquid fuels, pesticides, ' paints, solvents, and liquid cleaning products. The majority of the spill hazards would likely occur within the building and would not enter the stormwater drainage system. However, there are spill hazards from vehicle fluids or liquid fuels located outside of the buildings. These exterior spill hazards have the potential to enter the stormwater drainage system and are to be addressed as follows: o Spill hazards of pesticides, paints, and solvents shall be remediated using the ' Manufacturer's recommended spill cleanup protocol. o Vehicle fluids and liquid fuel spills shall be remediated according to the local and state regulations governing fuel spills. ' 3 1 DRAINAGE REPORT ' 435 Highland Avenue A&MProject#2570-01 Salem,MA .Tune 25, 2019 o The owner shall have the following equipment and materials on hand to ' address a spill cleanup: brooms, dust pans, mops, rags, gloves, absorptive material, sand, sawdust,plastic and metal trash containers. o All spills shall be cleaned up immediately after discovery. o Spills of toxic or hazardous material shall be reported, regardless of size, to the Massachusetts Department of Environmental Protection at 888-304-1133. o Should a spill occur, the pollution prevention plan will be adjusted to include measures to prevent another spill of a similar nature. A description of the spill, along with the causes and cleanup measures, will be included in the updated pollution prevention plan. ' Maintenance of Lawns and Landscaped Areas It should be recognized that this is a general guideline towards achieving high quality and well-groomed landscaped areas. The grounds staff/landscape contractor must recognize the shortcomings of a general maintenance plan such as this, and modify and/or augment it based on weekly, monthly, and yearly observations. In order to assure the highest quality conditions, the staff must all recognize and appreciate the ' need to be aware of the constantly changing conditions of the landscaping and be able to respond to them on a proactive basis. o Fertilizer ' Maintenance practices should be aimed at reducing environmental, mechanical and pest stresses to promote healthy and vigorous growth. When necessary, pest outbreaks should be treated with the most sensitive control ' measure available. Synthetic chemical controls should be used only as a last resort to organic and biological control methods. Fertilizer, synthetic chemical controls and pest management applications (when necessary) shall be ' performed only by licensed applicators in accordance with the manufacturer's label instructions when environmental conditions are conducive to controlled product application. ' o Landscape Maintenance Program Practices: ■ Lawn 1. Mow a minimum of once a week in spring,to a height of 2"to 2 1/2"high. Mowing should be frequent enough so that no ' more than 1/3 of grass blade is removed at each mowing. The top growth supports the roots; the shorter the grass is cut,the less the roots will grow. Short cutting also dries out the soil and encourages weeds to germinate. 2. Mow approximately once every two weeks from July 1 st to August 15''depending on lawn growth. t 3. Mow on a ten-day cycle in fall,when growth is stimulated by cooler nights and increased moisture. 4. Do not remove grass clippings after mowing. 5. Keep mower blades sharp to prevent ragged cuts on grass leaves,which cause a brownish appearance and increase the chance for disease to enter a leaf. ' Shrubs 1. Mulch not more than 3"-depth with shredded pine or fir bark. t 4 DRAINAGE REPORT 435 Highland Avenue A&M Project#2570-01 Salem,MA June 25, 2019 2. Hand prune annually, immediately after blooming,to remove ' 1/3 of the above-ground biomass(older stems). Stem removals to occur within 6"of the ground to open up shrub and maintain two-year wood(the blooming wood). ' 3. Hand prune evergreen shrubs only as needed to remove dead and damaged wood and to maintain the naturalistic form of the shrub.Never mechanically shear evergreen shrubs. ' ■ Trees 1. Provide aftercare for new tree plantings for the first three years. 2. Do not fertilize trees, it artificially stimulates them(unless tree health warrants). 3. Water once a week for the first year;twice a month the second, once a month the third year. Water bags shall be used to water ' trees. 4. Prune trees on a four-year cycle. ■ Invasive Species ' 1. Inform the Conservation Commission Agent prior to the removal of invasive species proposed either through hand work or through chemical removal. ' • Storage and Use of Herbicides and Pesticides Integrated Pest Management is the combination of all methods(of pest control) ' which may prevent,reduce, suppress, eliminate, or repel an insect population. The main requirements necessary to support any pest population are food, shelter and water, and any upset of the balance of these will assist in controlling a pest ' population. Scientific pest management is the knowledgeable use of all pest control methods(sanitation,mechanical, chemical)to benefit mankind's health, welfare, comfort,property and food. A Pest Management Professional(PMP)will ' be retained who is licensed with the Commonwealth of Massachusetts Executive Office of Energy and Environmental Affairs, Department of Agricultural Resources. The site manager will be provided with approved bulletin before entering into or renewing an agreement to apply pesticides for the control of indoor or structural pests. 333 CMR 13.08. ' Before beginning each application,the applicator must inform the conservation commission and post a state and local approved notice on all of the entrances to ' the treated room or area. The applicator must leave such notices posted after the application. The notice will be posted at conspicuous point(s)of access to the area treated. The location and number of signs will be determined by the configuration ' of the area to be treated based on the applicator's best judgment. It is intended to give sufficient notice that no one comes into an area being treated unaware that the applicator is working and pesticides are being applied. However, if the contracting entity does not want the signs posted, he/she may sign a Department approved waiver indicating this. t 5 DRAINAGE REPORT ' 435 Highland Avenue A&M Project#2570-01 Salem,MA June 25, 2019 ' The applicator or employer will provide to any person upon their request the following information on previously conducted applications: 1.Name and phone number of pest control company 2. Date and time of the application; 3.Name and license number of the applicator ' 4. Target pests 5.Name and EPA Registration Number of pesticide products applied ' The notification must be made in writing. The intent is so that individuals,who wish to avoid exposure or want to avoid encountering the applicator,can make necessary arrangements. Applicators are required by law to follow all directions on the pesticide label and must take all steps necessary to avoid applications with people present in a room or area to be treated. Individuals occupying a room or area to be treated at the time of application shall be informed of the procedure. ' Whenever possible,the applicator should not apply pesticides with anyone present. That may mean treating other areas and returning when occupants have left, asking people to leave the area while the work is being done, or treating ' before or after people occupy the room. If people do not leave,the applicator must make it clear that he is there to apply pesticides. The applicator will be prepared to provide whatever information possible about the pesticides and techniques used. • Management of Deicing Chemicals and Snow Snow will be stockpiled on site in landscape areas during storm events and the ' accumulated snow will be removed and disposed of off-site. In the case of storm events in which snowfall is at least 12 inches, stockpiled snow will be removed and disposed off-site within 2 days. In the case of smaller storm events, snow will remain in the snow storage areas until such time as piles exceed three feet in height, at which time the accumulated snow will be removed and disposed of off-site. It will be the responsibility of the snow removal contractor to properly dispose of transported snow according to ' Massachusetts DEP,Bureau of Resource Protection—Snow Disposal Guideline #BRPGO1-01, governing the proper disposal of snow. It will be the responsibility of the snow removal contractor to follow these guidelines and all applicable laws and ' regulations. The owner's maintenance staff(or its designee)will be responsible for the clearing of the ' sidewalk and building entrances. The owner may be required to use a de-icing agent such as potassium chloride to maintain a safe walking surface. The de-icing agent for the walkways and building entrances will be kept within the storage rooms located within the ' building. De-icing agents will not be stored outside. The owner's maintenance staff will limit the application of sand and salt. 6 DRAINAGE REPORT 435 Highland Avenue A&MProject#2570-01 Salem,MA June 25, 2019 LONG TERM MAINTENANCE PLAN ' The SMS shall be inspected immediately after construction and then on a regular basis as set forth in this report. A maintenance log will be kept (i.e. report) summarizing inspections, maintenance, and any corrective actions taken. The log will include the date on which each inspection or maintenance task was performed, a description of the inspection findings or maintenance completed, and the name of the inspector or maintenance personnel performing ' the task. If a maintenance task requires the clean-out of any sediments or debris, the location where the sediment and debris was disposed after removal will be indicated. The log will be made accessible to department staff and a copy provided to the department upon request. ' Inspection and Maintenance Frequency and Corrective Measures: P q Y ' In accordance with MA DEP Stormwater Handbook: Volume 2, Chapter 2; the following areas, facilities, and measures will be inspected and the identified deficiencies will be corrected. Clean-out must include the removal and legal disposal of any accumulated ' sediments, trash, and debris. In any and all cases, operations, inspections, and maintenance activities shall utilize best practical measures to avoid and minimize impacts to wetland resource areas outside the foot print of the SMS. ' Structural Pretreatment BMPs: Regular maintenance of these BMPs is especially critical � P Y because they typically receive the highest concentration of suspended solids during the first ' flush of a storm event. Proprietary Separators: ' There are two separators on site, both Contech CDS 2015-4 units. Separators shall be operated and maintained in strict accordance with manufacturer's recommended ' practices. Available manufacturer specific O&M plans are attached as in this section. Separators shall be inspected to ensure that they are working in their intended fashion and that they are free of debris. Structures shall be cleaned with a vacuum truck at ' least once annually (typically after snow season) or when sediment has accumulated to a depth of six inches (6"), whichever is more frequent. Detention BMPs: Maintenance of upstream pre-treatment measures is critically important to the function of detention BMPs. Pre-treatment BMPs should be inspected for sediment and floatables accumulation and maintained at least twice per year(every other month recommended)and after every major storm event. High Density Polyethylene Pipe Structure: ' The sub-surface structure will be inspected within the first three months after construction within 72 hours of a half-inch storm event to ensure it is draining ' properly. Thereafter, the outlets should be inspected for sediment, trash and debris at least twice per year. Trash, debris, and visible sediment should be removed. The 1 DRAINAGE REPORT ' 435 Highland Avenue A&M Project#2570-01 Salem,MA June 25, 2019 outlets should also be inspected annually within 72 hours of a half-inch storm event to ensure it is draining properly. Inspection can be accomplished by using the access structures at each end of the system. ' Other BMPs and Accessories: Vegetated Areas: Inspect slopes and embankments early in the growing season to identify active or potential erosion problems. Replant bare areas or areas with sparse growth. Where rill erosion is evident, armor the area with an appropriate lining or divert the erosive flows to on-site areas able to withstand the concentrated flows. ' Roadways and Parking Surfaces: Clear accumulations of winter sand in parking lots and along roadways at least once a year, preferably in the spring. Accumulations on pavement may be removed by ' pavement sweeping. Accumulations of sand along road shoulders may be removed by grading excess sand to the pavement edge and removing it manually or by a front-end ' loader. 1 1 I I 8 OPERATION&MAINTENANCE PLAN SCHEDULE Project:Life Storage Redevelopment Party Responsible for O&M Plan:Life Storage LP Date: 6/25/2019 Address:435 Highland Avenue Address:6467 Main Street Revised: N/A Salem,MA Williamsville,NY 14221 Phone:(716)650-6012 Structure or Task Maintenance Activity Schedule/Notes Annual Maintenance Cost Ins action Performed Date: B Sweep paved areas as needed,but not less than four times annually. Street Sweeping Sweep,power broom or vacuum paved areas. $2,000 Submit information that confirms that all street sweepings have been disposed in accordance with state and local requirements Inspect to ensure it is draining properly and grate and seals are intact. Inspect at least twice annually.Clean when sediment reaches 6 inches of depth,but never allow Catch Balns sediment to exceed 50%of sump volume.Clean once per year at a minimum. $250/unit - $2,750 Remove any accumulated sediment and/or oil. Maintain information that confirms that all sediments have been disposed in accordance with state and local requirements. Inspect to ensure it is draining properly. Perform every other month as well as after every storm event over 112". See also note#1 below. Subsurface Detention $500 Systems Remove any accumulated sediment when average depth reaches 1"per the manufacturers On a semi-annual basis. recommendation. Inspect at least four times annually as well as following storms exceeding 1"of rainfall. Devices shall be cleaned at leaast once annually or when sediment reaches 6 inches of depth whichever is more See the Contech Maintenance Manual package for the inspection and cleaning procedure,Section frequent. See also note#1 below. Proprietary Separators 2.5. $500 Submit information that confirms that all water quality inlets sediments have been disposed in accordance with state and local requirements Mosquito Control CB management targeted larviciding treatment to CB's and all storm drains to control mosquitoes in Surveillance is a non chemical inspection method that involves classification of mosquito breeding sites, $100 their aquatic stages. larval presents,and survey. Snow Storage Debris shall be Geared from the site and properly disposed of at the end of the snow season,but Avoid dumping snow removal over catch basins. $500 shall be cleared no later than May 15. i The Official Website of the Executive Office of Energy and Environmental Affairs Energy and Environmental Affairs ' 91` Home > Agencies > MassDEP > Water Resources > Laws&Rules > Snow Disposal Guidance Snow Disposal Guidance' (''Effective Date:March 8,2001 Water Resources 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 43 of Environmental Protection,Bureau of Resource Protection. - A to Z Quick Links 0. APPLICABILITY:These Guidelines are issued by the Bureau of Resource Protection on behalf of all Bureau Programs L_.__ _.- ' (including Drinking Water Supply,Wetlands and Waterways,Wastewater Management,and Watershed Planning and Wstet Resources lftdeX _ p* 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 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 govemment 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 awided: • 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 ice blocks. ' Do not dump snow within a Zone II or Interim Wellhead Protection Area(M/PA)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 Mass DEP-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 11s,and IWPAs in your community). I ' Awid 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. 10 Avoid disposing of snow on top of storm drain catch basins or in stornwater 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. Site Selection Procedures ' 1. fl 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: 2. Estimate how much snow disposal capacity is needed for the season so that an adequate number of disposal sites can be selected and prepared. II ' 3. Identify sites that could potentially be used for snow disposal such as municipal open space(e.g.,parking lots or parks). ' 4. Sites located in upland locations that are not likely to impact sensitise environmental resources should be selected first. 5. 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, MassDEPapproved Zone IPs,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. • 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 saltmarshes,vegetated wetlands,certified vernal pools,shellfish beds,mudflats,drinking water reservoirs and their tributaries,Zone Its 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 11 ' ordinances and bylaws. ' FOR MORE INFORMATION If you need more information,contact one of MassDEP's Regional Service Centers: Northeast Regional Office,Wilmington,978-694-3200 Southeast Regional Office,Lakeville,508-946-2714 Central Regional Office,Worcester,508-792-7683 Western Regional Office,Springfield,413-755-2214 or Call Thomas Maguire of DEP's Bureau of Resource Protection in Boston at 617-292-5602. ®2014 Commonwealth of Massachusetts EEA Site Policies Contact EEA About EEA Mass.Gov®is a registered service mark of the Commonwealth of Massachusetts 1 1 1 t t 12 1 Chapter 5 ' Miscellaneous Stormwater Topics Mosquito Control in Stormwater Management Practices Both aboveground and underground stormwater BMPs have the potential to serve as mosquito breeding areas. Good design,proper operation and maintenance and treatment with larvicides can minimize this potential. EPA recommends that stormwater treatment practices dewater within 3 days(72 hours)to reduce the number of mosquitoes that mature to adults,since the aquatic stage of many mosquito species ' is 7 to 10 days.Massachusetts has had a 72-hour dewatering rule in its Stormwater Management Standards since 1996. The 2008 technical specifications for BMPs set forth in Volume 2,Chapter 2 of the Massachusetts Stormwater Handbook also concur with this practice by requiring that all stormwater practices designed to drain do so within 72 hours. Some stormwater practices are designed to include permanent wet pools.These practices—if maintained properly—can limit mosquito breeding by providing habitat for mosquito predators. ' Additional measures that can be taken to reduce mosquito populations include increasing water circulation,attracting mosquito predators by adding suitable habitat,and applying larvicides. ' The Massachusetts State Reclamation and Mosquito Control Board(SRMCB),through the Massachusetts Mosquito Control Districts,can undertake further mosquito control actions specifically for the purpose of mosquito control pursuant to Massachusetts General Law Chapter ' 252.The Mosquito Control Board,http://www.mass.,gov/agr/mosquito/,describes mosquito control methods and is in the process of developing guidance documents that describe Best Management Practices for mosquito control projects. ' The SRMCB and Mosquito Control Districts are not responsible for operating and maintaining stormwater BMPs to reduce mosquito populations. The owners of property that construct the stormwater BMPs or municipalities that"accept"them through local subdivision approval are ' responsible for their maintenance.' The SRMCB is composed of officials from MassDEP, Department of Agricultural Resources,and Department of Conservation and Recreation. The nine(9)Mosquito Control Districts overseen by the SRMCB are located throughout Massachusetts,covering 176 municipalities. Construction Period Best Management Practices for Mosquito Control ' To minimize mosquito breeding during construction,it is essential that the following actions be taken to minimize the creation of standing pools by taking the following actions: • Minimize Land Disturbance: Minimizing land disturbance reduces the likelihood of ' mosquito breeding by reducing silt in runoff that will cause construction period controls to clog and retain standing pools of water for more than 72 hours. • Catch Basin inlets: Inspect and refresh filter fabric,hay bales,filter socks or stone dams ' on a regular basis to ensure that any stormwater ponded at the inlet drains within 8 hours after precipitation stops. Shorter periods may be necessary to avoid hydroplaning in roads MassDEP and MassHighway understand that the numerous stormwater BMPs along state highways pose ' a unique challenge. To address this challenge,the 2004 MassHighway Stormwater Handbook will provide additional information on appropriate operation and maintenance practices for mosquito control when the Handbook is revised to reflect the 2008 changes to the Stormwater Management Standards.. 13 i r r caused by water ponded at the catch basin inlet.Treat catch basin sumps with larvicides ' such as Bacillus sphaericus(Bs)using a licensed pesticide applicator. • Check Dams:If temporary check dams are used during the construction period to lag peak rate of runoff or pond runoff for exfltration,inspect and repair the check dams on a regular basis to ensure that any stormwater ponded behind the check dam drains within 72 hours. • Design construction period sediment traps to dewater within 72 hours after precipitation. Because these traps are subject to high silt loads and tend to clog,treat them with the ' larvicide Bs after it rains from June through October,until the first frost occurs. • Construction period open conveyances: When temporary manmade ditches are used for channelizing construction period runoff,inspect them on a regular basis to remove any ' accumulated sediment to restore flow capacity to the temporary ditch. • Revegetating Disturbed Surfaces:Revegetating disturbed surfaces reduces sediment in runoff that will cause construction period controls to clog and retain standing pools of water for greater than 72 hours. • Sediment fences/hay bale barriers: When inspections fmd standing pools of water beyond the 24-hour period after a storm,take action to restore barrier to its normal function. rPost-Construction Stormwater Treatment Practices ' • Mosquito control begins with the environmentally sensitive site design.Environmentally sensitive site design that minimizes impervious surfaces reduces the amount of stormwater runoff. Disconnecting runoff using the LID Site Design credits outlined in ' the Massachusetts Stormwater Handbook reduces the amount of stormwater that must be conveyed to a treatment practice.Utilizing green roofs minimizes runoff from smaller storms. Storage media must be designed to dewater within 72 hours after precipitation. • Mosquito control continues with the selection of structural stormwater BMPs that are unlikely to become breeding grounds for mosquitoes,such as: o Bioretention Areas/Rain Gardens/Sand Filter: These practices tend not to result in mosquito breeding. If any level spreaders,weirs or sediment forebays ' are used as part of the design,inspect them and correct them as necessary to prevent standing pools of water for more than 72 hours. o Infiltration Trenches: This practice tends not to result in mosquito breeding. If ' any level spreaders,weirs,or sediment forebays are used as part of the design, inspect them and correct them as necessary to prevent standing pools of water for more than 72 hours. • Another mosquito control strategy is to select BMPs that can become habitats for ' mosquito predators,such as: o Constructed Stormwater Wetlands:Habitat features can be incorporated in constructed stormwater wetlands to attract dragonflies,amphibians,turtles,birds, ' bats,and other natural predators of mosquitoes. o Wet Basins: Wet basins can be designed to incorporate fish habitat features, such as deep pools. Introduce fish in consultation with Massachusetts Division of Fisheries and Wildlife.Vegetation within wet basins designed as fish habitat must be properly managed to ensure that vegetation does not overtake the habitat. Proper design to ensure that no low circulation or"dead"zones are created may reduce the potential for mosquito breeding. Introducing bubblers may increase ' water circulation in the wet basin. r 14 1 Effective mosquito controls require proponents to design structural BMPs to prevent ponding and ' facilitate maintenance and,if necessary,the application of larvicides. Examples of such design practices include the following: • Basins:Provide perimeter access around wet basins,extended dry detention basins and dry detention basins for both larviciding and routine maintenance.Control vegetation to ensure that access pathways stay open. • BMPs without a permanent pool of water:All structural BMPs that do not rely on a permanent pool of water must drain and completely dewater within 72 hours after This includes detention basins extended d detention basins precipitation. �' � �' , infiltration basins,and dry water quality swales.Use underdrains at extended dry ' detention basins to drain the small pools that form due to accumulation of silts.Wallace indicates that extended dry extended detention basins may breed more mosquitoes than wet basins. It is,therefore,imperative to design outlets from extended dry detention basins to completely dewater within the 72-hour period. • Energy Dissipators and Flow Spreaders: Currier and Moeller,2000 indicate that shallow recesses in energy dissipators and flow spreaders trap water where mosquitoes breed. Set the riprap in grout to reduce the shallow recesses and minimize mosquito ' breeding. • Outlet control structures: Debris trapped in small orifices or on trash racks of outlet control structures such as multiple stage outlet risers may clog the orifices or the trash ' rack,causing a standing pool of water. Optimize the orifice size or trash rack mesh size to provide required peak rate attenuation/water quality detention/retention time while minimizing clogging. ' • Rain Barrels and Cisterns: Seal lids to reduce the likelihood of mosquitoes laying eggs in standing water. Install mosquito netting over inlets. The cistern system should be designed to ensure that all collected water is drained into it within 72 hours. • Subsurface Structures,Deep Sump Catch Basins, Oil Grit Separators, and Leaching Catch Basins: Seal all manhole covers to reduce likelihood of mosquitoes laying eggs in standing water. Install mosquito netting over the outlet(CALTRANS 2004). ' The Operation and Maintenance Plan should provide for mosquito prevention and control. • Check dams: Inspect permanent check dams on the schedule set forth in the O&M Plan. Inspect check dams 72 hours after storms for standing water ponding behind the dam. Take corrective action if standing water is found. • Cisterns: Apply Bs larvicide in the cistern if any evidence of mosquitoes is found.The Operation and Maintenance Plan shall specify how often larvicides should be applied to waters in the cistern. ' • Water quality swales: Remove and properly dispose of any accumulated sediment as scheduled in the Operation and Maintenance Plan. • Larvicide Treatment: The Operation and Maintenance Plan must include measures to ' minimize mosquito breeding,including larviciding. • The party identified in the Operation and Maintenance Plan as responsible for maintenance shall see that larvicides are applied as necessary to the following stormwater ' treatment practices: catch basins,oil/grit separators,wet basins,wet water quality swales,dry extended detention basins,infiltration basins,and constructed stormwater wetlands.The Operation and Maintenance Plan must ensure that all larvicides are applied by a licensed pesticide applicator and in compliance with all pesticide label requirements. • The Operation and Maintenance Plan should identify the appropriate larvicide and the time and method of application.For example,Bacillus sphaericus(Bs),the preferred 15 i larvicide for stormwater BMPs,should be hand-broadcast.2 Alternatively,Altosid,a ' Methopren product,may be used.Because some practices are designed to dewater between storms,such as dry extended detention and infiltration basins,the Operation and Maintenance Plan should provide that larviciding must be conducted during or immediately after wet weather,when the detention or infiltration basin has a standing pool of water,unless a product is used that can withstand extended dry periods. REFERENCES ' California Department of Transportation,2004,BMP Retrofit Pilot Program,Final Report, Report ID CTSW—RT— 1 —050, ' http://www.dot.ca. og v/hq/env/stonnwater/special/newsetul2/ ndfs/new technology/CTSW-RT- 01-050.pdf#xml=http://dap l.dot.ca.aov/cei- bin/texis/webinator/search/pdfhi.txt?query=mosquito&db=db&pr=www&prox=page&rorder=50 0&rprox=500&rdfreq=500&rwfreq=500&rlead=500&sufs=0&order=r&cq=&id=4673373b7 ' Appendix E:Vector Monitoring and Abatement, http://www.dot.ca. og v/hq/env/stonnwater/special/newsetup/ pdfs/new technology California Department of Transportation,2001,Final Vector Report,Caltrans BMP Retrofit ' Project Sites,Districts 7 and 11, htty://www.dot.ca.gov/hg/env/stonnwater/special/newsetup/ pdfs/new technology/CTSW-RT7 01-050/Ap12endixE/01_FinalVectorReport.pdf Currier,Brian,and Moeller,2000,Glenn,Lessons Learned: The CALTRANS Storm Water Best ' Management Practice Retrofit Pilot Study,prepared by the California State University Sacramento and University of California Davis for the California Department of Transportation, http://www.owy.csus.edu/research/papers/papers/PP015.pdf Massachusetts Department of Environmental Protection,2001,West Nile Virus,Application of Pesticides to Wetland Resource Areas and Buffer Zones and Public Water systems,Guideline No. BRPG01-02,http://www.mass.gov/dep/water/wny-polcy.doc ' O'Meara,G.F.,2003,Mosquitoes Associated With Stonnwater Detention/Retention Areas, ENY627,University of Florida,Institute of Food and Agricultural Sciences Extension, htt-o://edis.ifas.ufl.edu/mg338 ' Taylor, Scott M.,and Currier,Brian, 1999,A Wet Pond as a Storm Water Runoff BMP—Case Study,presented at Department of Environmental Resources Engineering,Humboldt State University,Arcata,California http://www.owy.csus.edu/research/pavers/papers/PP004.pdf U.S. EPA,2005, Stonnwater Structures and Mosquitoes,EPA 833-F-05-003, http://www.ei)a.gov/npdes/pubs/sw wnv.pdf U.S.EPA,2003,Do Stormwater Retention Ponds Contribute to Mosquito Problems,Nonpoint source News-Notes,Issue No. 71,http://notes.tetratech- ' ffx.com/newsnotes.nsf/0/143f7fa99c3ea25485256d0l00618bc9?OpenDocument Virginia Department of Conservation and Recreation,2003,Vector Control,Mosquitoes and Stonnwater Management, Stormwater Management Technical Bulletin No. 8, http://www.dcr.virginia.gov/soil & water/documents/tecbltn8.1)df Wallace,John R., Stonnwater Management and Mosquito Ecology, Stonnwater Magazine, March/April 2007,http://www.gradingandexcavation.com/sw 0703 management.html 2 Bacillus thuringienis israelensis or Bti is usually applied by helicopter to wetlands and floodplains 1 16 C%IPNTECH" ' ENGINEERED SOLUTIONS 1 1 ' CDS Guide Operation, Design, Performance and Maintenance 1 11 rr ' t ' . t a; 17 CDS® Design Basics ' Using patented continuous deflective separation technology, the There are three primary methods of sizing a CDS system.The CDS system screens,separates and traps debris,sediment,and Water Quality Flow Rate Method determines which model size oil and grease from stormwater runoff.The indirect screening provides the desired removal efficiency at a given flow rate for a capability of the system allows for 100%removal of floatables defined particle size.The Rational Rainfall Method'" or the and ' and neutrally buoyant material without blinding. Flow and Probabilistic Method is used when a specific removal efficiency of screening controls physically separate captured solids,and the net annual sediment load is required. minimize the re-suspension and release of previously trapped ' pollutants. Inline units can treat up to 6 cfs,and internally bypass Typically in the Unites States,CDS systems are designed to flows in excess of 50 cfs(1416 Us).Available precast or cast-in- achieve an 80°/D annual solids load reduction based on lab place,offline units can treat flows from 1 to 300 cfs(28.3 to generated performance curves for a gradation with an average 8495 Us).The pollutant removal capacity of the CDS system has Particle size(d50)of 125 microns(um). For some regulatory been proven in lab and field testing. environments, CDS systems can also be designed to achieve an 80%annual solids load reduction based on an average particle Operation Overview size(60)of 75 microns(um)or 50 microns(um). ' Stormwater enters the diversion chamber where the diversion Water Quality Flow Rate Method weir guides the flow into the unit's separation chamber and In some cases, regulations require that a specific treatment rate, pollutants are removed from the flow.All flows up to the often referred to as the water quality design flow(WQQ),be ' system's treatment design capacity enter the separation chamber treated.This WQQ represents the peak flow rate from either and are treated. an event with a specific recurrence interval,e.g.the six-month Swirl concentration and screen deflection force floatables and storm,or a water quality depth,e.g. 1/2-inch(13 mm) of ' solids to the center of the separation chamber where 100%of rainfall. floatables and neutrally buoyant debris larger than the screen The CDS is designed to treat all flows up to the WQQ.At influent apertures are trapped. rates higher than the WQQ,the diversion weir will direct most ' Stormwater then moves through the separation screen, under flow exceeding the WQQ around the separation chamber.This the oil baffle and exits the system.The separation screen remains allows removal efficiency to remain relatively constant in the clog free due to continuous deflection. separation chamber and eliminates the risk of washout during bypass flows regardless of influent flow rates. t During the flow events exceeding the treatment design capacity, the diversion weir bypasses excessive flows around the separation Treatment flow rates are defined as the rate at which the CDS chamber,so captured pollutants are retained in the separation will remove a specific gradation of sediment at a specific removal efficiency.Therefore the treatment flow rate is variable, based cylinder. ' on the gradation and removal efficiency specified by the design engineer. GRATE INLET Rational Rainfall Method'" ' - - CURBI UET HOOD FOR (REQUIRED) �- _ CASTIR NHOOIFO Differences in local climate,topography and scale make every site hydraulically unique. It is important to take these factors into DEFLECTION PAN,3 SIDED l' �� - consideration when estimating the long-term performance of ' (`RATE INLETDESIGM any stormwater treatment system.The Rational Rainfall Method CREST OF BYPASS WEIR (ONE EACH SIDE( combines site-specific information with laboratory generated SEPARATION CYLINDER = performance data,and local historical precipitation records to estimate removal efficiencies as accurately as possible. ' INLET FWME 4 aixP�' Short duration rain gauge records from across the United States and Canada were analyzed to determine the percent of the total annual rainfall that fell at a range of intensities. US stations' depths were totaled every 15 minutes,or hourly,and recorded in N ET 0.01-inch increments. Depths were recorded hourly with 1-mm (MULTIPLE PIPES POSSIBLE( OIL BAFFLE resolution at Canadian stations.One trend was consistent at ' OUTLET all sites;the vast majority of precipitation fell at low intensities TIIEATMEM SGIEEN and high intensity storms contributed relatively little to the total +, annual depth. SEPARATION SLAB Y ��" SUMP STORAGE These intensities,along with the total drainage area and runoff coefficient for each specific site,are translated into flow rates using the Rational Rainfall Method. Since most sites are relatively small and highly impervious,the Rational Rainfall Method is appropriate. Based on the runoff flow rates calculated for each intensity,operating rates within a proposed CDS system are 18 ' 2 1 determined. Performance efficiency curve determined from full Two different gradations of silica sand material(UF Sediment ' scale laboratory tests on defined sediment PSDs is applied to &OK-1 10)were used in the CDS performance evaluation. The calculate solids removal efficiency.The relative removal efficiency particle size distributions(PSDs)of the test materials were at each operating rate is added to produce a net annual pollutant analyzed using standard method "Gradation ASTM D-422 removal efficiency estimate. "Standard Test Method for Particle-Size Analysis of Soils" by a ' Probabilistic Rational Method certified laboratory. The Probabilistic Rational Method is a sizing program Contech OF Sediment is a mixture of three different products produced developed to estimate a net annual sediment load reduction for by the U.S. Silica Company: "Sil-Co-Sil 106", '41 DRY"and a particular CDS model based on site size,site runoff coefficient, "20/40 Oil Frac". Particle size distribution analysis shows that regional rainfall intensity distribution,and anticipated pollutant the OF Sediment has a very fine gradation(d50 = 20 to 30 pm) characteristics. covering a wide size range(Coefficient of Uniformity,C averaged t at 10.6). In comparison with the hypothetical TSS gradation The Probabilistic Method is an extension of the Rational Method specified in the NJDEP(New Jersey Department of Environmental used to estimate peak discharge rates generated by storm events Protection)and NJCAT(New Jersey Corporation for Advanced of varying statistical return frequencies(e.g.2-year storm event). Technology) protocol for lab testing,the OF Sediment covers a ' Under the Rational Method,an adjustment factor is used to similar range of particle size but with a finer d50(d50 for NJDEP adjust the runoff coefficient estimated for the 10-year event, is approximately 50,um)(NJDEP, 2003). correlating a known hydrologic parameter with the target storm event. The rainfall intensities vary depending on the return The OK-1 10 silica sand is a commercial product of U.S. Silica frequency of the storm event under consideration. In general, Sand. The particle size distribution analysis of this material, also these two frequency dependent parameters(rainfall intensity included in Figure 1,shows that 99.9%of the OK-1 10 sand is and runoff coefficient)increase as the return frequency increases finer than 250 microns,with a mean particle size(d50)of 106 t while the drainage area remains constant. microns. The PSDs for the test material are shown in Figure 1. These intensities, along with the total drainage area and runoff 100.0 coefficient for each specific site, are translated into flow rates 90.0 --.—LIF Sediment(Avg) ' using the Rational Method. Since most sites are relatively small 80.0 —-.—OK 110(Avg) and highly impervious,the Rational Method is appropriate. Based 70.0 --k—NJCAT on the runoff flow rates calculated for each intensity,operating so.o rates within a proposed CDS are determined. Performance 50.0 t efficiency curve on defined sediment PSDs is applied to calculate 40.0 solids removal efficiency.The relative removal efficiency at each 30.0 operating rate is added to produce a net annual pollutant 20.0 - removal efficiency estimate. 10.0 ' 0.0 Treatment Flow Rate 1 10 100 1000 The inlet throat area is sized to ensure that the WQQ passes Partide Size Q m) ' through the separation chamber at a water surface elevation equal to the crest of the diversion weir.The diversion weir Figure 1. Particle size distributions bypasses excessive flows around the separation chamber, Tests were conducted to quantify the performance of a specific ' thus preventing re-suspension or re-entrainment of previously captured particles. CDS unit(1.1 cfs(31.3-Us)design capacity)at various flow rates, ranging from 1%up to 125%of the treatment design capacity of Hydraulic Capacity the unit, using the 2400 micron screen.All tests were conducted ' The hydraulic capacity of a CDS system is determined by the with controlled influent concentrations of approximately 200 length and height of the diversion weir and by the maximum mg/L. Effluent samples were taken at equal time intervals allowable head in the system.Typical configurations allow across the entire duration of each test run. These samples hydraulic capacities of up to ten times the treatment flow rate. were then processed with a Dekaport Cone sample splitter to ' The crest of the diversion weir may be lowered and the inlet obtain representative sub-samples for Suspended Sediment throat may be widened to increase the capacity of the system Concentration (SSC)testing using ASTM D3977-97 "Standard at a given water surface elevation.The unit is designed to meet Test Methods for Determining Sediment Concentration in Water ' project specific hydraulic requirements. Samples",and particle size distribution analysis. Performance Results and Modeling Full-Scale Laboratory Test Results Based on the data from the University of Florida,a performance ' A full-scale CDS system(Model CDS2020-513)was tested at the model was developed for the CDS system. A regression analysis was used to develop a fitting curve representative of the facility of University of Florida, Gainesville, FL. This CDS unit was scattered data points at various design flow rates.This model, evaluated under controlled laboratory conditions of influent flow' which demonstrated good agreement with the laboratory data,rate and addition of sediment. can then be used to predict CDS system performance with respect 19 ' 3 to SSC removal for any particle size gradation,assuming the Maintenance ' particles are inorganic sandy-silt. Figure 2 shows CDS predictive The CDS system should be inspected at regular intervals and performance for two typical particle size gradations(N1CAT maintained when necessary to ensure optimum performance. gradation and OK-1 10 sand)as a function of operating rate. The rate at which the system collects pollutants will depend more 100.00 heavily on site activities than the size of the unit. For example, unstable soils or heavy winter sanding will cause the grit chamber 80,00 `......•• ' • — "' ..... •••••• to fill more quickly but regular sweeping of paved surfaces will . .`. . slow accumulation. 60.00 •--------------------------------------------------------_ ----------- ' 40.00 ------------------------------------------ ------------------...._.--- Inspection Inspection is the key to effective maintenance and is easily 20.00 • • - •M�Al ................... oo performed. Pollutant transport and deposition may vary from o.ao year to year and regular inspections will help ensure that the 0% 20% 40% 60% 80% 100% 120% 140% system is cleaned out at the appropriate time. At a minimum, ' %Design Flow Rate inspections should be performed twice per year(e.g.spring and fall) however more frequent inspections may be necessary Figure 2.CDS stormwater treatment predictive performance for in climates where winter sanding operations may lead to rapid various particle gradations as a function of operating rate. accumulations,or in equipment washdown areas. Installations ' Many regulatory jurisdictions set a performance standard for should also be inspected more frequently where excessive hydrodynamic devices by stating that the devices shall be capable amounts of trash are expected. of achieving an 80%removal efficiency for particles having a The visual inspection should ascertain that the system ' mean particle size(60)of 125 microns(e.g.Washington State components are in working order and that there are no Department of Ecology—WASDOE-2008). The model can blockages or obstructions in the inlet and separation screen. be used to calculate the expected performance of such a PSD The inspection should also quantify the accumulation of (shown in Figure 3). The model indicates(Figure 4)that the CDS hydrocarbons,trash,and sediment in the system. Measuring ' system with 2400 micron screen achieves approximately 80% pollutant accumulation can be done with a calibrated dipstick, removal at the design(100%)flow rate,for this particle size tape measure or other measuring instrument. If absorbent distribution(d50 = 125 um). material is used for enhanced removal of hydrocarbons,the level ' of discoloration of the sorbent material should also be identified Particle Sue Dis0bution 100 90 ' 0 6D 50 40 30 20 10 0 1 10 100 1000 10000 Particle Size(micron) ' Figure 3. WASDOE PSD CDS U-dtt Performance for Ecology PSD c6=125 pm } 100 ....................................... : ---- ---- --- ---- ---- ------- •---- r .. 40 ----- ------ ---- ----- y= '19.145x+:100.92 ' 20 .R�.0.931 '�`' f O • • • • • • 1� • a.4 i _ 0% 20% 40% 80% 80% 100"/6 120% 140QA %Design Flow Rate Figure 4. Modeled performance for WASDOE PSD. 20 4 during inspection. It is useful and often required as part of an Cleaning ' operating permit to keep a record of each inspection. A simple Cleaning of a CDS systems should be done during dry weather form for doing so is provided. conditions when no flow is entering the system.The use of a Access to the CDS unit is typically achieved through two manhole vacuum truck is generally the most effective and convenient ' access covers. One opening allows for inspection and cleanout method of removing pollutants from the system. Simply remove of the separation chamber(cylinder and screen)and isolated the manhole covers and insert the vacuum hose into the sump. sump. The other allows for inspection and cleanout of sediment The system should be completely drained down and the sump captured and retained outside the screen. For deep units,a fully evacuated of sediment.The area outside the screen should ' single manhole access point would allows both sump cleanout also be cleaned out if pollutant build-up exists in this area. and access outside the screen. In installations where the risk of petroleum spills is small, liquid The CDS system should be cleaned when the level of sediment contaminants may not accumulate as quickly as sediment. has reached 75%of capacity in the isolated sump or when an However,the system should be cleaned out immediately in the appreciable level of hydrocarbons and trash has accumulated. event of an oil or gasoline spill. Motor oil and other hydrocarbons If absorbent material is used, it should be replaced when that accumulate on a more routine basis should be removed ' significant discoloration has occurred. Performance will not be when an appreciable layer has been captured.To remove these impacted until 100%of the sump capacity is exceeded however pollutants, it may be preferable to use absorbent pads since they it is recommended that the system be cleaned prior to that are usually less expensive to dispose than the oil/water emulsion for easier removal of sediment. The level of sediment is easily that may be created by vacuuming the oily layer.Trash and debris determined by measuring from finished grade down to the can be netted out to separate it from the other pollutants. The top of the sediment pile. To avoid underestimating the level of screen should be cleaned to ensure it is free of trash and debris. sediment in the chamber,the measuring device must be lowered Manhole covers should be securely seated following cleaning ' to the top of the sediment pile carefully. Particles at the top of activities to prevent leakage of runoff into the system from above the pile typically offer less resistance to the end of the rod than consolidated particles toward the bottom of the pile. Once this and also to ensure that proper safety precautions have been measurement is recorded, it should be compared to the as-built followed. Confined space entry procedures need to be followed ' if physical access is required. Disposal of all material removed drawing for the unit to determine weather the height of the sediment pile off the bottom of the sump floor exceeds 75%of from the CDS system should be done in accordance with local the total height of isolated sump. regulations. In many jurisdictions,disposal of the sediments may be handled in the same manner as the disposal of sediments ' removed from catch basins or deep sump manholes.Check your local regulations for specific requirements on disposal. a.. 7 , � 21 5 StorageDiameter Distance from Water Surface Sediment .. CDS Model to Top of Sediment Pile CDS1515 3 0.9 3.0 0.9 0.5 0.4 CDS2015 4 1.2 10 0.9 0.9 0.7 ' CDS2015 5 1.5 3.0 0.9 1.3 1.0 CDS2020 5 1.5 3.5 1.1 1.3 1.0 CDS2025 5 1.5 4.0 1.2 1.3 1.0 ' CDS3020 6 1.8 4.0 1.2 2.1 1.6 CDS3025 6 1.8 4.0 1.2 2.1 1.6 CDS3030 6 1.8 4.6 1.4 2.1 1.6 ' CDS3035 6 1.8 5.0 1.5 2.1 1.6 CDS4030 8 2.4 4.6 1.4 5.6 4.3 CDS4040 8 2.4 5.7 1.7 5.6 4.3 CDS4045 8 2.4 6.2 1.9 5.6 4.3 CDS5640 10 3.0 6.3 1.9 8.7 6.7 CDS5653 10 3.0 7.7 2.3 8.7 6.7 ' CDS5668 10 3.0 9.3 2.8 8.7 6.7 CDS5678 10 3.0 . 10.3 3.1 8.7 6.7 ' Table 1: CDS Maintenance Indicators and Sediment Storage Capacities Note:To avoid underestimating the volume of sediment in the chamber,carefully lower the measuring device to the top of the ' sediment pile. Finer silty particles at the top of the pile may be more difficult to feel with a measuring stick.These finer particles typically offer less resistance to the end of the rod than larger particles toward the bottom of the pile. i 1 � 22 6 CDS Inspection & Maintenance Log CDS Model: Location: ! Water Floatable Describe Maintenance Date depth to Layer Maintenance Comments Personnel sediment' Thickness2 Performed ! I ! ! ! ! 1 ' 1. The water depth to sediment is determined b taking two measurements with a stadia rod:one measurement p y 9 from the manhole opening to the top of the sediment pile and the other from the manhole opening to the water surface. If the difference between these measurements is less ' than the values listed in table 1 the system should be cleaned out. Note:to avoid underestimating the volume of sediment in the chamber, the measuring device must be carefully lowered to the top of the sediment pile. 2. For optimum performance,the system should be cleaned out when the floating hydrocarbon layer accumulates to an appreciable thickness.In the event of an oil spill,the system should be cleaned immediat2R 7 s 1 1 1 ' SUPPORT ��I� • Drawings and specifications are available at www.ContechES.com. C54MTECH® • Site-specific design support is available from our engineers. ENGINEERED SOLUTIONS 800-338-1122 ' www.ContechES.com ' ©2017 Contech Engineered Solutions LLC,a QUIKRETE Company ' Contech Engineered Solutions provides site solutions for the civil engineering industry.Contech's portfolio includes bridges,drainage,sanitary sewer,earth stabilization and stormwater treatment products. For information on other Contech division offerings,visit www.ContechES.com or call 800.338.1122 NOTHING IN THIS CATALOG SHOULD BE CONSTRUED AS A WARRANTY.APPLICATIONS SUGGESTED HEREIN ARE DESCRIBED ONLY TO HELP READERS MAKE THEIR OWN EVALUATIONS AND ' DECISIONS,AND ARE NEITHER GUARANTEES NOR WARRANTIES OF SUITABILITY FOR ANY APPLICATION,CONTECH MAKES NO WARRANTY WHATSOEVER,EXPRESS OR IMPLIED,RELATED TO THE APPLICATIONS,MATERIALS,COATINGS,OR PRODUCTS DISCUSSED HEREIN.ALL IMPLIED WARRANTIES OF MERCHANTABILITY AND ALL IMPLIED WARRANTIES OF FITNESS FOR ANY PARTICULAR PURPOSE ARE DISCLAIMED BY CONTECH.SEE CONTECH'S CONDITIONS OF SALE(AVAILABLE AT WWW.CONTECHES.COM/COS)FOR MORE INFORMATION. The product(s)described may be protected by one or more of the following US patents: 5,322,629;5,624,576;5,707,527;5,759,415;5,788,848;5,985,157;6,027,639;6,350,374;6,406,218; 6,641,720;6,511,595;6,649,048;6,991,114;6,998,038;7,186,058;7,296,692;7,297,266; related foreign patents or other patents pending. ' cds_manual 3/17 PDF RECYCLED PAPER 24 1 %wi-NTECH' ENGINEERED SOLUTIONS ' CDS° Inspection and Maintenance Guide 17 21 094 aaei 9. H <as §x a �IIII111\\\\ TE81NOlOGIES 25 Maintenance Cleaning The CDS system should be inspected at regular intervals and Cleaning of a CDS systems should be done during dry weather maintained when necessary to ensure optimum performance. conditions when no flow is entering the system.The use of a The rate at which the system collects pollutants will depend more vacuum truck is generally the most effective and convenient heavily on site activities than the size of the unit. For example, method of removing pollutants from the system. Simply remove unstable soils or heavy winter sanding will cause the grit chamber the manhole covers and insert the vacuum hose into the sump. to fill more quickly but regular sweeping of paved surfaces will The system should be completely drained down and the sump slow accumulation. fully evacuated of sediment.The area outside the screen should ' also be cleaned out if pollutant build-up exists in this area. Inspection In installations where the risk of petroleum spills is small,liquid Inspection is the key to effective maintenance and is easily contaminants may not accumulate as quickly as sediment. ' performed. Pollutant transport and deposition may vary from However,the system should be cleaned out immediately in year to year and regular inspections will help ensure that the the event of an oil or gasoline spill should be cleaned out system is cleaned out at the appropriate time. At a minimum, immediately. Motor oil and other hydrocarbons that accumulate inspections should be performed twice per year(e.g.spring on a more routine basis should be removed when an appreciable t and fall)however more frequent inspections may be necessary layer has been captured.To remove these pollutants, it may in climates where winter sanding operations may lead to rapid be preferable to use absorbent pads since they are usually less accumulations,or in equipment washdown areas. Installations expensive to dispose than the oil/water emulsion that may be ' should also be inspected more frequently where excessive created by vacuuming the oily layer.Trash and debris can be amounts of trash are expected. netted out to separate it from the other pollutants. The screen The visual inspection should ascertain that the system should be power washed to ensure it is free of trash and debris. t components are in working order and that there are no Manhole covers should be securely seated following cleaning blockages or obstructions in the inlet and separation screen. activities to prevent leakage of runoff into the system from above The inspection should also quantify the accumulation of and also to ensure that proper safety precautions have been hydrocarbons,trash,and sediment in the system. Measuring followed.Confined space entry procedures need to be followed ' pollutant accumulation can be done with a calibrated dipstick, if physical access is required. Disposal of all material removed tape measure or other measuring instrument. If absorbent from the CDS system should be done in accordance with local material is used for enhanced removal of hydrocarbons,the level regulations. In many jurisdictions,disposal of the sediments may ' of discoloration of the sorbent material should also be identified be handled in the same manner as the disposal of sediments during inspection. It is useful and often required as part of an removed from catch basins or deep sump manholes. operating permit to keep a record of each inspection. A simple form for doing so is provided. ' Access to the CDS unit is typically achieved through two manhole access covers. One opening allows for inspection and cleanout of the separation chamber(cylinder and screen)and isolated ' sump. The other allows for inspection and cleanout of sediment captured and retained outside the screen. For deep units,a single manhole access point would allows both sump cleanout ' and access outside the screen. The CDS system should be cleaned when the level of sediment has reached 75%of capacity in the isolated sump or when an ' appreciable level of hydrocarbons and trash has accumulated. If absorbent material is used, it should be replaced when significant discoloration has occurred. Performance will not be impacted until 100%of the sump capacity is exceeded however ' it is recommended that the system be cleaned prior to that f_ for easier removal of sediment. The level of sediment is easily determined by measuring from finished grade down to the ' top of the sediment pile. To avoid underestimating the level of sediment in the chamber,the measuring device must be lowered =' to the top of the sediment pile carefully. Particles at the top of the pile typically offer less resistance to the end of the rod than c ' consolidated particles toward the bottom of the pile. Once this -' - measurement is recorded, it should be compared to the as-built drawing for the unit to determine weather the height of the , T' sediment pile off the bottom of the sump floor exceeds 75%of the total height of isolated sump. j£A {r ' N 26 1 Distance from Water Surface Diameter to Top of Sediment Pile Sediment Storage Capacity CDS Model ft m ft m y3 m3 '• h l lie y>sr!�f Crr� y't a fS• ^ • 'jt �> - c. �'i`,pT { ✓�' -t y°s's �,_�+b'3•*. t,t t ' 5 ` t • fi-. s:� 3� wy� R ``� r V � IJIV = ' -_-,....= Support • Drawings and specifications are available at www.contechstormwater.com. • Site-specific design support is available from our engineers. ,72017 Contech Engineered Solutions LLC,a QUIKRETE Company Contech Engineered Solutions LLC provides site solutions for the civil engineering industry.Contech's portfolio includes bridges,drainage,sanitary sewer, stormwater,earth stabilization and wastewater treament products.For information,visit www.ContechES.com or call 800.338.1122 NOTHING IN THIS CATALOG SHOULD BE CONSTRUED AS AN EXPRESSED WARRANTY OR AN IMPLIED WARRANTY OF MERCHANTABILITY OR FITNESS FOR ANY PARTICULAR PURPOSE.SEE THE CONTECH STANDARD CONDITION OF SALES(VIEWABLE AT WNNV.CONTECHES.COM/COS)FOR MORE INFORMATION. The product(s)described may be protected by one or more of the following US patents: 5,322,629;5,624,576;5,707,527;5,759,415;5,788,848; 5,985,157;6,027,639;6,350,374;6,406,218;6,641,720;6,511,595;6,649,048;6,991,114;6,998,038;7,186,058;7,296,692;7,297,266;7,517,450 related foreign patents or other patents pending. :rr r Inspection & Maintenance Log CDS Model: Location: Water Floatable Describe Date depth to Layer Maintenance Maintenance Comments rsediment' Thickness' Performed Personnel r r r r r r 1 r r r r r r1. The water depth to sediment is determined by taking two measurements with a stadia rod:one measurement from the manhole opening to the top of the sediment pile and the other from the manhole opening to the water surface. If the difference between these measurements is less ' than the values listed in table 1 the system should be cleaned out. Note:to avoid underestimating the volume of sediment in the chamber, the measuring device must be carefully lowered to the top of the sediment pile. 2. For optimum performance,the system should be cleaned out when the floating hydrocarbon layer accumulates to an appreciable thickness.In the event of an oil spill,the system should be cleaned immediately. 28 rCDs Maintenance Guide-7/18(PDF) 1 1 1 1 ' Section 3.0 — Exhibits 1 1 o i � a �o 1 _ 0 0 i o E 1 DSO V o 1 � Q n r 1 0 O � 1 1 1 PREPARED BY PROJECT: SELF-STORAGE USGS SITE LOCUS MAP ' REDEVELOPMENT PROJECT PROJECT NO. 2570-01 DATE: JUNE 25,2019 435 HIGHLAND AVENUE SCALE: 1R=25a DWG.NAME: C-2570-01 A L L E N & MAJOR SALEM, MA DESIGNED BY: DMR CHECKED BY: CMQ ASSOCIATES, INC. C°pynghr®1Al Rights Major Ass°cia es,Inc. 1 All Rights Reserved civil&structural engineering♦land surveying environmental consulting•landscape architecture THIS DRAWING HAS BEEN PREPARED IN ELECTRONIC FORMAT.CLIENT/CUENTS REPRESENTATIVE OR SHEET NO. w" .a I I e o m a,°`'`° CONSULTANT MAY BE PROVIDED COPIES OF DRAWINGS AND SPECIFICATIONS ON MAGNETIC MEDIA 100 COMMERCE WAY FOR HIS/HER INFORMATION AND USE FOR SPECIFIC APPLICATION TO THIS PROJECT.DUE TO THE P.O.BOX 2888 POTENTIAL THAT THE MAGNETIC INFORMATION MAY BE MODIFIED UNINTENTIONALLY OR OTHERWISE, EXH-1 ' WOBURN M) 35-6889 IS ALLEN&MAJOR ASSOCIATES,INC.MAY REMOVE ALL INDICATION OF THE DOCUMENTS AUTHORSHIP TEL:(781)935-6889 FAX:(781)935-2896 ON THE MAGNETIC MEDIA.PRINTED REPRESENTATIONS OF THE DRAWINGS AND SPECIFICATIONS MOBURN.MA♦ LAEEVILLE.MA •MANCHESTER.NH ISSUED SHALL BE THE ONLY RECORD COPIES OF ALIEN&MAJOR ASSOCIATES,INC.-S WORK PRODUCT. 1 i oil 0 _ O t 1 u SITE ` t �r ' eREeaHE°e': PROJECT: SELF-STORAGE AERIAL PHOTO A&A c' REDEVELOPMENT PROJECT PROJECT NO. 2570-01 DATE: JUNE 25,2019 435 HIGHLAND AVENUE SCALE: 1 —25Y DWG.NAME: C-2570-01 A L L E N & MAJOR SALEM, MA DESIGNED BY: DMR CHECKED BY: CMQ ASSOCIATES, INC. Copy sh!®2ALI Al/en&Major Associates,Inc. ' A/1 Righ4s Reserved civil&structural engineering•land surveying environmental consulting•landscape architecture THIS DRAWING HAS BEEN PREPARED IN ELECTRONIC FORMAT.CLIENT/CLIENT'S REPRESENTATIVE OR SHEET NO. .a I I e a m a J o r.c o m CONSULTANT MAY BE PROVIDED COPIES OF DRAWINGS AND SPECIFICATIONS ON MAGNETIC MEDIA w loo COMMERCE WAY 18 FOR HIS/HER INFORMATION AND USE FOR SPECIFIC APPLICATION TO THIS PROJECT.DUE TO THE WOBURN P.O.BOX 2t 88 POTENTIAL THAT THE MAGNETIC INFORMATION MAY BE MODIFIED UNINTENTIONALLY OR OTHERWISE, EXH-2 TEL:(78 1)95-6 35-6889 AI I EN&MAJOR ASSOCIATES,INC.MAY REMOVE ALL INDICATION OF THE DOCUMENTS AUTHORSHIP FAX:(78 1) 935-2896 ON THE MAGNETIC MEDIA.PRINTED REPRESENTATIONS OF THE DRAWINGS AND SPECIFICATIONS WOBURN.MA♦ LAKEVILLE.MA •MANCHESTER,NH ISSUED SHALL BE THE ONLY RECORD COPIES OF ALLEN&MAJOR ASSOCIATES,INC.-S WORK PRODUCT. I i 3 3 c �����',, a s$'' illy HIGHLAND AVENUE `"' �'"",,* .�,, •c...--. �:+" 41 " " 77 w rol c t1P v FEMA FLOOD INSURANCE RATE MAP ' SALEM,ESSEX COUNTY,MASSACHUSETTS MAP NUMBER:25009CO531 G JULY 16,2014 ' NOTE:SITE IS LOCATED OUTSIDE FEMA FLOOD ZONE. P"E"UtED BY: PROJECT: SELF-STORAGE FEMA FIRM MAP ' REDEVELOPMENT PROJECT PROJECT NO. 2570-01 DATE: JUNE 25,2019 435 HIGHLAND AVENUE SCALE: 1°=25U DWG.NAME: C-2570-01 A L L E N & MAJ O R SALEM, MA DESIGNED BY: DMR CHECKED BY: CMQ ASSOCIATES, INC. Copyright®2A11Rigbts enived ssociates Inc. 1 W All Righ s Reserved civil&strucrural engineering.land surveying environmental consulting#landscape architecture THIS DRAWING HAS BEEN PREPARED IN ELECTRONIC FORMAT.CLIENT/CUENT'S REPRESENTATIVE OR SHEET NO. w a I I e n m a J o r.c o m CONSULTANT MAY BE PROVIDED COPIES OF DRAWINGS AND SPECIFICATIONS ON MAGNETIC MEDIA 100 P O,BOX 2118 OMMERCE AY FOR HIS/HER INFORMATION AND USE FOR SPECIFIC APPLICATION TO THIS PROJECT.DUE TO THE WOBURN MA 01888-0118 POTENTIAL THAT THE MAGNETIC INFORMATION MAY BE MODIFIED UNINTENTIONALLY OR OTHERWISE, EXH-3 TEL:(781)935-6889 ALLEN&MAJOR ASSOCIATES,INC.MAY REMOVE ALL INDICATION OF THE DOCUMENT'S AUTHORSHIP FAX:(781)935-2896 ON THE MAGNETIC MEDIA.PRINTED REPRESENTATIONS OF THE DRAWINGS AND SPECIFICATIONS WOBUEN,MA. LAHEVILLE.MA •MANCHEITEE.NH ISSUED SHALL BE THE ONLY RECORD COPIES OF ALLEN&MAJOR ASSOCIATES,INC.'S WORK PRODUCT. 1 1 MASS GIS OUTSTANDING RESOURCE WATER MAP V, sr r et 1 , t ; f01 w y t ii (S rR' __ ' 4. H[GHLANDT 1 ' { ' LEGEND PUBLIC.WATER SUPPLY:tONTRIBUT011 w omFQRACEC ORW FOPWTH WATER SUPPL-YAND OTHER ' eRer.AReoar: PROJECT: SELF-STORAGE OUTSTANDING RESOURCE WATER MAP ' REDEVELOPMENT PROJECT PROJECT NO. 2570-01 DATE: JUNE 25,2019 435 HIGHLAND AVENUE SCALE: 1-2501 DWG.NAME: C-2570-01 A L L E N & MAJOR SALEM, MA DESIGNED BY: DMR CHECKED BY: CMQ ASSOCIATES, INC. Copy shr®20/9A//hts Reserved soeiates,Ina WAll Righs Reserved civil&structural engineering*land surveying environmental consulting♦laudscape architecture THIS DRAWING HAS BEEN PREPARED IN ELECTRONIC FORMAT.CLIENT/CUENM REPRESENTATIVE OR SHEET No. a I I e¢m a i¢r.`o m CONSULTANT MAY BE PROVIDED COPIES OF DRAWINGS AND SPECIFICATIONS ON MAGNETIC MEDIA too COMMERCE WAY FOR HIS/HER INFORMATION AND USE FOR SPECIFIC APPLICATION TO THIS PROJECT.DUE TO THE P.O.BOX 2888 POTENTIAL THAT THE MAGNETIC INFORMATION MAY BE MODIFIED UNINTENTIONALLY OR OTHERWISE, EXH,4 t wOBURN MA 0188-01 t 8 AI!FN&MAJOR ASSOCIATES,INC.MAY REMOVE ALL INDICATION OF THE DOCUMENTS AUTHORSHIP TEL:(781)935-6889 FAX:(781)935-2896 ON THE MAGNETIC MEDIA.PRINTED REPRESENTATIONS OF THE DRAWINGS AND SPECIFICATIONS WOBURN.MA♦ LAKEVILLE.MA ♦MANCHESTER.NH ISSUED SHALL BE THE ONLY RECORD COPIES OF ALLEN&MAJOR ASSOCIATES,INC.'S WORK PRODUCT. 1 1 1 1 Section 4.0 — HydroCAD Reports ' I i a a r � i■■ a a a � a■ �a � a a �■a � � � a i 2570-01-Existing HCAD Prepared by(enter your company name here) Printed 6/24/2019 HydrOCAD®10.00-18 s/n 02881 ©2016 HvdroCAD Software Solutions LLC Page 2 Area Listing(all nodes) Area CN Description (sq-ft) (subcalchment-numbers) 3,463 80 >75%Grass cover,Good,HSG D (E-1) 44,270 98 Paved perking,HSG D (E-1) 31,959 98 Roofs,HSG D (E-1) 79,692 97 TOTAL AREA E-1 Site Runoff Flow to offsite Wetlands Subcat Reach On Link Routing Diagram for 2570-01-Existing HCAD Prepared by(enter your company name here), Printed 6/24/2019 HydroCAD®10.00-18 s/n 02881 0 2016 HydroCAD Software Solutions LLC 2570-01-Existing HCAD 2570-01-Existing HCAD Prepared by(enter your company name here) Printed 6/24/2019 Prepared by(enter your company name here) Printed 6/24/2019 HvdroCAD®10.00-18 s/n 02881 02016 HvdroCAD Software Solutions LLC Page 3 HvdroCAD®10.00-18 s/n 02881 ©2016 HvdroCAD Software Solutions LLC Page 4 Soil Listing(all nodes) Ground Covers(all nodes) Area Soil Subcatchment HSG-A HSG-B HSG-C HSG-D Other Total Ground Sub (sq-ft) Group Numbers (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) Cover Nun 0 HSG A 0 0 0 3,463 0 3.463 >75%Grass 0 HSG B cover,Good 0 HSG C 0 0 0 44,270 0 44,270 Paved perking 79,692 HSG D E-1 0 0 0 31,959 0 31,959 Roofs 0 Other 0 0 0 79,692 0 79,692 TOTAL AREA 79,692 TOTAL AREA 2670-01-Existing HCAD Type 11124-hr 2-YR Rainfall=3.23" 2670-01-Existing HCAD Type 11124-hr 2-YR Rainfall=3.23" Prepared by(enter your company name here) Printed 6/24/2019 Prepared by(enter your company name here) Printed 6/2 412 01 9 HvdroCAD810.00-18 s/n 02881 ©2016 HvdroCAD Software Solutions LLC Paae 5 HvdroCAD®10.00-18 s/n 02881 ©2016 HydroCAD Software Solutions LLC Page 6 Time span=0.00-24.00 hrs,dt=0.01 hrs,2401 points Summary for Subcatchment E-1:Site Runoff Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Star-Ind method Runoff = 5.86 cfs @ 12.07 hrs, Volume= 19,155 cf, Depth> 2.88" SubcatchmentE-1:Site Runoff Runoff Area=79,692 sf 95.65%Impervious Runoff Depth>2.88" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs Flow Length=468' Tc=5.0 min CN=97 Runoff=5.86 ds 19,155 d Type III 24-hr 2-YR Rainfall=3.23" Reach SP-1:Flow to offsite Wetlands Inflow=5.86 ds 19,155 d Area(sf) CN Description Oufflow=5.86 ds 19,155 d 3,463 80 >75%Grass cover,Good,HSG D Total Runoff Area=79,692 sf Runoff Volume=19,155 cf Average Runoff Depth=2.88" 31,959 98 Roofs,HSG D 4.35%,Pervious=3,463 sf 95.65%Impervious=76,229 sf 44,270 98 Paved parking,HSG D 79,692 97 Weighted Average 3,463 4.35%Pervious Area 76,229 95.65%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 50 0.0450 1.65 Sheet Flow,A-B Smooth surfaces n=0.011 P2=3.16" 1.3 211 0.0191 2.81 Shallow Concentrated Flow,B-C Paved Kv=20.3 fps 0.6 207 0.0062 5.67 17.81 Pipe Channel,C-D 24.0" Round Area=3.1 sf Perim=6.3' r-0.50' n=0.013 Concrete pipe,bends&connections 2.4 468 Total, Increased to minimum Tc=5.0 min Summary for Reach SPA:Flow to offsite Wetlands Inflow Area= 79,692 sf, 95.65%Impervious, Inflow Depth> 2.88" for 2-YR event Inflow = 5.86 ds @ 12.07 hrs, Volume= 19,155 d Outflow = 5.86 ds @ 12.07 hrs, Volume= 19,155 d, Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs MMMM MMMMM MMMM MMMMMM 2670-01 -Existing HCAD Type 11124-hr 10-YR Rainfall=4.90" 2570-01 -Existing HCAD Type 11124-hr 10-YR Rainfall=4.90" Prepared by{enter your company name here} Printed 6/24/2019 Prepared by{enter your company name here} Printed 6/24/2019 HydroCAD®10.00-18 s/n 02881 ©2016 HvdroCAD Software Solutions LLC Pane 7 HvdroCAD®10.00-18 s/n 02881 ©2016 HvdroCAD Software Solutions LLC Page 8 Time span=0.00-24.00 hrs,dt=0.01 hrs,2401 points Summary for Subcatchment E-1:Site Runoff Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff = 9.02 cfs @ 12.07 hrs, Volume= 30,180 cf, Depth> 4.54" SubcatchmentE-1:Site Runoff Runoff Area=79,692 sf 95.65%Impervious Runoff Depth>4.54" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs Flow Length=468' Tc=5.0 min CN=97 Runoff=9.02 cfs 30,180 cf Type III 24-hr 10-YR Rainfall=4.90" Reach SP-1:Flow to offsite Wetlands Inflow=9.02 cfs 30,180 cf Area(sf) CN Description Outflow=9.02 cfs 30,180 cf 3,463 80 >75%Grass cover,Good,HSG D 959 Total Runoff Area=79,692 sf Runoff Volume=30,180 cf Average Runoff Depth=4.54" 31,270 98 Roofs,HSG D 4.35%Pervious=3,463 sf 95.65%Impervious=76,229 sf 79, 98 Paved parkins,HSG D 79,669292 97 Weighted Average 3,463 4.35%Pervious Area 76,229 95.65%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 50 0.0450 1.65 Sheet Flow,A-B Smooth surfaces n=0.011 P2=3.16" 1.3 211 0.0191 2.81 Shallow Concentrated Flow,B-C Paved Kv=20.3 fps 0.6 207 0.0062 5.67 17.81 Pipe Channel,C-D 24.0" Round Area=3.1 sf Perim=6.3' r=0.50' n=0.013 Concrete pipe,bends&connections 2.4 468 Total, Increased to minimum Tc=5.0 min Summary for Reach SP-1:Flow to offsite Wetlands Inflow Area= 79,692 sf, 95.65%Impervious, Inflow Depth> 4.54" for 10-YR event Inflow = 9.02 cfs @ 12.07 hrs, Volume= 30,180 cf Outflow = 9.02 cfs @ 12.07 hrs, Volume= 30,180 cf, Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs 2670-01 -Existing HCAD Type///24-hr 25-YR Rainfall=6.21" 2570-01-Existing HCAD Type///24-hr 25-YR Rainfall=6.21" Prepared by(enter your company name here) Printed 6/24/2019 Prepared by(enter your company name here) Printed 6/24/2019 HvdroCAD010.00-18 s/n 02881 ©2016 HvdroCAD Software Solutions LLC page 9 HvdroCAD010.00-18 s/n 02881 ©2016 HvdroCAD Software Solutions LLC Page 10 Time span=0.00-24.00 hrs,dt=0.01 hrs,2401 points Summary for Subcatchment E-1:Site Runoff Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff = 11.48 cfs @ 12.07 hrs, Volume= 38,849 of, Depth> 5.85" SubcatchmentE-1:Site Runoff Runoff Area=79,692 sf 95.65%Impervious Runoff Depth>5.85" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs Flow Length=468' Tc=5.0 min CN=97 Runoff=11.48 cfs 38,849 cf Type III 24-hr 25-YR Rainfall=6.21" Reach SP-1:Flow to offsite Wetlands Inflow--11.48 cfs 38,849 of Area(sf) CN Description Outflow--11.48 cfs 38,849 cf 3,463 80 >75%Grass cover,Good,HSG D 959 Total Runoff Area=79,692 sf Runoff Volume=38,849 cf Average Runoff Depth=5.85" 31,270 98 Roofs,HSG D 4.35%Pervious=3,463 sf 95.65%Impervious=76,229 sf 79,692 98 Paved parking,HSG D 79,692 97 Weighted Average 3,463 4.35%Pervious Area 76,229 95.65%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) 0.5 50 0.0450 1.65 Sheet Flow,A-B Smooth surfaces n=0.011 P2=3.16" 1.3 211 0.0191 2.81 Shallow Concentrated Flow,B-C Paved Kv=20.3 fps 0.6 207 0.0062 5.67 17.81 Pipe Channel,C-D 24.0" Round Area=3.1 sf Perim=6.3' r=0.50' n=0.013 Concrete pipe,bends&connections 2.4 468 Total, Increased to minimum Tc=5.0 min Summary for Reach SP-1:Flow to offsite Wetlands Inflow Area= 79,692 sf, 95.65%Impervious, Inflow Depth> 5,85" for 25-YR event Inflow = 11.48 cfs @ 12.07 hrs, Volume= 38,849 cf Outflow = 11.48 cfs @ 12.07 hrs, Volume= 38,849 cf, Aften=0%, Lag=0.0 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs I i i !• ! ! i i i i ! i i i i ! ! i i i 2570-01-Existing HCAD Type 111 24-hr 100-YR Rainfall=8.92" 2570-01 -Existing HCAD Type 111 24-hr 100-YR Rainfall=8.92" Prepared by{enter your company name here} Printed 6/24/2019 Prepared by{enter your company name here} Printed 6/24/2019 HydroCAD010.00-18 s/n 02881 ©2016 HydroCAD Software Solutions LLC Paae 11 HydroCAD®10.00-18 s/n 02881 ©2016 HydroCAD Software Solutions LLC Pam 12 Time span=0.00-24.00 hrs,dt=0.01 hrs,2401 points Summary for Subcatchment E-1:Site Runoff Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff = 16.56 cfs @ 12.07 hrs, Volume= 56,806 cf, Depth> 8.55" SubcatchmentE-1:Site Runoff Runoff Area=79,692 sf 95.65%Impervious Runoff Depth>8.55" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs Flow Length=468' Tc=5.0 min CN=97 Runoff=16.56 cis 56,806 cf Type III 24-hr 100-YR Rainfall=8.92" Reach SPA:Flow to offslte Wetlands Inflow=16.56 cfs 56,806 cf Area(sf) CN Description Outflow--16.56 cis 56,806 ct 3,463 80 >75%Grass cover,Good,HSG D 959 Total Runoff Area=79,692 sf Runoff Volume=66,806 cf Average Runoff Depth=8.55" 31,270 98 Roofs,HSG D 4.35%Pervious=3,463 sf 95.65%Impervious=76,229 sf 79, 98 Paved parkins.HSG D 79,669292 97 Weighted Average 3,463 4.35%Pervious Area 76,229 95.65%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 50 0.0450 1.65 Sheet Flow,A-B Smooth surfaces n=0.011 P2=3.16" 1.3 211 0.0191 2.81 Shallow Concentrated Flow,B-C Paved Kv=20.3 fps 0.6 207 0.0062 5.67 17.81 Pipe Channel,C-D 24.0" Round Area=3.1 sf Perim=6.3' r=0.50' n=0.013 Concrete pipe,bends&connections 2.4 468 Total, Increased to minimum Tc=5.0 min Summary for Reach SP-1:Flow to offsite Wetlands Inflow Area= 79,692 sf, 95.65%Impervious, Inflow Depth> 8.55" for 100-YR event Inflow = 16.56 cfs @ 12.07 hrs, Volume= 56,806 cf Outflow = 16.56 cfs @ 12.07 hrs, Volume= 56,806 cf, Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs 2570-01 -Proposed HCAD Prepared by(enter your company name here) Printed 6/24/2019 HvdroCAD®10.0D-18 s/n 02881 ©2016 HydroCAD Software Solutions LLC Paae 2 Area Listing(all nodes) Area CN Description (sq-ft) (subcatchment-numbers) 4,539 74 >75%Grass cover,Good,HSG C (P-1 C) p 9,223 80 >75%Grass cover,Good,HSG D (P-1 B) P-1 A P-1 B P-1 Cj 10,208 98 Paved parking,HSG C (P-1 C) 25,644 98 Paved parking,HSG D (P-18) 30,078 98 Roofs,HSG D (P-1A) 79,692 95 TOTAL AREA Roof Ar FI w to DS-1 FI w to DS-2 S1 S2 Det.Syste #1 De .System#2 SP-1 Flow to offsite Wetlands Subcat Reach oh Link Routing Diagram for 2570.01-Proposed HCAD Prepared by(enter your company name here),Printed 8/24I2019 Hyd.CAD®10 M18 s/n 02881 02016 HydroCAD Software Solutions LLC M M M M M M 2670-01 -Proposed HCAD 2570-01-Proposed HCAD Prepared by(enter your company name here) Printed 6/24/2019 Prepared by(enter your company name here) Printed 6/24/2019 HvdroCAD6110.00-18 s/n 02881 ©2016 HvdroCAD Software Solutions LLC Paae 3 HvdroCAD®10.00-18 s/n 02881 ©2016 HvdroCAD Software Solutions LLC Pace 4 Soil Listing(all nodes) Ground Covers(all nodes) Area Soil Subcatchment HSG-A HSG-B HSG-C HSG-D Other Total Ground Sub (sq-ft) Group Numbers (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) Cover Nun 0 HSG A 0 0 4,539 9,223 0 13,762 >75%Grass 0 HSG B cover,Good 14,747 HSG C P-1C 0 0 10,208 25,644 0 35,852 Paved parking 64,945 HSG D P-1A,P-1B 0 0 0 30,078 0 30,078 Roofs 0 Other 0 0 14,747 64,946 0 79,692 TOTAL AREA 79,692 TOTAL AREA 2570-01-Proposed HCAD Type/1/24-hr 2-YR Rainfall=3.23" 2570-01 -Proposed HCAD Type Ill 24-hr 2-YR Rainfall=3.23" Prepared by{enter your company name here} Printed 6/24/2019 Prepared by{enter your company name here} Printed 6/24/2019 HvdroCAD®10.00-18 s/n 02881 ©2016 HvdroCAD Software Solutions LLC Page 5 HvdroCAD®10.00-18 s/n 02881 ©2016 HvdroCAD Software Solutions LLC Facie 6 Time span=0.00-36.00 hrs,dt=0.02 hrs,1801 points Summary for Subcatchment P-IA:Roof Area Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff = 2.16 cfs @ 12.08 hrs, Volume= 7,513 cf, Depth= 3.00" SubcatchmentP-1A:Roof Area Runoff Area=30,078 sf 100.00%Impervious Runoff Depth=3.00" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Tc=6.0 min CN=98 Runoff=2.16 cfs 7,513 cf Type III 24-hr 2-YR Rainfall=3.23" SubcatchmentP-1B:Flow to DS-1 Runoff Area=34,867 sf 73.55%Impervious Runoff Depth=2.47" Area(sf) CN Description Tc=6.0 min CN=93 Runoff=2.24 cfs 7,190 cf 30,078 98 Roofs,HSG D SubcatchmentP-1C:Flow to DS-2 Runoff Area=14,747 sf 69.22%Impervious Runoff Depth=2.29" 30,078 100.00%Impervious Area Tc=6.0 min CN=91 Runoff=0.89 cfs 2,810 cf Tc Length Slope Velocity Capacity Description Reach SP-1:Flow to offsite Wetlands Inflow=3.35 cfs 17,513 cf (min) (feet) (ft/ft) (f/sec) (cfs) Oufflow=3.35 ds 17,513 of 6.0 Direct Entry, Pond DS1:Det.System#1 Peak EIev=109.93' Storage=1,924 cf Inflow=4.41 cfs 14,703 cf Summary for Subcatchment P-1 B:Flow to DS-1 Outflow=2.67 cfs 14,703 cf Pond DS2:Det.System#2 Peak EIev=108.69' Storage=207 cf Inflow=0.89 cfs 2,810 of Runoff = 2.24 cfs @ 12.09 hrs, Volume= 7,190 cf, Depth= 2.47" Outflow=0.72 as 2,810 cf Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Total Runoff Area=79,692 sf Runoff Volume=17,513 cf Average Runoff Depth=2.64" Type III 24-hr 2-YR Rainfall=3.23" 17.27%Pervious=13,762 sf 82.73%Impervious=65,930 sf Area(sf) CN Description 9,223 80 >75%Grass cover,Good,HSG D 25,644 98 Paved parking,HSG D 34,867 93 Weighted Average 9,223 26.45%Pervious Area 25,644 73.55%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment P-1C:Flow to DS-2 Runoff = 0.89 cfs @ 12.09 hrs, Volume= 2.810 cf, Depth= 2.29" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type III 24-hr 2-YR Rainfall=3.23" Area(sf) CN Description 4,539 74 >75%Grass cover,Good,HSG C 10,208 98 Paved parking,HSG C 14,747 91 Weighted Average 4,539 30.78%Pervious Area 10,208 69.22%Impervious Area 2570-01 -Proposed HCAD Type/1/24-hr 2-YR Rainfall=3.23" 2570-01 -Proposed HCAD Type/1/24-hr 2-YR Rainfall=3.23" Prepared by(enter your company name here) Printed 6/24/2019 Prepared by(enter your company name here) Printed 6/24/2019 HydroCAD010.00-18 s/n 02881 ©2016 HvdroCAD Software Solutions LLC Paae 7 HvdroCADID 10.00-18 s/n 02881 ©2016 HvdroCAD Software Solutions LLC Page 8 Tc Length Slope Velocity Capacity Description Summary for Pond DS2:Det.System#2 (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Inflow Area= 14,747 sf, 69.22%Impervious, Inflow Depth= 2.29" for 2-YR event Inflow = 0.89 cfs @ 12.09 hrs, Volume= 2,810 cf Summary for Reach SP-1:Flow to offsite Wetlands Outflow = 0.72 cfs @ 12.15 hrs, Volume= 2,810 cf, Atten=19%, Lag=3.6 min Primary = 0.72 cfs @ 12.15 hrs, Volume= 2,810 cf Inflow Area= 79,692 sf, 82.73%Impervious, Inflow Depth= 2.64" for 2-YR event Inflow = 3.35 cfs @ 12.16 hrs, Volume= 17,513 d Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Outflow = 3.35 cfs @ 12.16 hrs, Volume= 17,513 d, Atten=0%, Lag=0.0 min Peak Elev=108.69'@ 12.15 hrs Surf.Area=252 sf Storage=207 d Routing by Stor-Ind+Trans method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Plug-Flow detention time=2.7 min calculated for 2,808 cf(100%of inflow) Center-of-Mass det.time=2.7 min(804.8-802.1) Summary for Pond DS1:Det.System#1 Volume Invert Avail.Storage Storage Description 85' 306 cf 6.00'W x 42.00'L x 5.00'H Stone Inflow Area= 64,945 sf, 85.80%Impervious, Inflow Depth= 2.72" for 2-YR event #1 106. 1,260 cf Overall-385 cf Embedded=875 cf x 35.0%Voids Inflow = 4.41 cfs @ 12.08 hrs, Volume= 14,703 cf #2 107.60' 283 cf 36.0" Round Pipe Storage Inside#1 Outflow = 2.67 cfs @ 12.19 hrs, Volume= 14,703 cf, Atten=39%, Lag=6.2 min L=40.0' S=0.0010'P g Primary = 2.67 cfs @ 12.19 hrs, Volume= 14,703 cf 385 cf Overall-3.0"Wall Thickness=283 cf Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs 589 cf Total Available Storage Peak Elev=109.93'@ 12.19 hrs Surf.Area=1,212 sf Storage=1,924 cf Device Routing Invert Outlet Devices Plug-Flow detention time=8.2 min calculated for 14,695 cf(100%of inflow) #1 Primary 106.75' 24.0" Round Culvert Center-of-Mass det.time=8.2 min(782.1-773.9) L=5.0' CMP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=106.75'/106.70' S=0.0100 T Cc=0.900 Volume Invert Avail.Storage Storage Description n=0.013 Corrugated PE,smooth interior, Flow Area=3.14 sf #1 106.85' 1,448 cf 6.00'W x 202.00'L x 5.00'H Stone #2 Device 1 110.45' 4.0'long x 1.00'rise Sharp-Crested Rectangular Weir 6,060 d Overall-1,924 d Embedded=4,136 d x 35.0%Voids 2 End Contraction(s) 1.0'Crest Height #2 107.60' 1,414 d 36.0" Round Pipe Storage Inside#1 #3 Device 1 106.75' 4.0"Vert Orifice/Grate C=0.600 L=200.0' S=0.0010'P #4 Device 1 108.45' 6.0"Vert Orifice/Grate C=0.600 1,924 d Overall-3.0"Wall Thickness=1,414 ef rimary OutFlow Max=0.71 cis @ 12.15 hrs HW=108.69' (Free Discharge) 2,861 cf Available Storage =Culvert(Passes 0.71 cfs;of 11.54 cfs potential flow) Device Routing Invert Outlet Devices 2=Sharp-Crested Rectangular Weir(Controls 0.00 cfs) 3=Orifice/Grate(Orifice Controls 0.56 cfs @ 6.41 fps) #1 Primary 106.75' 24.0" Round Culvert =Orifice/Grate(Orifice Controls 0.15 cfs @ 1.67 fps) L=5.0' CMP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=106.75'/106.70' S=0.0100'P Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=3.14 sf #2 Device 1 110.45' 4.0'long x 1.00'rise Sharp-Crested Rectangular Weir 2 End Contraction(s) 1.0'Crest Height #3 Device 1 106.75' 6.0"Vert.Orifice/Grate C=0.600 #4 Device 1 108.45' 6.0"Vert.Orifice/Grate C=0.600 rimary OutFlow Max=2.67 ds @ 12.19 hrs HW=109.93' (Free Discharge) =Culvert(Passes 2.67 cfs of 22.32 cfs potential flow) 2=Sharp-Crested Rectangular Weir(Controls 0.00 ds) 3=Oriflce/Grate(Orifice Controls 1.62 cfs @ 8.24 fps) -Orifice/Grate(Orifice Controls 1.05 cfs @ 5.33 fps) 2570-01 -Proposed HCAD Type/I/24-hr 10-YR Rainfall=4.90" 2570-01 -Proposed HCAD Type 11124-hr 10-YR Rainfall=4.90" Prepared by{enter your company name here} Printed 6/24/2019 Prepared by{enter your company name here} Printed 6/2412 0 1 9 HydroCAD810.00-18 s/n 02881 ©2016 HydroCAD Software Solutions LLC Page 9 HydroCAD®10.00-18 s/n 02881 ©2016 HydroCAD Software Solutions LLC Page 10 Time span=0.00-36.00 hrs,dt=0.02 hrs,1801 points Summary for Subcatchment P-1A:Roof Area Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff = 3.30 cfs @ 12.08 hrs, Volume= 11,689 cf, Depth= 4.66" SubcatchmentP-1A:Roof Area Runoff Area=30,078 sf 100.00%Impervious Runoff Depth=4.66" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Tc=6.0 min CN=98 Runoff=3.30 cfs 11,689 cf Type III 24-hr 10-YR Rainfall=4.90" SubcatchmentP-1 B:Flow to DS-1 Runoff Area=34,867 sf 73.55%Impervious Runoff Depth=4.10" Area(sf) CN Description Tc=6.0 min CN=93 Runoff=3.62 cfs 11,912 cf 30,078 98 Roofs,HSG D SubcatchmentP-IC:Flow to DS-2 Runoff Area=14,747 sf 69.22%Impervious Runoff Depth=3.89" 30,078 100.00%Impervious Area Tc=6.0 min CN=91 Runoff=1.48 cis 4,774 cf Tc Length Slope Velocity Capacity Description Reach SP-1:Flow to offslte Wetlands Inflow=8.51 cfs 28,375 cf (min) (feet) (f/ft) (f/sec) (cfs) Oufflow=8.51 cis 28,375 cf 6.0 Direct Entry, Pond DS1:Det.System#1 Peak EIev=110.89' Storage=2,458 cf Inflow=6.92 cfs 23.601 cf Summary for Subcatchment P-1 B:Flow to DS-1 Oufflow=7.20 cfs 23,601 cf Pond DS2:Det.System#2 Peak EIev=109.24' Storage=293 cf Inflow=1.48 cls 4,774 cf Runoff = 3.62 cfs @ 12.08 hrs, Volume= 11,912 cf, Depth= 4.10" Outflow=1.33 cfs 4,774 cf Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Total Runoff Area=79,692 sf Runoff Volume=28,375 cf Average Runoff Depth=4.27" Type III 24-hr 10 YR Rainfall=4.90" 17.27%Pervious=13,762 sf 82.73%Impervious=66,930 sf Area(sf) CN Description 9,223 80 >75%Grass cover,Good,HSG D 25,644 98 Paved parking,HSG D 34,867 93 Weighted Average 9,223 26.45%Pervious Area 25,644 73.55%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment P-1C:Flow to DS-2 Runoff = 1.48 cfs @ 12.08 hrs, Volume= 4,774 cf, Depth= 3.89" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type III 24-hr 1D-YR Rainfall=4.90" Area(sf) CN Description 4,539 74 >75%Grass cover,Good,HSG C 10,208 98 Paved parking,HSG C 14,747 91 Weighted Average 4.539 30.78%Pervious Area 10.208 69.22%Impervious Area 2570-01-Proposed HCAD Type 111 24-hr 10-YR Rainfall=4.90" 2570-01-Proposed HCAD Type 111 24-hr 10-YR Rainfall=4.90" Prepared by(enter your company name here) Printed 6/24/2019 Prepared by(enter your company name here) Printed 6/24/2019 HydroCADO 10.00-18 s/n 02881 ©2016 HydroCAD Software Solutions LLC Page 11 HydroCAD810.00-18 s/n 02881 ©2016 HydroCAD Software Solutions LLC Page 12 Tc Length Slope Velocity Capacity Description Summary for Pond DS2:Det.System#2 (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Inflow Area= 14,747 sf, 69.22%Impervious, Inflow Depth= 3.89" for 10-YR event Inflow = 1.48 cfs @ 12.08 hrs, Volume= 4,774 cf Summary for Reach SP-1:Flow to offsite Wetlands Outflow = 1.33 cfs @ 12.12 hrs, Volume= 4,774 cf, Atten=10%, Lag=2.3 min Primary = 1.33 cfs @ 12.12 hrs, Volume= 4,774 cf Inflow Area= 79,692 sf, 82.73%Impervious, Inflow Depth= 4.27" for 10-YR event Inflow = 8.51 cfs @ 12.11 hrs, Volume= 28,375 cf Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Outflow = 8.51 cfs @ 12.11 hrs, Volume= 28,375 cf, Atten=0%, Lag=0.0 min Peak Elev=109.24'@ 12.12 hrs Surf.Area=252 sf Storage=293 cf 0 Routing by Stor-Ind+Trans method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Plug-Flow detention time-2.8 min calculated for 4,774 cf(100/o of inflow) Center-of-Mass det.time=2.8 min(790.3-787.5) Summary for Pond DS1:Det.System#1 Volume Invert Avail.Storage Storage Description Inflow Area= 64,945 sf, 85.80%Impervious, Inflow Depth= 4.36" for 10-YR event #1 106.85' 306 cf 6.00'W x 42.001 x 5.00'H Stone u Inflow = 6.92 cfs @ 12.08 hrs, Volume= 23,601 cf 1,260 cf Overall-385 cf Embedded=875 cf x 35.0h Voids Outflow = 7.20 cfs @ 12.11 hrs, Volume= 23,601 cf, Atten=0%, Lag=1.3 min #2 107.60' 283 cf 36.0" Round Pipe Storage Inside#1 Primary = 7.20 cfs @ 12.11 hrs, Volume= 23,601 cf L=40.0' r 0'P 385 cf Oveeral1l1-3.0"Wall Thickness=283 cf Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs 589 cf Total Available Storage Peak Elev=110.89'@ 12.11 hrs Surf.Area=1,212 sf Storage=2,458 cf Device Routing Invert Outlet Devices Plug-Flow detention time=8.1 min calculated for 23,588 cf(100%of inflow) #1 Primary 106.75' 24.0" Round Culvert Center-of-Mass det.time=8.1 min(771.9-763.8) L=5.0' CMP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=106.76/106.70' S=0.0100 T Cc=0.900 Volume Invert Avail.Storage Storage Description n=0.013 Corrugated PE,smooth interior, Flow Area=3.14 sf #1 106.85' 1,448 cf 6.00'W x 202.00'L x 5.00'H Stone #2 Device 1 110.45' 4.0'long x 1.00'rise Sharp-Crested Rectangular Weir 6,060 of Overall-1,924 cf Embedded=4,136 cf x 35.0%Voids 2 End Contraction(s) 1.0'Crest Height #2 107.60' 1,414 cf 36.0" Round Pipe Storage Inside#1 #3 Device 1 106.75' 4.0 Vert.Orifice/Grate C=0.600 L=200.0' S=0.0010'P #4 Device 1 108.45' 6.0"Vert.Orifice/Grate C=0.600 1,924 cf Overall-3.0"Wall Thickness=1,414 d 2,861 cf Total Available Storage rimary eutlF ow Max=1.33 cfs @ 12.12 hrs HW=109.23' (Free Discharge) =Culvrt(Passes 1.33 cfs of 16.07 cfs potential flow) Device Routing Invert Outlet Devices 2=Sharp-Crested Rectangular Weir(Controls 0.00 cfs) 3=Oriflce/Grate(Orifice Controls 0.64 cfs @ 7.32 fps) #1 Primary 106.75' 24.0" Round Culvert -Orifice/Grate(Orifice Controls 0.69 cfs @ 3.51 fps) L=5.0' CMP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=106.75'/106.70' S=0.01007 Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=3.14 sf #2 Device 1 110.45' 4.0'long x 1.00'rise Sharp-Crested Rectangular Weir 2 End Contraction(s) 1.0'Crest Height #3 Device 1 106.75' 6.0"Vert.Orifice/Grate C=0.600 #4 Device 1 108.45' 6.0"Vert.Orifice/Grate C=0.600 I OutFlow Max=6.92 cfs @ 12.11 hrs HW=110.87' (Free Discharge) lvert(Passes 6.92 cfs of 26.72 cfs potential flow) Sharp-Crested Rectangular Weir(Weir Controls 3.67 cfs @ 2.23 fps) Orifice/Grate(Orifice Controls 1.86 cfs @ 9.47 fps) Orifice/Grate(Orifice Controls 1.39 cfs @ 7.09 fps) 2670-01 -Proposed HCAD Type Ill 24-hr 25-YR Rainfall=6.21" 2670-01 -Proposed HCAD Type///24-hr 25-YR Rainfall=6.21" Prepared by{enter your company name here} Printed 6/24/2019 Prepared by{enter your company name here} Printed 6/24/2019 HydroCAD010.00-18 s/n 02881 ©2016 HvdroCAD Software Solutions LLC Page 13 HvdroCADO 10.00-18 s/n 02881 ©2016 HvdroCAD Software Solutions LLC Page 14 Time span=0.00-36.00 hrs,dt=0.02 hrs,1801 points Summary for Subcatchment P-1A:Roof Area Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff = 4.20 cis @ 12.08 hrs, Volume= 14,968 cf, Depth= 5.97" SubcatchmentP-1A:Roof Area Runoff Area=30,078 sf 100.00%Impervious Runoff Depth=5.97" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Tc=6.0 min CN=98 Runoff=4.20 cfs 14,968 cf Type III 24-hr 25-YR Rainfall=6.21" SubcatchmentP-1 B:Flow to DS-1 Runoff Area=34,867 sf 73.55%Impervious Runoff Depth=5.39" Area(sf) CN Description Tc=6.0 min CN=93 Runoff=4.68 cfs 15,661 cf 30,078 98 Roofs,HSG D SubcatchmentP-1C:Flow to DS-2 Runoff Area=14,747 sf 69.22%Impervious Runoff Depth=5.16" 30,078 100.00%Impervious Area Tc=6.0 min CN=91 Runoff=1.93 cfs 6,345 cf Tc Length Slope Velocity Capacity Description Reach SPA:Flow to offsite Wetlands Inflow=10.44 cfs 36,974 cf (min) (feet) (ft/ft) (ft/sec) (cfs) Outflow=10.44 cfs 36,974 cf 6.0 Direct Entry, Pond DS1:Det.System#1 Peak EIev=111.00' Storage=2,500 cf Inflow=8.88 cfs 30,629 cf Summary for Subcatchment P-1 B:Flow to DS-1 Outflow=8.83 cfs 30,629 af Pond DS2:Det.System#2 Peak EIev=109.77' Storage=376 cf Inflow=1.93 cfs 6,345 cf Runoff = 4.68 cfs @ 12.08 hrs, Volume= 15,661 cf, Depth= 5,39" Outflow=1.69 cis 6,345 cf Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Total Runoff Area=79,692 sf Runoff Volume=36,974 cf Average Runoff Depth=5.57" Type III 24-hr 25-YR Rainfall=6.21" 17.27%Pervious=13,762 sf 82.73%Impervious=65,930 sf Area(sf) CN Description 9,223 80 >75%Grass cover,Good,HSG D 25,644 98 Paved parking,HSG D 34,867 93 Weighted Average 9,223 26.45%Pervious Area 25,644 73.55%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment P-1C:Flow to DS-2 Runoff = 1.93 cfs @ 12.08 hrs, Volume= 6,345 cf, Depth= 5.16" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type III 24-hr 25-YR Rainfall=6.21" Area(sf) CN Description 4,539 74 >75%Grass cover,Good,HSG C 10,208 98 Paved parking,HSG C 14,747 91 Weighted Average 4,539 30.78%Pervious Area 10,208 69.22%Impervious Area 2670-01-Proposed HCAD Type///24-hr 25-YR Rainfall=6.21" 2570-01-Proposed HCAD Type 11124-hr 25-YR Rainfall=6.21" Prepared by(enter your company name here) Printed 6/24/2019 Prepared by(enter your company name here) Printed 6/24/2019 HvdroCADO 10.00-18 s/n 02881 ©2016 HvdroCAD Software Solutions LLC Pane 15 HvdroCAD010.00-18 s/n 02881 ©2016 HvdroCAD Software Solutions LLC Page 16 Tc Length Slope Velocity Capacity Description Summary for Pond DS2:Det.System#2 (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Inflow Area= 14,747 sf, 69.22%Impervious, Inflow Depth= 5.16" for 25-YR event Inflow = 1.93 cfs @ 12.08 hrs, Volume= 6,345 cf Summary for Reach SPA:Flow to offsite Wetlands outflow = 1.69 cfs @ 12.13 hrs, Volume= 6,345 cf, Atten=13%, Lag=2.7 min Primary = 1.69 cis @ 12.13 hrs, Volume= 6,345 cf Inflow Area= 79,692 sf, 82.73%Impervious, Inflow Depth= 5.57" for 25-YR event Inflow = 10.44 cfs @ 12.09 hrs, Volume= 36,974 cf Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Outflow = 10.44 cfs @ 12.09 hrs, Volume= 36,974 cf, Atten=0%, Lag=0.0 min Peak Elev=109.77'@ 12.13 hrs Surf.Area=252 sf Storage=376 cf Routing by Stor-Ind+Trans method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Plug-Flow detention time=2.8 min calculated for 6,341 cf(100%of inflow) Center-of-Mass det.time=2.8 min(782.8-780.0) Summary for Pond DS1:Det.System#1 Volume Invert Avail.Storane Storage Description Inflow Area= 64,945 sf, 85.80%Impervious, Inflow Depth= 5.66" for 25-YR event #1 106.85' 306 cf 6.00'W x 42.00'L x 5.00'H Stone ° Inflow = 8.88 cfs @ 12.08 hrs, Volume= 3pth of 1,260 cf Overall-385 cf Embedded=875 cf x 35.0%Voids Outflow = 8.83 cfs @ 12.09 hrs, Volume= 30,629 cf, Atten=1%, Lag=0.5 min #2 107.60' 283 cf 36.0" Round Pipe Storage Inside#1 Primary = 8.83 cfs @ 12.09 hrs, Volume= 30,629 cf L=40.0' r 0'P 385 cf Oveeral1l1-3.0"Wall Thickness=283 cf Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs 589 cf Total Available Storage Peak Elev=111.00'@ 12.09 hrs Surf.Area=1,212 sf Storage=2,500 cf Device Routing Invert Outlet Devices Plug-Flow detention time=7.8 min calculated for 30,612 cf(100%of inflow) #1 Primary 106.75' 24.0" Round Culvert Center-of-Mass det.time=7.8 min(766.4-758.6) L=5.0' CMP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=106.75'/106.70' S=0.0100'P Cc=0.900 Volume Invert Avail.Storage Storage Description n=0.013 Corrugated PE,smooth interior, Flow Area=3.14 sf #1 106.85' 1,448 cf 6.00'W x 202.001 x 5.00'H Stone #2 Device 1 110.45' 4.0'long x 1.00'rise Sharp-Crested Rectangular Weir 6,060 cf Overall-1,924 cf Embedded=4,136 cf x 35.0%Voids 2 End Contraction(s) 1.0'Crest Height #2 107.60' 1,414 cf 36.0" Round Pipe Storage Inside#1 #3 Device 1 106.75' 4.0"Vert.Orifce/Grate C=0.600 L=200.0' S=0.0010? #4 Device 1 108.45' 6.0"Vert.Orifice/Grate C=0.600 1,924 cf Overall-3.0"Wall Thickness=1,414 cf 12=Sharp-C y OutFlow Max=1.68 cfs @ 12.13 hrs HW=109.76' (Free Discharge) 2,861 cf Total Available Storage ulvert(Passes 1.68 cfs of 20.74 cfs potential flow) Device Routing Invert Outlet Devices rested Rectangular Weir(Controls 0.00 cfs) =Orifice/Grate(Orifice Controls 0.71 cfs @ 8.12 fps) #1 Primary 106.75' 24.0" Round Culvert =Orifice/Grate(Orifice Controls 0.97 cfs @ 4.95 fps) L=5.0' CMP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=106.75'/106.70' S=0.0100'P Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=3.14 sf #2 Device 1 110.45' 4.0'long x 1.00'rise Sharp-Crested Rectangular Weir 2 End Contraction(s) 1.0'Crest Height #3 Device 1 106.75' 6.0"Vert.Orifice/Grate C=0.600 #4 Device 1 108.45' 6.0"Vert.Orifice/Grate C=0.600 rimary OutFlow Max=8.77 cfs @ 12.09 hrs HW=110.99' (Free Discharge) =Culvert(Passes 8,77 cfs of 27,25 cfs potential flow) 2=Sharp-Crested Rectangular Weir(Weir Controls 5.45 cfs @ 2.57 fps) 3=Orifice/Grate(Orifice Controls 1.89 cfs @ 9.62 fps) =Orifice/Grate(Orifice Controls 1.43 cfs @ 7.29 fps) 2570-01-Proposed HCAD Type///24-hr 100-YR Rainfall=8.92" 2570-01-Proposed HCAD Type III 24-hr 100-YR Rainfall=8.92" Prepared by{enter your company name here} Printed 6/24/2019 Prepared by{enter your company name here} Printed 6/24/2019 HydroCAD8 10.00-18 s/n 02881 ©2016 HydroCAD Software Solutions LLC Pane 17 HydroCAD®10.00-18 s/n 02881 ©2016 HydroCAD Software Solutions LLC pace 18 Time span=0.00-36.00 hrs,dt=0.02 hrs,1801 points Summary for Subcatchment P-1A:Roof Area Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff = 6.04 cfs @ 12.08 hrs, Volume= 21,756 cf, Depth= 8.68" SubcatchmentP-1A:Roof Area Runoff Area=30,078 sf 100,00%Impervious Runoff Depth=8.68" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Tc=6.0 min CN=98 Runoff=6.04 cfs 21,756 cf Type III 24-hr 100-YR Rainfall=8.92" SubcatchmentP-1B:Flow to DS-1 Runoff Area=34,867 sf 73.55%Impervious Runoff Depth=8.08" Area(sf) CN Description Tc=6.0 min CN=93 Runoff=6.86 cfs 23,466 cf 30,078 98 Roofs,HSG D Subcatchment P-1 C:Flow to DS-2 Runoff Area=14,747 sf 69.22%Impervious Runoff Depth=7.83" 30,078 100.00%Impervious Area Tc=6.0 min CN=91 Runoff=2.86 cfs 9,627 cf Tc Length Slope Velocity Capacity Description Reach SP-1:Flow to offsite Wetlands Inflow=15.76 cfs 54,849 cf (min) (feet) (f/ft) (ft/sec) (cfs) Outflow=15.76 cfs 54,849 cf 6.0 Direct Entry, Pond DS1:Det.System#1 Peak Elev=111.23' Storage=2,597 cf Inflow=12.90 cfs 45,222 cf Summary for Subcatchment P-1 B:Flow to DS-1 Outflow=12.86 cfs 45,222 ef Pond DS2:Det.System#2 Peak Elev=110.61' Storage=484 cf Inflow=2.86 cis 9,627 cf Runoff = 6.86 cfs @ 12.08 hrs, Volume= 23,466 cf, Depth= 8.08" Outflow=2.96 cfs 9,627 cf Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Total Runoff Area=79,692 sf Runoff Volume=54,849 cf Average Runoff Depth=8.26" Type III 24-hr 100-YR Rainfall=8.92" 17.27%Pervious=13,762 sf 82.73%Impervious=65,930 sf Area(sf) CN Description 9,223 80 >75%Grass cover,Good,HSG D 25,644 98 Paved parking,HSG D 34,867 93 Weighted Average 9,223 26.45%Pervious Area 25,644 73.55%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) Ot/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PAC:Flow to DS-2 Runoff = 2.86 cfs @ 12.08 hrs, Volume= 9,627 cf, Depth= 7.83" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type III 24-hr 100-YR Rainfall=8.92" Area(sf) CN Description 4,539 74 >75%Grass cover,Good,HSG C 10,208 98 Paved parking,HSG C 14,747 91 Weighted Average 4,539 30.78%Pervious Area 10,208 69.22%Impervious Area 2570-01 -Proposed HCAD Type 111 24-hr 100-YR Rainfall=8.92" 2570-01-Proposed HCAD Type/1/24-hr 100-YR Rainfall=8.92" Prepared by{enter your company name here} Printed 6/24/2019 Prepared by{enter your company name here} Printed 6/24/2019 HvdroCADV 10.00-18 s/n 02881 ©2016 HvdroCAD Software Solutions LLC Page 19 HvdroCADO 10.00-18 s/n 02881 02016 HydroCAD Software Solutions LLC Page 20 Tc Length Slope Velocity Capacity Description Summary for Pond DS2:Det.System#2 (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Inflow Area= 14,747 sf, 69.22%Impervious, Inflow Depth= 7.83" for 100-YR event Inflow = 2.86 cfs @ 12.08 hrs, Volume= 9,627 cf Summary for Reach SP-1:Flow to offsite Wetlands Outflow = 2.96 cis @ 12.10 hrs, Volume= 9,627 cf, Atten=0%, Lag=1.0 min Primary = 2.96 cfs @ 12.10 hrs, Volume= 9,627 cf Inflow Area= 79,692 sf, 82.73%Impervious, Inflow Depth= 8.26" for 100-YR event Inflow = 15.76 cfs @ 12.09 hrs, Volume= 54,849 d Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Outflow = 15.76 cfs @ 12.09 hrs, Volume= 54,849 cf, Atten=0%, Lag=0.0 min Peak Elev=110.61'@ 12.10 hrs Surf.Area=252 sf Storage=484 cf Routing by Stor-Ind+Trans method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Plug-Flow detention time=2.8 min calculated for 9,622 cf(100%of inflow) Center-of-Mass det.time=2.8 min(772.4-769.6) Summary for Pond DS1:Det.System#1 Volume Invert Avail.Storage Storage Description Inflow Area= 64,945 sf, 85.80%Impervious, Inflow Depth= 8.36" for 100-YR event #1 106.85' 306 d 6.00'W x Overran-x 5 cf E Stone a Inflow = 12.90 cfs @ 12.08 hrs, Volume= 45,222 cf 1,260 R Overall-385 cf Embedded=875 d x 35.0/o Voids Outflow = 12.86 cfs @ 12.09 hrs, Volume= 45,222 cf, Atten=0%, Lag=0.4 min #2 107.60' 283 cf 36.0" Round Pipe Storage Inside#1 Primary = 12.86 cfs @ 12.09 hrs, Volume= 45,222 d 38 40.0' er 0.-3.0"P 385 cf Overall-3.0"Wall Thickness=283 cf li Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs 589 cf Total Available Storage Peak Elev=111.23'@ 12.09 hrs Surf.Area=1,212 sf Storage=2,597 cf Device Routing Invert Outlet Devices Plug-Flow detention time=7.4 min calculated for 45,197 d(100%of inflow) #1 Primary 106.75' 24.0" Round Culvert Center-of-Mass det.time=7.4 min(759.1-751.7) L=5.0' CMP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=106.75'/106.70' S=0.01007 Cc=0.900 Volume Invert Avail.Storage Storage Description n=0.013 Corrugated PE,smooth interior, Flow Area=3.14 sf #1 106.85' 1,448 cf 6.00'W x 202.00'L x 5.00'H Stone #2 Device 1 110.45' 4.0'long x 1.00'rise Sharp-Crested Rectangular Weir 6,060 cf Overall-1,924 cf Embedded=4,136 cfx 35.0%Voids 2 End Contraction(s) 1.0'Crest Height #2 107.60' 1,414 cf 36.0" Round Pipe Storage Inside#1 #3 Device 1 106.75' 4.0"Vert.Orifice/Grate C=0.600 L=200.0' S=0.00107 #4 Device 1 108.45' 6.0"Vert.Orifice/Grate C=0.600 1,924 of Overall-3.0"Wall Thickness=1,414 of rimary OutFlow Max=2.95 cfs @ 12.10 hrs HW=110.61' (Free Discharge) 2.861 cf Total Available Storage =Culvert(Passes 2,95 cfs of 25,57 cfs potential flow) Device Routing Invert Outlet Devices 2=Sharp-Crested Rectangular Weir(Weir Controls 0.83 cfs @ 1.33 fps) 3=Orifice/Grate(Orifice Controls 0.81 cfs @ 9.25 fps) #1 Primary 106.75' 24.0" Round Culvert -Orifice/Grate(Orifice Controls 1.31 cfs @ 6.65 fps) L=5.0' CMP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=106.75'/106.70' S=0.0100'P Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=3.14 sf #2 Device 1 110.45' 4.0'long x 1.00'rise Sharp-Crested Rectangular Weir 2 End Contraction(s) 1.0'Crest Height #3 Device 1 106.75' 6.0"Vert.Or C=0.600 #4 Device 1 108.45' 6.0"Vert.Orlflce/Grate C=0.600 rimary OutFlow,Max=12.76 cfs @ 12.09 hrs HW=111.22' (Free Discharge) =Culvert(Passes 12,76 cfs of 28,18 cfs potential flow) . 2=Sharp-Crested Rectangular Weir(Weir Controls 9.31 ds @ 3.14 fps) 3=Orifice/Grate(Orifice Controls 1.94 cis @ 9.89 fps) =Orifice/Grate(Orifice Controls 1.50 cis @ 7.64 fps) 1 1 1 1 ' Section 5.0 — Drainage Site Plans ILI 1 1 1 1 ' \ CP S 1 o teas I(t� FF .1 .......__ N1 _ _ yl_, '-. ...t...._._ f s, 1 r t' . 16 Z�ITT? yy .. ....._. _.._-�..V..,_ TAp} G p �-?f''�p tqq / I-II CHL AND A VE V U�" ir� fJ^?t» VLS.°^#9?tlt-i I^;tf ..... \ / � � _...,_... --•�"Sf� �17 "� j (ROUTE 107 — P&BLIC — VARIABLE WIDTH) -- -- - � .. _._..._GRAN CURB _� ..__.m...__. ... : I 5.-..-_._�'"a"- A ._.,_.._. W „ n A.,..m S'«._..........f1.-_..__..it..---.._....:....,"....-. ..........,.... .._..,....._._.....: .___--- ............"................»,.,,...._.._._....... _._...�._....___..... ,._......».. ..........._............................._....,..,._,".. �✓\ �\ 1�I' 'tETAr:_ JUA+`Ii6 `f'.:ft`3. _ �am _ _:. z •* - LEGEND t _ \ - � qtt t�ry�t 1(?n ,�..ter,_. �'�• ,�.� \ s� rf , _ � -�-- ���- :- �- EXISTING WATERSHED It ,11. �f `< .1_._; \ \ _ �. o SCS SOILS BOUNDARY ==10a 1 w)Vr ,11. , .> 1 �� 1;:;' '� w74,... . #.� �0,�1 - �� \ Tc FLOW PATH .v'd)--r05,73 - W_ f CHM T LABEL } I " ✓ _. E-1 4 WA TER -- I r` r — _ —„ ---'� _ . �• _ _ _ ,.-. _ -_ _ _ ....._.__._._._._._ _. _ .� , . v. .N. : _,.' SUBCATCHMENT BOUNDARY — A t .a v _._ ... t ,.7 CL , c _. �.....__._ s _ / b 4 O Wl 1-'#x li ��' Y i E' �h DIRECTION { FLOW �xi°i�i�K.'N t» _ C ' M t� T� Hr)P".-.--.........--p• n � � .. .........................M.....,�,.._-.......,,_,.,.,,..__,..,.,w ...__.".._,..�..�..�..._...__..._....,......_I,br��i1 ...�..,i.?Y..�r'!1_.....W.._.__..._._._,...,._.._._..»..,,..,.,,....,_. _....,.»._. �,°�'......._.. ...._.,......._...:a,..,..._ _._ ...._.._......._ ! f l 24.^' i I yr7TT -,,.. f„. .. r fir:j/,�;;�T. ,rr ±".P'_ "''7777T1.T>�•; C`$ -..-..�..:_..__.._...-_,._... , t-':':` r y,-;� •;ii< 'i`� J7. '777.-1"7�"TTfd'/TTs°77.:�'�x:?v.T7-`=i�7!i� .<..,,. jt ......_....._-.w...,,, ,i `C ___-."—,.._,_._...._..._.._.,... -r_..__ -_ ;T ✓TJiT ,i�:' <""J/'�;7i",� Tl"Tl'77, ,l, !i'T'TTTT7r1�e"'°.l�Ti":"r"`rTl'?✓�7%'plT, 1.�L,7,"i'%;%'�7y';T7tTl17,'%"' S i raT r �r / �>TT �r ^: ' „rT �T 111, —, F,F_mm 11 3,:, _ - ._ �. z FFE.—.117 9 } } ,._'- 90 ; �3-�.,.-��.G {�• 1•"i� B{�..".y.......� f l,Y �y_._._.�. ��—�....._..��.....-......_ 3 4 4i�i{ ���"f tt22 F11$ ;12.�. SCS - 602 r}�'v1(!.�� 105,g5 lit{V(0)=10J722 c„ r ��Y,,,,fi > t^T 18 IN",°,r`bj=?0762 � � I� URBAN LAND i C 2 .LTG Y !< Ll✓t cj—'G7„ 2 CONIC �„OCK T7 , L'.. �112S4 E- :! E-1 RUNOFF TO CATCH BASIN TOTAL=79,692tS.F. ,,__� I t t' € r t F:-1 i ', r =112'95 ! c_.t12. 7- I _71 O 1 t ,I , x 'PERVIOUS AREAS HSG C �3; 63t S.F. _ r ,. ,.�. .�... �✓ ✓ . ,� i..f/!.,<'I.CL.:G:«1.GLf.!1 :lll..Cf..t;,.!1111.CLfIILP.I,C.Is'l..zrLlLf-,:.l t.C!!1 ra.G !.,.a..lL1e...1.<,,;!!/:r.'lL;iL 1.I.LL 'lIL::L/.(lll.LLr..L,<L�:df.,L.d<'ll.P xc�fl..4,zz f El .,,,., , ,, _,,, ,_ , .� ., , ,dam � , ��! rj{s 1lll 1 .; �r ��«ll �/1, / / ��(�:, , 1 /eBIJILbfN� R0�7 HSG C) 1,959t S.F. IMPERVIOUS PAVEMENT HSG C 44,270t S.F. t � .✓ '"".. � ,.-.."..................-.,...�.._......,,«.vR' _....._...._.........,.,..........,»..__......-...,.-._.....,_-___•-_" t ! �� ,�1 V'. 1^,.,.rat C..".� 1 F317. CN=97 � � �.__.__. >, �� i x> V TC=2.4 MIN. ✓ ^ 1✓ ` ! 13 �-FFE= 112,42 .,. _._ FBI l Tx i i:'TPF'. y7l--'!? TT .: rr77;>1/". 'Tl 77 ',.✓.. s r `B ..-r �°,?''. " rl"'TlTi7JT)'7.'?7'77rY.'Tf:7%':'l!Tfi7T,.':TlTYi7;J?T777JT77777�`I'/.:...i..::77fi?-'l 'r':X1TP771TT.�T9!i <*7i' TTTiIJ177i°7;.. Jj ..........._.-.:......_..._.... , - ,_ .,_..._...._.. !sM_. ✓ ! _ PROFESSIONAL ENGINEER FOR M_ 12.1 -� fez--t1 F 1, � , FE 11d,47 Lair �11_5 ALLEN & MAJOR ASSOCIATES, INC. 1 ✓.t`1J '...,.". r' f �.- -� �,....r d 6 li,iollt- i € �'3LF tt� Y x. f �✓ x f� � xi 3 E"URRIED IN gij ASPIIAULT lit€ffj-1G ,F q 4, ; ti. , S `,, ✓ 1 STORY „ P �rr £ i '7 ?�'•tP1 ,..si?f F __ .,_..4-...-.--_ COP/C. P'/ BLOCK 3, f � ,'CJIJ 'I�TLAIv't`' 1�`?.�� '.:`�,.,.� � _...._...____._.�._G �LV._ .______. _--_--___. ,UlLL31 \� i i ii€ i l i ✓ C t CTTFK 4 i ;_f,:Sy`.: I € f 4 CB 1 fI l -1I y\ y fs� t�J ._ r, �✓ r v�E7 1 .✓�i. a . ._ k 1tv✓c 0000 I ? o REV DATE DESCRIPTION f ram.: , i i , , r,.N r+i:- j 3 ( r f Y'.1•.� i t E=1 48 FF -<112.4 F 43' ,_..�"; 112.'at r�1 APPLICANT\OWNER: FFE=I1..�'.!4,u^, ! � ` _,i✓"✓ �,:l1GY!' '�"�.lI.L.A.CIfJ<'1..ZG:."%,�'!„al..f/.!1!��"1,..;`!.G£1<:lLi'LGu'L/,�.1:.;C!!.!14;.�.�� ' �h ,r„ LIFE STORAGE V 1 ... _. , 3i € i i < i E ✓ ld LI�It(L!G llll:llLfl:l€GLL(1ll�lG 111fc[lL�lLC!/l!/.fIGG!! llll !(�CL' -:1%:llr !//t'Lla I.:LLILGfI(l1Ll ClI1L C€ <£fLl''l.La[CClILILCLIIlfllldLll.Gu '.r.< ... _ 00, 10 s} t � .„.LCt.L�-.11la°L ... <. _ 4fC1 �' �• � � a {, : , o ' '�"' '�'� ` �■!., B � _ —— A � �`=` 6467 MAIN STREET --------------;-----d------- WILLIAMSVILLE, NY 14221 � ,....a�_.d--e I,4 ^+.,, -- �� .�� f 3 I4 f'1 S fal^ 3 » ——_ ^\,} �x PROJECT: 7 LIFE STORAGE y REDEVELOPMENT r, t __..,..._....-- 00 � i t m � ' ^ 435 HIGHLAND AVENUE C .a1 'hf F PV"' d i 1Y � 9 { I iV i�i� rt`t. i j �' ✓r , GC1 ,t SCS - 102E SALEM MA HSG B CHATFIELD ( ) COARSE LOAMY PROJECT N0. 2570-01 DATE: 06/25/2019 � } STUDY POINT 1 �•,�ti_. '` �� �� � � SCALE: 15-20' DWG.NAME: G2570-01 SCS - 73A ¢�� r FLOW TO OFFSITE`.WETLANDS STORM EVENT PEAK RATE Lo HSG(D) WHITMAN DESIGNED BY: SJL/BES CHECKED BY: CMQ W MIXED LOAMY �� ` 2YR STORM 5.86 'CFS - �� �, 10YR STORM 9.02 CFS PREPARED BY: �' mm SSE^TL,�ND Llfl,' 25YR STORM 11.48 CFS Z 100YR STORM 16,56 CFS 5 R w W ALLEN & MAJOR Ln ASSOCIATES, INC. �j G^7 civil & structural engineering ♦ land surveying V environmental consulting ♦ landscape architecture ti w w w . a J 1 e n m a j o r . c o m 100 COMMERCE WAY, SUITE 5 ct c WOBURN MA 01801 TEL: (781) 935-6889 FAX: (781) 935-2896 C� Z WOBURN, MA ♦ LAKEVILLE, MA ♦ MANCHESTER, NH THIS DRAWING HAS BEEN PREPARED IN ELECTRONIC FORMAT. CLIENT/CLIENT'S REPRESENTATIVE OR CONSULTANT MAY BE PROVIDED COPIES OF DRAWINGS AND SPECIFICATIONS ON MAGNETIC DIG SAFE MEDIA FOR HIS/HER INFORMATION AND USE FOR SPECIFIC APPLICATION TO THIS E POTENTIAL THAT THE i o MAGNETIC INFORATION,AY BEM MOECT.DUE TO D IFIED ED UNINTENTIONALLY OR O OTHERWISE,ALLEN&MAJOR ASSOCIATES,INC.MAY REMOVE ALL INDICATION OF THE DOCUMENTS AUTHORSHIP ON THE MAGNETIC GRAPHIC SCALE MEDIA.PRINTED REPRESENTATIONS OF THE DRAWINGS AND SPECIFICATIONS ISSUED SHALL BE THE ONLY RECORD COPIES OF Ln N 20 0 10 so ao so ALLEN&MAJOR ASSOCIATES,INC.'S WORK PRODUCT. i v DRAWING TITLE: SHEET No. o BEFORE YOU DIG ( IN FEET ) CALL 811 OR 1 inch = 20 ft. EXISTING WATERSHED PLAN EWS 1-888—DIG—SAFE Z Copyright©2019Allen&Major Associates,Inc. 1-888-344-7233 All Ri htsReserved i --_.._.. 3 P i8 iz. .. ............______ � f _ YdJ ._..,....�... ........................... ... .. A 16 W1,T _ f� _... ..... _ { c i _,{t L D HIGHLAND A VENUE' 1tf > _. �r ? L? .. _ _ _ _.._ ROUTE 107 — PUBLIC — VARIABLE WIDTH) ti Hd _. tl_.._. .. _ me _ _—...... ) .._ ____.._.._ .., _. ..__ .._... ..z. .... _ r _ _ -N IDIWR f x) - F...i..Lsi i'+laj h'T Rt€ 1 �Ir4 0t� (J : dot a, <z` _ _ 'TLN ...... ...._ _._..r _ ..... _. ... __ __.. _ . VL .. .. � y, ` r SA t R i i;<?� ,,,, r�j tW..} 7 i I�Zd�=}{i.f-,w t {� , I } �i�j,� t��`y1{ir"'.::^I I✓'�..(�,�t��l \� ...L�..'.. ��.q.,Ce,..� ?� .� - S t'✓.....,. S 1.. _ ` Cf.rL— L.�IVDJA t , ' 1 � 1� r ._I.. _.........r .[ z _ ..._ _-. ... LEGEND P! �q tN ,� e (ROUTE 107-�- PUBLIC - VAR/ABLE WIDTH) ,' _—_...... _ ._.... _ ' (1 12.00(LXISI") _ _,w„ . f � ate?` �,* ....._ ____.......__ _ _ ... EXISTING WATERSHED . _ -�. _112.907) .... __..___ ...._ W ,, .. 1 12.40(EXIST) t ;.,°« _ . ._ _ _ _._. "J i _...... -- '— -. y-f � —.. µ— _ _.._ .._ ___,.� _ iFf } /J/ Id PROPOSED WATERSHED ✓ .. _...�.:.F '€ t.,.✓f` f �P i.a.._At _....� F , I � SCS SOILS BOUNDARY � op � A g r. w 1 12.50 : _f I 2.20 � 13.05 T FLOW PATH 60 ! }I<, t " .„ Ek° ' d __. ._......,.— ..^i:, r t " I .€g'+g�_L tv � „ OTC EA��4,747f S.F.= __ __ UBCATCHMENT LA EL R-1 3#d `1V y.. 13f1 \ 1.% ^. E ':... ' , ^ _ 2 r� UBCATCHM N BOUNDARY PERV106 A t 4S=4,539t S.F. ,i — 1 a , S E T FLOW DIRECTION D1 IMPERVIOUS PAVEMENT=10 208t S F.24, l .� C ' TC=6 MIN. BC=113.35 w BC=113.45 BC-113.25 >r ra rrr� rr rrr—�11 >-�r^�! rlryr% r 7 r� ! r 771..•',y,>: ,r,.y.. , •, I 13.10 FF 712 ' c� •� , 1 t � �a,a 4 _-. i #.� ,...._.„.. .. _._.,, ,.�.. 3 t ._ _...._..�,.� �._a.i.'j 1J;d n;: t it K€ ,w.. lura ,.:? `1 Irg V ": I ..¢`; ,,. _. _ _.. ---...,,,,.._....... 7-, gir)r, t�4 �,f, � •.�^ ` T 177-•, t(IV ;s s. 11. r!_7CJ ' i I r: B� 1 13.25 —; SCS 602 ( B .. �. 114.90 , 1 „ 6 I / �,-11 .35 /- I r' URBAN LAND w � 4 ' i,..» 1 ., �a= .�-�.n.�.ne: ,�.<wr;nw,^: •...».,, !r r y`�j .=t i� £ , _: ,, } 1 3 : �f a.„ �; -. .. :�.:-��.�. Rio,., �:„ ..•,.�..._ , i�v-.,ta.. -t,, —�^�,:� # �3 / ,\ �e !IE `n W a ; 3 r' , � 1 ., �.. ^, •_� ��. ...�,,s ., a ,, ,� !��>�I S rF:T7 f�x F •.: � ,, � F � � i.,. # / \ ti.:*7 tF "51.. .. F t t.�a } t= V {x 4Je +fir, - I 1 t ✓ I r .a s P (1 C�. # i FF?' I ;i�° ,` `- • .,,:: ,€ :..,s '- y y i I t ..�. :lll.! x tm r , � � ✓� # :, •i <.> .,,:� fr✓ _�.!!' :.:L,°ll..l.�!!-� .lG/si..! ;;,.:1!!! '-'�;lla::lLl.fLl":f;f<✓.!�,:.L< '�:II,LLt<,.�1,.:.::�.C.IL/l/..../, �.....,.. # _ x a ��„.�, ,. .l ,rl ,.:l, `:J�<�G�ey.'!r ..lam ,.•,. :.l.�,...r �.rlll.�..,s, ,;__...,.,lls �°::. --� �..�'... T. r � ' X }t w 3 P 1A { { i t r t#1} r r # `. '._.....- .. ,:...w.�. ,.a:,w.� �, ".'� .: _._.......,_,.. - F.j�' ".�.F� r 3?` , �.. ...._.. - ^„�'F_-.� 0'f`�5:�;��: t{1JLl t..s ✓..,1 }r� t` ^ i t TO AL AREA=3 0 tS.F.0, 7YS Z....{ X. 'I` ,'* ,�°. F ,y. �.•u.!an I '€,x7° �, t�ii �7 s-�� (# ,J j � �-,..,,,�,�•+. '�1 I L _ K ffi k l ( I r \\ :1}2. r,_ BUILDING_R00 30;078±!S.F• = ;I I; �. lil #'tr _ j 4 s b. / � ,��,�ar��r,ice/ � � �, ��lr; rrzrr7 %�t✓ a// '7�('� ., .«o- ., ,.rr.. ,�?1?T,r7�,r >%r7Yl;,P.r., ll,"7T^'1.'/•'v" 7l j �/,_ _ 17T7777..•'7i,?!>7- ,./! :,r"/ 1�i,/l.�;v .,! '7i/ ' ' i1 -- �- i„ -;{<`�.�'r� f,€,. �i 1,2, i � �� �� t tk �# Eli 16 6 , gt.: 6 �r `"i �� �.w f� -'". .C�.6 MIN _ �_ — - —� 1 [� � '1 "`i'7 ..y,.. '. "g ,..f �..��i 1✓fr . t • x 4 ' -€�,'�;.:. 1 �� PROFESSIONAL ENGINEER FOR :... ::.,a. ... waaa,w,,.:• r ,.,. tu, t'1^,r,...:�..i` s: >, .Y�I-x... .x f 'f'___ 1 .'s"£'J 'l Fw a) rfS. i �f �� - :. c,... ° z.... ALLEN & MAJOR ASSOCIATES INC. I .36Lj rrrjnI\ / �• X I !}r l;''.r 7 ,I , F 1 bd.......r , w 1 r .f bs_ € i• %,«r � tz I , 1"1 ",�; _..-.._......�. �._ , _a ?„ .a_., .._._. ...._ # ,', : ' - � ,! :tr} ry r .�..,..,,,�,., '�n,.' s •� is -' � � �r_... .____._,_.. j.____ VY _ ` i.� i1 � p .— _...._-_ .-' X Ir! f o z " 5 " �{ ,_1" ` TOTAL /�RE4 34 867t S F _ �_,$1 0) 3 za .65 r , -�i x � I #; �31�' p J tr i n n � ,� `�-� rya -116 Ek e r .f 4 PER IOUS�,AREAS=9,223t S. ;' TC=116.15 ? 1 � --t�'�._,��, �„, l i ;, � ✓� f ,_ S.F. .� �.::.:,>a€«a.•x.. ,,..<,.,.. -_,.„,„_.:,,.,e.t.a-- ... PAVEMENT 2 644 � `P 'I B MP RV 0 �S o i CN 93 - , i - REV DATE DESCRIPTION ✓ 1 ✓ . ,.,, .:::.� "' sxa.. ,/ <,s < f ',,i; �lPlLI.CG/L!!G!�!!L✓!l'.L.fI.EILILLL.!f!!<:,f.,lllxs:!!s.,,,'p�r> ,, D ..r.� a.:"^.'.`_ ,. , , / :' / / .il..l.,l,. /'<.,._.< .a::,,.�.,.e°!: ...:,..a., _....-.c'l...G?�' ,fs,.. !!! �,,: ^:,,, ...,:ff.... ,/ i #mac '+ _ l LO L 1� ,6lllf :, 1 ., 1�1 , �� !! l� ,.,. T is 6 MIN. 1 t # } x l s« lr /��!l� / l % � 1� ,^�1� ! , PPLI WNER. #, f } i ,, t s.//.k;,Gl.�s.'llcr,,.l.�..r'...P!lllllt!!.!_!l!!!_.r.�'G.CIs .,tLl... ,,,,�., �, s � - ,y,.. � «. � � 5 #` 'I _">v., (� �O . A �._ z .,,. ' wvu`..: D - D 1 i ': _ _. 3 90 ,� � � LIFE STORAGE _ - _ 11 .E ✓ . , -` I X -- _ 6467 MAIN STREET 13.90 �r _,�� R , 1 14'.00 ��� �a �` � < I 13.90 WILLIAMSVILLE, NY 14221 , F L �._ t �aa 14 00 »a , i PROJECT:77 dLIFE STORAGE ..--_ ... ... .��'I _............. ..........._,... ,-_........_. .., ..»,_...,.. - .tea- w__w___„......._._.. ........ ,_, s: - ___ ......_ ,..._....._ ...........,.,....,,..a•_'°' - ._ , �# ✓I;F,�: t/. A,GE 8:,= � ..6F. ar ACK fiDx ` #✓Y', i 1�.X!n /�ai7kM I REDEVELOPMENT IIt `G�C3 � t aa1.�V GC1 �T F° ALL€A V A. 1° t, t t /' :r 435 HIGHLAND AVENUE 8K,14581fP0 SCS - 102E Jt I SALEM, MA HSG(B) CHATFIELD COARSE LOAMY o STUDY Pi01NT 1- 1 PROJECT NO. 2570-01 DATE: 06 25 2019 o SCS - 73A , � , FLOW rT0?OFFSITE� WETLANDSr �``."e � /'-t„t r- �; �� �- � 1 t# .,>itst� .1 r� r��`�LJ HSG(D) WHITMAN GC4 STORM EVENT °) PEAK RATE # 't_1 _ 2YR STORM 3.35 CFS SCALE: 10 20 DWG.NAME: C-2570-01 o MIXED LOAMY i o 10YR STORM 8.51 CFS I DESIGNED BY: SJL/BES CHECKED BY: CMQ WETLAND LINE � �' � 25YR STORM'" �`1044=CFS � I PREPARED BY: 100YR STORM, , 15.76._.CFS L6 G.5 W <, GC6 GC8 GC9 ALLEN & MA OR VC7 . a I ASSOCIATES, INC. civil & structural engineering ♦land surveying environmental consulting ♦ landscape architecture w w w . a 1 1 e n m a j o r . c o m 100 COMMERCE WAY, SUITE 5 WOBURN MA 01801 C� FAX: (781) 935-2896 Z WOBURN, MA ♦ LAKEVILLE, MA ♦ MANCHESTER, NH Q DIG SAFE CLIENT/CLIENTS REPRESENTATIVE OR CONSULTANT MAY BE THIS DRAWING HAS BEEN PREPARED IN ELECTRONIC FORMAT. O PROVIDED COPIES OF DRAWINGS AND SPECIFICATIONS ON MAGNETIC (3 o MEDIA FOR HIS/HER INFORMATION AND USE FOR SPECIFIC APPLICATION TO THIS PROJECT.DUE TO THE POTENTIAL THAT THE O MAGNETIC INFORMATION MAY BE MODIFIED UNINTENTIONALLY OR I OTHERWISE,ALLEN&MAJOR ASSOCIATES,INC.MAY REMOVE ALL O INDICATION OF THE DOCUMENTS AUTHORSHIP ON THE MAGNETIC L j GRAPHIC SCALE MEDIA.PRINTED REPRESENTATIONS OF THE DRAWINGS AND N SPECIFICATIONS ISSUED SHALL BE THE ONLY RECORD COPIES OF i zo o io 20 40 eo ALLEN&MAJOR ASSOCIATES,INC.'S WORK PRODUCT. w BEFORE YOU DIG DRAWING TITLE: SHEET No. o CALL 811 OR � 1-888-DIG-SAFE 1 ( IN FEET ) '000004 inch = 20 ft. PROPOSED WATERSHED PLAN PWS-'I z 1-888-344-7233 Coppi&02019 A11en&Major Associates,Inc. All Rights Reserved ' Section 6.0 -Appendix I ' 1 1 1 1 Estimating Runoff and Peak Discharges Engineering Field Handbook-Chapter 2 National Engineering Handbook Part 650 ' PERU BERKSHIRE COUNTY NORTH NRCC-B 2.42 2.81 3.48 4.09 5.07 5.97 7.04 PETERSHAM WORCESTER COUNTY NORTH NRCC-C 2.47 2.95 3.68 4.35 5.43 6.42 7.60 PHILLIPSTON WORCESTER COUNTY NORTH NRCC-C 2.47 2.95 3.68 4.35 5.43 6.42 7.60 PITTSFIELD BERKSHIRE COUNTY NORTH NRCC-B 2.42 2.81 3.48 4.09 5.07 5.97 7.04 PLAINFIELD HAMPSHIRE COUNTY NRCC-C 2.55 3.07 3.80 4.47 5.54 6.52 7.68 PLAINVILLE NORFOLK COUNTY NRCC-C 2.69 3.22 4.07 4.86 6.15 7.35 8.80 PLYMOUTH PLYMOUTH COUNTY NRCC-C 2.78 3.35 4.18 4.95 6.19 7.33 8.68 PLYMPTON PLYMOUTH COUNTY NRCC-C 2.78 3.35 4.18 4.95 6.19 7.33 8.68 PRINCETON WORCESTER COUNTY CENTRAL NRCC-D 2.58 3.13 3.93 4.68 5.88 7.00 8.34 PROVINCETOWN BARNSTABLE COUNTY EAST NRCC-C 2.74 3.26 4.03 4.74 5.88 6.92 8.15 QUINCY NORFOLK COUNTY NRCC-C 2.69 3.22 4.07 4.86 6.15 7.35 8.80 ' RANDOLPH NORFOLK COUNTY NRCC-C r2.64 9 3.22 4.07 4.86 6.15 7.35 8.80 RAYNHAM BRISTOL COUNTY NRCC-C 4 3.30 4.12 4.88 6.10 7.22 8.56 READING MIDDLESEX COUNTY SOUTH NRCC-D 3.16 3.99 4.77 6.03 7.21 8.62 REHOBOTH BRISTOL COUNTY NRCC-C 4 3.30 4.12 4.88 6.10 7.22 8.56 REVERE SUFFOLK COUNTY NRCC-D 2 3.26 4.11 4.90 6.19 7.39 8.83 RICHMOND BERKSHIRE COUNTY NORTH NRCC-B 2 2.81 3.48 4.09 5.07 5.97 7.04 ROCHESTER PLYMOUTH COUNTY NRCC-C 2.78 3.35 4.18 4.95 6.19 7.33 8.68 ROCKLAND PLYMOUTH COUNTY NRCC-C 2.78 3.35 4.18 4.95 6.19 7.33 8.68 ' ROCKPORT ESSEX COUNTY NRCC-D 2.63 3.15 4.02 4.83 6.16 7.42 8.94 ROWE FRANKLIN COUNTY NRCC-C 2.48 3.02 3.70 4.33 5.32 6.22 7.29 ROWLEY ESSEX COUNTY NRCC-D 2.63 3.15 4.02 4.83 6.16 7.42 8.94 ROYALSTON WORCESTER COUNTY NORTH NRCC-C 2.47 2.95 3.68 4.35 5.43 6.42 7.60 ' RUSSELL HAMPDEN COUNTY NRCC-C 2.60 3.11 3.89 4.60 5.74 6.80 8.05 SALEM ESSEX COUNTY NRCC-D 2.63 3.15 4.02 4.83 6.16 7.42 8.94 SANDISFIELD BERKSHIRE COUNTY SOUTH NRCC-C 2.50 2.94 3.69 4.38 5.50 6.54 7.78 ' SANDWICH BARNSTABLE COUNTY WEST NRCC-C 2.80 3.32 4.14 4.89 6.10 1 7.22 8.55 SAUGUS ESSEX COUNTY NRCC-D 2.63 3.15 4.02 4.83 6.16 7.42 8.94 SAVOY BERKSHIRE COUNTY NORTH NRCC-B 2.42 2.81 3.48 4.09 5.07 5.97 7.04 SCITUATE PLYMOUTH COUNTY NRCC-C 2.78 3.35 4.18 4.95 6.19 7.33 8.68 ' SEEKONK BRISTOL COUNTY NRCC-C 2.74 3.30 4.12 4.88 6.10 7.22 8.56 SHARON NORFOLK COUNTY NRCC-C 2.69 1 3.22 4.07 4.86 6.15 7.35 8.80 SHEFFIELD BERKSHIRE COUNTY SOUTH NRCC-C 2.50 2.94 3.69 4.38 5.50 6.54 7.78 SHELBURNE FRANKLIN COUNTY NRCC-C 2.48 3.02 3.70 4.33 5.32 6.22 7.29 ' SHERBORN MIDDLESEX COUNTY SOUTH NRCC-D 2.64 3.16 3.99 4.77 6.03 7.21 8.62 SHIRLEY MIDDLESEX COUNTY NORTH NRCC-C 2.52 3.00 3.76 4.46 5.60 6.66 7.92 SHREWSBURY WORCESTER COUNTY CENTRAL NRCC-D 2.58 3.13 3.93 4.68 5.88 7.00 8.34 SHUTESBURY FRANKLIN COUNTY NRCC-C 2.48 3.02 3.70 4.33 5.32 6.22 7.29 ' SOMERSET BRISTOL COUNTY NRCC-C 2.74 3.30 4.12 4.88 6.10 7.22 8.56 SOMERVILLE MIDDLESEX COUNTY SOUTH NRCC-D 2.64 3.16 3.99 4.77 6.03 7.21 8.62 SOUTH HADLEY HAMPSHIRE COUNTY NRCC-C 2.55 3.07 3.80 4.47 5.54 6.52 7.68 SOUTHAMPTON HAMPSHIRE COUNTY NRCC-C 2.55 3.07 3.80 4.47 5.54 6.52 7.68 ' SOUTHBOROUGH WORCESTER COUNTY SOUTH NRCC-D 2.65 3.22 4.05 4.83 6.08 7.24 8.64 SOUTHBRIDGE WORCESTER COUNTY SOUTH NRCC-D 2.65 3.22 4.05 4.83 6.08 7.24 8.64 SOUTHWICK HAMPDEN COUNTY NRCC-C 2.60 3.11 3.89 4.60 5.74 6.80 8.05 SPENCER WORCESTER COUNTY CENTRAL NRCC-D 2.58 3.13 3.93 4.68 5.88 7.00 8.34 ' SPRINGFIELD HAMPDEN COUNTY NRCC-C 2.60 3.11 3.89 4.60 5.74 6.80 8.05 STERLING WORCESTER COUNTY CENTRAL NRCC-D 2.58 3.13 3.93 4.68 5.88 7.00 8.34 STOCKBRIDGE BERKSHIRE COUNTY SOUTH NRCC-C 2.50 2.94 3.69 4.38 5.50 6.54 7.78 STONEHAM MIDDLESEX COUNTY SOUTH NRCC-D 2.64 3.16 3.99 4.77 6.03 7.21 8.62 ' STOUGHTON NORFOLK COUNTY NRCC-C 2.69 3.22 4.07 4.86 6.15 7.35 8.80 STOW MIDDLESEX COUNTY CENTRAL NRCC-D 2.58 3.09 3.90 4.65 5.87 7.00 8.36 STURBRIDGE WORCESTER COUNTY SOUTH NRCC-D 2.65 3.22 4.05 4.83 6.08 7.24 8.64 SUDBURY MIDDLESEX COUNTY CENTRAL NRCC-D 2.58 3.09 3.90 4.65 5.87 7.00 8.36 ' SUNDERLAND FRANKLIN COUNTY NRCC-C 2.48 3.02 3.70 4.33 5.32 6.22 7.29 SUTTON WORCESTER COUNTY SOUTH NRCC-D 2.65 3.22 4.05 1 4.83 6.08 7.24 8.64 SWAMPSCOTT ESSEX COUNTY NRCC-D 2.63 3.15 4.02 4.83 6.16 7.42 8.94 SWANSEA BRISTOL COUNTY NRCC-C 2.74 3.30 4.12 4.88 6.10 7.22 8.56 ' [MA_210_NEH_650_2,Amendment MA-1,March 2013] Page 10 Manning's Roughness Coefficients("n") ' Conduit Manning's Coefficients Closed Conduits ' Asbestos-Cement Pipe 0.011 to 0.015 Brick 0.013 to 0.017 Cast Iron Pipe ' Cement-lined and seal-coated 0.011 to 0.015 Concrete(Monolithic) ' Smooth forms. 0.012 to 0.014 Rough forms 0.015 to 0.017 Concrete Pipe 0.011 to 0.015 ' Corrugated-Metal Pipe(1/2-STUL 34470 2 1/2-inch corrgtn.) Plain 0.022 to 0.026 Paved invert 0.018 to 0.022 Spun asphalt-lined 0.011 to 0.015 Plastic Pipe(Smooth) 0.011 to 0.015 ' Vitrified Clay Pipes 0.011 to 0.015 ' Liner channels 0.013 to 0.017 Open Channels Lined Channels t Asphalt 0.013 to 0.017 Brick 0.012 to 0.018 Concrete 0.011 to 0.020 Rubble or riprap 0.020 to 0.035 Vegetal 0.030 to 0.040 ' Excavated or Dredged Earth, straight and uniform 0.020 to 0.030 Earth,winding,fairly uniform 0.025 to 0.040 ' Rock 0.030 to 0.045 Unmaintained 0.050 to 0.140 ' Natural Channels(minor streams,top width at flood state< 100 feet) Fairly regular section 0.030 to 0.070 Irregular section with pools 0.040 to 0.100 Source: Design and Construction of Sanitary and Storm Sewers,American Society of Civil Engineers and the Water Pollution Control Federation, 1969. 1 t Project: Life Storage Redevelopment iG Location: Salem, MA Cvo NTECH Prepared For: Allen&Major ENGINEERED SOLUTIONS Purpose: To calculate the water quality flow rate(WQF)over a given site area. In this situation the WQF is derived from-the first 1"of runoff from the contributing impervious surface. Reference: Massachusetts Dept. of Environmental Protection Wetlands Program/United States Department of Agriculture Natural Resources Conservation Service TR-55 Manual ' Procedure: Determine unit peak discharge using Figure 1 or 2. Figure 2 is in tabular form so is preferred. Using the tc, read the unit peak discharge(qu)from Figure 1 or Table in Figure 2. qu is expressed in the following units: cfs/mil/watershed inches(csm/in). ' Compute Q Rate using the following equation: Q=(qu)(A)(WQV) where: Q=flow rate associated with first 1"of runoff ' qu=the unit peak discharge, in csm/in. A=impervious surface drainage area(in square miles) WQV=water quality volume in watershed inches (1"in this case) Structure Impv. A 2 tc tc WQV qu (csm/in.) Q(cfs) ' Name acres miles min hr in Unit 1 0.59 0.0009203 6.0 0.100 1.00 774.00 Unit 2 0.23 0.0003656 6.0 0.100 1.00 774.00 ' mow. 1111111\ C=.. NTECH ENGINEERED SOLUTIONS CDS CDS ESTIMATED NET ANNUAL SOLIDS LOAD REDUCTION BASED ON THE RATIONAL RAINFALL METHOD ' LIFE STORAGE REDEVELOPMENT SALEM, MA ' Area 0.59 ac Unit Site Designation Unit 1 Weighted C 0.9 Rainfall Station# 69 tc 6 min CDS Model 2015-4 CDS Treatment Capacity 1.4 cfs Rainfall Percent Rainfall Cumulative Total Flowrate Treated Flowrate Incremental Int nsi v Volume' Rainfall Volume cfs cfs Removal(%) ' 0.02 10.2% 10.2% 0.01 0.01 9.8 0.04 9.6% 19.8% 0.02 0.02 9.3 0.06 9.4% 29.3% 0.03 0.03 9.0 0.08 7.7% 37.0% 0.04 0.04 7.4 ' 0.10 8.6% 45.6% 0.05 0.05 8.1 0.12 6.3% 51.9% 0.06 0.06 5.9 0.14 4.7% 56.5% 0.07 0.07 4.4 0.16 4.6% 61.2% 0.08 0.08 4.3 0.18 3.5% 64.7% 0.10 0.10 3.3 0.20 4.3% 69.1% 0.11 0.11 4.0 0.25 8.0% 77.1% 0.13 0.13 7.3 ' 0.30 5.6% 82.7% 0.16 0.16 5.0 0.35 4.4% 87.0% 0.19 0.19 3.8 0.40 2.5% 89.5% 0.21 0.21 2.2 ' 0.45 2.5% 92.1% 0.24 0.24 2.2 0.50 1.4% 93.5% 0.27 0.27 1.2 0.75 5.0% 98.5% 0.40 0.40 3.9 1.00 1.0% 99.5% 0.53 0.53 0.7 ' 1.50 0.0% 99.5% 0.80 0.80 0.0 2.00 0.0% 99.5% 1.06 1.06 0.0 3.00 0.5% 100.0% 1.59 1.40 0.1 ' 91.9 Removal Efficiency Adjustment2= 6.5% Predicted %Annual Rainfall Treated= 93.5% ' Predicted Net Annual Load Removal Efficiency= 85.5% 1 -Based on 10 years of hourly precipitation data from NCDC Station 770, Boston WSFO AP, Suffolk County, MA 2-Reduction due to use of 60-minute data for a site that has a time of concentration less than 30-minutes. 1 1 �I� 11111\\1 C%,o NTECH °n ENGINEERED SOLUTIONS CIS L ' CDS ESTIMATED NET ANNUAL SOLIDS LOAD REDUCTION BASED ON THE RATIONAL RAINFALL METHOD ' LIFE STORAGE REDEVELOPMENT SALEM, MA ' Area 0.23 ac Unit Site Designation Unit 2 Weighted C 0.9 Rainfall Station# 69 tc 6 min ' CDS Model 2015-4 CDS Treatment Capacity 1.4 cfs Rainfall Percent Rainfall Cumulative Total Flowrate Treated Flowrate Incremental Intensity' Volume' Rainfall Volume cfs cfs Removal(%) in/hr 0.02 10.2% 10.2% 0.00 0.00 9.9 0.04 9.6% 19.8% 0.01 0.01 9.3 0.06 9.4% 29.3% 0.01 0.01 9.1 0.08 7.7% 37.0% 0.02 0.02 7.5 ' 0.10 8.6% 45.6% 0.02 0.02 8.2 0.12 6.3% 51.9% 0.03 0.03 6.0 0.14 4.7% 56.5% 0.03 0.03 4.5 0.16 4.6% 61.2% 0.03 0.03 4.4 0.18 3.5% 64.7% 0.04 0.04 3.4 0.20 4.3% 69.1% 0.04 0.04 4.1 0.25 8.0% 77.1% 0.05 0.05 7.6 0.30 5.6% 82.7% 0.06 0.06 5.3 0.35 4.4% 87.0% 0.07 0.07 4.1 0.40 2.5% 89.5% 0.08 0.08 2.4 0.45 2.5% 92.1% 0.09 0.09 2.3 0.50 1.4% 93.5% 0.11 0.11 1.3 0.75 5.0% 98.5% 0.16 0.16 4.5 ' 1.00 1.0% 99.5% 0.21 0.21 0.9 1.50 0.0% 99.5% 0.32 0.32 0.0 2.00 0.0% 99.5% 0.42 0.42 0.0 3.00 0.5% 100.0% 0.63 0.63 0.3 95.1 Removal Efficiency Adjustment2= 6.5% Predicted %Annual Rainfall Treated= 93.5% Predicted Net Annual Load Removal Efficiency= 88.7% 1 -Based on 10 years of hourly precipitation data from NCDC Station 770, Boston WSFO AP, Suffolk County, MT- 2-Reduction due to use of 60-minute data for a site that has a time of concentration less than 30-minutes. SANBORN HEAD Jill Building Trust.Engineering Success. 1 , ' GEOTECHNICAL ENGINEERING REPORT Life Storage Facility 435 Highland Avenue ' Salem,Massachusetts Prepared for: Life Storage,LP File No.4497.00 February 12,2019 SANBORN,,HEAD&ASSOCIATES,INC. www.sanbornhead.com a JANBO_ RIV Jill HEAD 1 Technology Park Drive ' BufldingTrust.Engineering Success, Westford,MA 01886 Ms. Nardia Hart,Construction Project Manager February 12 2019 g rY Life Storage, LP File No.4497.00 6467 Main Street ' Williamsville,New York 14221 Re: Geotechnical Engineering Report Life Storage Facility 435 Highland Avenue Salem,Massachusetts ' Dear Nardia: Attached please find an electronic (PDF) copy of our Geotechnical Engineering Report for the above-referenced project in Salem,Massachusetts. We understand the proposed project involves demolition of the existing storage buildings and construction of a new 4-story building in the same footprint. We recommend the implementation of a ground improvement program using either GeoConcrete Columns (GCCs) or Controlled Modulus Columns (CMCs),to improve the density of the fill,stiffen the organic layer to help improve soil density, and to control settlement so that the proposed building can be supported by conventional spread footings with the ground floor constructed as a slab-on-grade. Our geotechnical engineering recommendations for design and construction are provided in Section 7.0. We trust this report meets the needs of the project. Please contact us at (978) 392-0900 if you have any questions regarding this report. Very truly yours, ' SANBORN,HEAD&ASSOCIATES,INC. , Luke Norton, P.E. Vernon R. Kokosa, P.E. ' Senior Project Manager Principal/Senior Vice President AJS/LDN/VRK:ajs N OF, ' VMNOPI Encl. Geotechnical Engineering Report R c�a I(OfQO$A a na ssa�r P:\4400s\4497.00\Source Files\GT Report\20190212 GT Rpt Cover Ltr.docx SANBORN,,HEAD&ASSOCIATES,INC. www.sariboinhead.com TABLE OF CONTENTS EXECUTIVE SUMMARY.............................................................................................................................1 1.0 INTRODUCTION..............................................................................................................................1 2.0 SITE DESCRIPTION AND HISTORY........................................................................................1 3.0 PROJECT DESCRIPTION..............................................................................................................2 4.0 SUBSURFACE EXPLORATIONS................................................................................................2 5.0 SUBSURFACE CONDITIONS.......................................................................................................3 ' 5.1 Surface Materials..............................................................................................................................3 5.2 Granular Fill.......................................................................................................................................3 5.3 Organic Soils........................................................................................................:.............................3 5.4 Natural Sand......................................................................................................................................4 5.5 Silt..........................................................................................................................................................4 5.6 Glacial Till............................................................................................................................................4 ' 5.7 Refusal..................................................................................................................................................4 5.8 Groundwater......................................................................................................................................4 ' 6.0 GEOTECHNICAL LABORATORY TESTING..........................................................................4 7.0 GEOTECHNICAL CONSIDERATIONS AND RECOMMENDATIONS............................5 7.1 Geotechnical Evaluation of Subsurface Conditions............................................................5 ' 7.2 Ground Improvement Recommendations ...............6 . .............................................................. 7.3 Building Foundation Design Recommendations.................................................................7 ' 7.4 Slab-on-Grade Design.....................................................................................................................7 7.5 Recommendations for Building Pad Preparation................................................................7 8.0 CONSTRUCTION MONITORING...............................................................................................9 TABLES ' Table 1 Material Specifications FIGURES Figure 1 Locus Plan Figure 2 Exploration Location Plan Figure 3 Site Plan iAPPENDICES Appendix A Limitations ' Appendix B Subsurface Exploration Logs Appendix B.1 -Boring Logs by Others Appendix B.2 - Boring Logs by Sanborn Head ' Appendix C Geotechnical Laboratory Results SANBORN ��� HEAD EXECUTIVE SUMMARY ' This geotechnical engineering report provides our foundation design and earthwork recommendations for the proposed redevelopment of the Life Storage facility at 435 Highland Avenue in Salem, Massachusetts (Site). The proposed project includes -the ' demolition of the two (2) existing structures and the construction of a new 4-story building with no underground storage, and a surface parking lot around the outside of the building. We understand that Life Storage initially considered a 3-story building with 1 level of underground storage. That concept was considered cost-prohibitive compared to a 4-story building with no underground storage due to challenging subsurface conditions (buried organic soils, unsuitable fill materials, shallow bedrock in some locations, shallow groundwater, and temporary support of excavation) plus the cost of off-site disposal of a significant volume of excess soil after excavation for underground storage. We concur that the 4-story building with no underground storage would be more cost-effective compared to a 3-story building with 1 level of underground storage due to subsurface conditions at the Site. We understand that Life Storage has elected to move forward with the concept of , constructing a 4-story building with no underground storage. We recommend that ground improvement be performed in the proposed building area ' using either GeoConcrete Columns (GCCs) or Controlled Modulus Columns (CMCs), to improve the density of the fill, stiffen the organic soil layer, and to control settlement so that the proposed building can be supported by conventional spread footings with the ground floor constructed as a slab-on-grade. Due to the presence of boulders within the surface fill material,we recommend that ground improvement locations be predrilled with a pneumatic hammer to a depth of approximately 10 feet to break up boulders. This will ' reduce the potential for construction delays and change orders due to obstructions. 1.0 INTRODUCTION ' This geotechnical engineering report provides the results of our subsurface exploration program and geotechnical engineering recommendations for the design and construction of the proposed 4-story building at 435 Highland Avenue in Salem, Massachusetts (Site). This report has been prepared by Sanborn, Head & Associates, Inc. (Sanborn Head) on ' behalf of Life Storage LP (Client/Life Storage). This report is subject to the Limitations in Appendix A. 2.0 SITE DESCRIPTION AND HISTORY ' The Site is located at 435 Highland Avenue in Salem, Massachusetts as shown on Figure 1. The existing property consists of approximately 1.8-acres and includes two (2) ' approximately 15,875 square-foot (so single-story storage buildings owned by Life Storage. The Site is bounded by commercial development to the north,west and south, and by residential properties to the east. The Site is directly bordered by Clark Street to the , North and Highland Avenue to the west. SANBORN 1111 HEAD ' Project:Life Storage Log of Boring SH-7 SANBORN II'l HEAD Location:Salem,MA Ground Elevation:113±feet ' Project No.:"97.00 Datum:NAVD 1988 Sanborn,Head 8 Associates,fnc. Drilling Method:Model B-6 Auger Truck Mounted Rig ' Sampling Method:2"O.D.Split Spoon,Automatic Hammer Groundwater Readings Depth Depth Depth Stab. Date Time to Water Ref.Pt. of Casing of Hole Time Drilling Company:Soil Exploration Corporation 11/15/18 — 5' Ground Surface Foreman:D.Ledger Date Started:11/15118 Date Finished:11116/18 Logged By:S.Graziani Checked By:L Norton Sample Information Stratum Depth Spoon Pent Field Sample Depth Blows Rec Testing Loog Description Geologic Description Remarks ' 0 —0?:— (0 to 0.2'):ASPHALT. ' S-1 1-3 3 24/10 r I FILL S-lA(1 to 2'):Loose,brown,fine to coarse SAND, 4 trace Gravel,trace Silt.Moist.FILL. 2 2 4 —2_ S-1 B(2 to 3'):Loose,black,PEAT,some Sand, PEAT little Silt,little Gravel.Moist.PEAT. ' S-2 3-5 6 24/9 —3 S-2(3 to 5'):Loose,brown,fine to coarse SAND, 4 ,i little Gravel,little Silt.Moist.FILL. 4 43 �I S-3 5-7 1 2417 FILL S-3(5 to 7'):Very loose,gray,fine to coarse 1 SAND,little Gravel,little Silt.Wet.FILL. 6 1 I 1 S-4 7-9 8 24/18 —7 S-4A(7 to 8.5'):Medium dense,black,PEAT, 15 some Sand,little Silt,common Organic fragments, 14 PEAT trace Gravel.Wet.PEAT. m 8 26 ' N SAND S-48(8.5 to 9'):Medium dense,gray,fine to o —9'— coarse SAND,little Silt,trace Gravel.Wet PEAT. Boring terminated at 9 feet due to auger refusal. 0 10 w_ z rr m (n (n 12 ' o N 1 14 t z Z 0 M z Q ' fA 16 n 0 a 0 ' 0 18 0 grn s fN 20 K O N 22— 4 a 0 0 0 24 it 0 mz Sheet 1 of 1 Project:Life Storage Log of Boring SH-8 , SANBORN II1) HEAD Location:Salem,MA . :, Ground Elevation:112.5#feet ' Project No.:4497.00 Datum:NAVD 1988 Sanborn,Head&Associates,Inc. Drilling Method:Model B-5 Auger Truck Mounted Rig Sampling Method:2"O.D.Split Spoon,Automatic Hammer Groundwater Readings ' Depth Depth Depth Stab. Date Time to Water Ref.Pt. of Casing of Hole Time Drilling Company:Soil Exploration Corporation 11/15/18 — 5' Ground Surface Foreman:D.Ledger Date Started:11/16/18 Date Finished:11/16/18 ' Logged By:S.Graziani Checked By:L Norton Sample Information I Stratum Depth Sam le De poop a FieldGeologic Description Remarks Iff) m Depth Blows Rec Testing Log Description 0 • (0 to 0.5'):ASPHALT&CONCRETE. ' • COI�"ETE S-1 0.5-2.5 7 24/6 S-1(0.5 to 2.5'):Medium dense,gray,fine to 9 ,i coarse SAND,some Gravel,trace Silt.Moist.FILL. ' 9 8 �I 2 ti S-2 2.5-4.5 17 24/13 `1 S-2(2.5 to 4.5'):Dense,brown,fine to coarse 18 `� SAND,little Gravel,little Silt.Moist.FILL. ' 13 I FILL 10 ` 4 I i S 3 5-7 1 24/15 I S-3A(5 to 65):Loose,gray,fine to coarse SAND, 2 some Silt,very few Organic particles.Wet.FILL. 6 4 ti 7 1 FEAT S-3B(6.5 to 7'):Loose,black,PEAT,some Sand, S-4 7-9 1 24/4 —7'— some Silt,few Organic fragments,very few Wood , 1 fragments.Wet.PEAT. e 1 SAND with S-4(7 to 9'):Very loose,black,fine to coarse m 4 ORGANICS SAND,trace Gravel,trace Silt,very few Organic A particles.Wet. —9 ' 0 10 :. S-5 10-12 6 24/17 ;+4 S-5(10 to 12'):Medium dense,gray,fine to coarse = 6 =. SAND and Silt.Wet. ' o g z .. 12 S-6 12-14 4 24/22 SAND S-6(12 to 14'):Medium dense,gray,fine to coarse $ 8 ;+?•- SAND and Silt.Wet. ' m 8 14 14 Z .7T.. m S 7 15-17 4 24/22 —15 S 7(15 to 17):Medium dense,brown,SILT,some zz 6 Sand,trace Gravel.Wet. n 16 0 SILT ' N —17 Boring terminated at 17 feet.No refusal vi encountered. 0 1g ' 0 m C7 20 ' 3 'o 0 rn , 22 yo s 0 O 0 24 I z ix m Sheet:1 of 1 APPENDIX C ' GEOTECHNICAL LABORATORY RESULTS 1 1 1 1 1 ' SANBOAN IIII HEAD 1 Client: Sanborn, Head &Associates, Inc. ' �+ Project: Life Storage CseoTes$on Location: Salem, MA Project No: GTX-309215 Boring ID: Sample Type: -- Tested By: cam ' E X P R E S S Sample ID: --- Test Date: 12/05/18 Checked By: emm Depth : --- Test Id: 483833 Moisture Content of Soil and Rock - ASTM D2216 Boring ID Sample ID Depth Description Moisture ' Content,% --- SH-6 (6-7') Moist, very dark gray sandy silt with 57.3 ' gravel and organics --- SH-7 (6-7.5') Moist, very dark gray sandy silt with 83.4 ' organics --- SH-8 (7-8') Moist, very dark gray silt with organics 53.2 Notes: Temperature of Drying : 1100 Celsius printed 12/7/2018 1:57:11 PM ' Client: Sanborn, Head&Associates, Inc. r Project: Life Storage ' Ce®lestuna Location: Salem, MA Project No: GTX-309215 IJ tL Boring ID: Sample Type: - Tested By: cam E X P R E S S Sample ID: --- Test Date: 12/06/18 Checked By: emm Depth : --- Test Id: 483836 Moisture Ash and Organic Matter - ASTM D2974 ' Boring I D Sample I D Depth Description Moisture Ash Organic Content,% Content,% Matter,% --- SH-6 (6-7') Moist, very dark gray sandy 57 90.1 9.9 silt with gravel and organics -- SH-7 (6-7.5') Moist, very dark gray sandy 83 87.6 12.4 silt with organics - SH-8 (7-8') Moist, very dark gray silt with 53 92.5 7.5 organics 1 i 1 1 1 Notes: Moisture content determined by Method A and reported as a percentage of oven-dried mass; ' dried to a constant mass at temperature of 1050 C Ash content and organic matter determined by Method C; dried to constant mass at temperature 4400 C printed 12/7/2018 1:52:29 PM Client: Sanborn, Head &Associates, Inc. ' Project: Life Storage Geolestenrc Location: Salem, MA Project No: GTX-309215 Boring ID: - Sample Type: jar Tested By: ckg ' E X P R E S S Sample ID: SH-1 Test Date: 12/07/18 Checked By: emm Depth : (4-6') Test Id: 483827 Test Comment: --- Visual Description: Moist, olive brown silty gravel with sand , Sample Comment: --- Particle Size Analysis - ASTM D6913 C O O O c It N Cl) N a CO 100 0 0 1k 1 1k 1 1k I l I 1 � 1 I 1 1 1• 1 • 1 1 I •1 1 1 I I I 1 1' 1 ' 90 . . .. . . . . . ... .. . . . . .1. .I. .1. :1. .I. .I. .I. 1 1 .1. 1 .I. . . . . . . .. .. . .. . . . .. . . - - 80 I . . . . J 1 I ,l . �. . . . . . .. . . . . . . . . .. .. . . . . . . ..i .1. :'. .'. .'. .'. ' 1 1 I' I 70 :. 1 1 1 . .. . .. 1 1 1 I 1 .. . . . . .. . .. . .... . .. . . . . . . .. .. ' '.� .I. .1. .1. .1. .1. ...1. i i .I. .'. - ' 1 1 1 '1 1 11 1 1 1 I 1 C 1 1 1 1 1 1 1 1 I I. I E 1 .I - 1 I I •I I I 1 I 1 1 d - 40 . . . . . .. .. ... . . . .. .. .. .1..1. . .L I. . . . .I. . .. J. . . . 1. .. 1 . . .1. .1. 1. .. . . . . . . . . .. . . . . . I. .. . . . . . I 1 1 .I I I 1 I I 1 ' 20 L .1. .1. .1. .1. . . . ..1. ..1. I1 .L ... .. .. . . . . . . . . . • 1 1 I •1 1 I I 1 1 I I' I 1 1 1 �1 1 I � I 1 1 I 1 1 10 . .... . . . . .. . . .F... . ... :.. . . . ... . . . . .... ,. . ., . . .,. .,:. .,. . . .. . .. .. ... - . . .. . . . ... . . . . 1 , I •I I 1 I I I I 1' 1 0 1000 100 10 1 0.1 0.01 0.001 Grain Size(rrm) %Cobble %Gravel %Sand %Silt&ClaY Size 51.0 30.4 18.6 ' Sieve Name Sieve Size,mrr Percent Finer, Spec.Percent Complies Coefficients D85=21.4241 mm D30=0.5305 mm 1 in 25.00 100 Deo=10.0583 mm D1 s=N/A 0.75 In 19.00 73 ' 1/2 in 12.50 e4 D50=5.0920 mm Dio=N/A 0.375 In 9.50 59 Cu =N/A Cc =N/A #4 4.75 49 #10 2.00 40 Classification ' #20 0.85 33 ASTM N/A #40 0.42 28 #60 0.25 25 AASHTO Stone Fragments, Gravel and Sand #10 0.15 22 #140 - 0.11 20 #200 0.075 19 Sample/Test Description Sand/Gravel Particle Shape : ANGULAR Sand/Gravel Hardness : HARD , printed 12/7/2018 1:56:22 PM ' Client: Sanborn, Head&Associates, Inc. ((�� Project: Life Storage Geol1�stoQ��l BoriLocng ID: Salem, MA Project Sample Type: jar Tested By ' TX-309215 ckg E X P R E S S Sample ID: SH-4 Test Date: 12/07/18 Checked By: emm Depth : (0.5-2.5') Test Id: 483828 Test Comment: --- Visual Description: Moist, dark brown silty sand with gravel Sample Comment: Particle Size Analysis - ASTM D6913 1 __ — - O O O CVM O O O O OHO 100 90 . ... . . . . . . . J. :1. .I. . .. . .1. .I. 1 1 - .1. I .I. .. . .. .. . . .. .. . . . .. . . . . . . . 80 .. .. . .. .. .. .. . . . .. . 1 I 1 . . . I . . . I , 1 I 1• 1 . . .. . . . . . .. . . . . . . . . . 1 I .1 I 1 . 1 1 1 I 1. 1 1 I 1 I 1 I 1 1 1 1 • • 1 1 •1 1 I 1 I I I P 1 1 1 •1 I I 1 I 1 1 1' 1 1 1 •1 1 I I 1 1 1 1 1 60 . . .. . . . .. .. . . .. . . . . . ..1. .1. ,1. .1. .:.I. 1 1 .1. I:. .I. . 50 . . . . . .. .. . . . .. .. . .. . . . . . . .... . .. .. . . . .. . ... . .. .. 40 .. .. . .. .. ... . .. . .. .. .. .. . .1. .1. .1. . . . . .1.. . . :.1. 1 1 .1. 1 .I. . . ... .. .. . .. .. . . .. . .. . . . .. .. . . .. . .. . .. . ... . . .. . 1 I 1 1 1 I 1 I .1 I 1 I I 1 1. 1 30 .1. .1. ;I. .1. I. .I. 1 .1. 1 .1. I •I I 1 1 I 1 I 1' 10 .. .. . . . . .. . .1. .I. ;I. .1. . . . . .1. . ...1. 1 1 .1. .1. . .. . . .. . . .. . . . . . ' � 1 I •I 1 1 I 1 1 1 1• I 0 1000 100 10 1 0.1 0.01 0.001 Grain Size(rrrn) %Cobble %Gravel %Sand %Silt&Clay Size — 31.9 51.6 16.5 Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies Coefficients D85=12.1672 mm D30=0.2370 mm 0.75 in 19.00 100 ' 1/2 in 12.50 86 D60=2.3272 mm D15=N/A 0.375 in 9.50 75 D50=1.0878 mm Dio=N/A #4 4.75 68 Cu =N/A Cc =N/A #10 2.00 58 ' 120 0.85 47 - Classification #40 0.42 38 ASTM N/A #60 0.25 31 #100 0.15 24 AASHTO Stone Fragments, Gravel and Sand 140 0.11 19 17 (A-1-b (0)) # Sample/Test Description Sand/Gravel Particle Shape : ANGULAR Sand/Gravel Hardness : HARD printed 12/7/2018 1:56:24 PM Client: Sanborn, Head&Associates, Inc. ' Project: Life Storage Geolestung Location: Salem, MA Project No: GTX-309215 a Boring ID: Sample Type: jar Tested By: ckg ' E X P R E S S Sample ID: SH-5 Test Date: 12/07/18 Checked By: emm Depth : (0.5-2.5') Test Id: 483829 Test Comment: --- Visual Description: Moist, dark brown silty sand with gravel ' Sample Comment: --- Particle Size Analysis - ASTM D6913 1_ �- _'� o 0 0 u7 '—^ O O 0 0 0 It 0 n NM 100 �o ' 1 1 •1 I I 90 . . . . . . . . - . . . . . . . ...I. .1. . . .I. . . . . .I. .I. I 1 .1. 1 .1. . . .. . .. . . . . . . . . . . . 80 . . . . . . . . .. . . . . . . . . .. . . . 1 J 1 1 1: 1 . . .. . .. . . .. . 1 1 -1 I 1 - I 1 I I I 1 I I �I 1 � 1 1 1 I 1 1 60 . . . . . . . .. ... . . . . .,. .I. :,. .,. .;.,. , , .,. I:. .,. . . .. . .. . . . . . . . . .. . . C V iTL I I 1 I 1 1 C 50 . . . . .I. .1. rl. .1 I 1 1 .I. P. .1. -. . � 1 1 •1 1 I I 1 1 1 1 - C..1 0! - 1 1 '1 1 1 1 1 1 1 1' 1 40 . . . . . . . . . . . . . . . . . .. . . .1. .1. :1. .1. . .. . .1. .1. 1 .1. . 1 1 :1 1 1 1 1 1 I 1 1 I P I .. . .. . . . . .. . . . . . . . . . 1 I :I 1 1 : 1 1 1 1: 1 1 - 1 10 .. . . . . . .. . . . . . .. . . . . .. . . .. .... ... ... . . ... . .. . ... .. ;.,. . . . ,. . ., .. .,. .,;. .,. . . . . . .. . . ... _ .. ... .... . .. . . 0 1000 100 10 1 0.1 0.01 0.001 Grain Size(mm) %Cobble %Gravel %Sand %Silt&Clay Size ' — 26.2 55.1 18.7 Sieve Name Sieve Size,mrr Percent Finer Spec.Percent Complies Coefficients ' D85=8.2093 mm D30=0.2048 mm 0.75 in 19.00 100 1/2 in 12.50 97 Dso=1.8148 mm D15=N/A , 0.375 in 9.50 88 D50=0.8583 mm D10=N/A #4 4.75 74 Cu =N/A Cc =N/A #10 2.00 61 #20 0.85 50 Classification ' #40 0.42 41 ASTM N/A #60 0.25 33 #100 0.15 25 AASHTO Stone Fragments, Gravel and Sand #140 0.11 22 , (A-1-b (0)) #200 0.075 19 Sample/Test Description Sand/Gravel Particle Shape : ANGULAR Sand/Gravel Hardness : HARD printed 12/7/2018 1:56:26 PM 1 Client: Sanborn, Head&Associates, Inc. Project: Life Storage G�®�eStung BorLocation: Project No:ing ID: Salem, MA Sample Type: jar Teed By ckg TX-309215 I ' E X P R E S S Sample ID: SH-8 Test Date: 12/07/18 Checked By: emm Depth : (15-17') Test Id: 483830 Test Comment: --- Visual Description: Moist, dark grayish brown sandy silt Sample Comment: Particle Size Analysis - ASTM D6913 1 C� O O O NM O O O O O NrO ' 100 \Okkkkkk I 1 1 1 I 1 1 1 1 • 1 •1 I 1 1 1 1' 1 • 90 .. . . . . . .. . . . .. . .. ... . . .1. :1. .I. . . . .... . . 1 .I. 1.. .I. .. . . .. .. .. . . 1 . 1I 1 ' ' . . . . . . . . . . . . . .. ... . . 1 'I 1 1 I I 1 1• 1 80 . . .. . .. . . .. . . . . . . . . . . I :1 I I : 1 . 1. 1 1. 1 ' I •1 1 I � 1 1 1 1 1 1 70 . . . . . .. . . . .. . .. .. .. .. . . . . ' ' I . . . ' . . ' ' ' ' ' .. ... . . . .. . . .. . .. .. I •1 I 1 I 1 I 1 I' I1 I 1 I I 1 I I 1 C V t ... .. . . . .. . . .. . . .. . . . . .. . . .. . .. . . C 50 .1. :I. .1. .I. .1. 1 1 .1. P. .1. VI l I 1 I I I 1 I I aI •I I I 1 1 1 1 f 1 40 .. .. . . . .. .. . . .1. :I. .I. .1. :.1. I1 .1. 1 .1. .. . . .. . .. . . . . . . . .. . .. .. . .. . .. . . . . . . .. . 1 ] 1 1 1 1 1 ' I . . . ... . . . . 1 •1 1 1 I 1 1 I 1' 1 20 3U • I �I 1 I I 1 1 1 I I .. . . ... .. . . . .. ' .' ' .. ' 1 1 1 1 P 1 . . .. . . 10 .. .. . .. . .. .. . . .. . . . . . .. . .. .�. ;1. .I. . . . . . . . . ... .... . . . . . ... .. . . . .. .. • 0 1000 100 10 1 0.1 0.01 0.001 ' Grain Size(mm) %Cobble %Gravel %Sand %Sift&Gay S¢e ' — 4.5 29.6 65.9 Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies. Coefficients D85=0.2140 mm D30=N/A ' 112 in 12.50 100 0 Dso=N/A Dis=N/A .378 in 9.50 98 #4 4.75 98 Dso=N/A D1o=N/A #10 2.00 93 Cu =N/A Cc =N/A #20 0.85 91 #411 0.42 90 Classification #60 0.25 87 ASTM N/A #100 0.15 80 #140 0.11 73 #200 0.075 se AASI ITO Silty Soils (A-4 (0)) Sample/Test Description Sand/Gravel Particle Shape : ROUNDED ' Sand/Gravel Hardness : HARD printed 12/7/2018 1:56:26 PM -I� �� ,�11 `��....,, j}''.. �JJ` r�+,�.. /✓' .r�,• _�FN fs�:��1�'vf�+�r �'" J.vd � r/' Y`r .�+ od.� .+4�� ����.� '�s,r, ,'�� � ` � 'f ,�`';! ;i' /' �,,�/ �,r � � � ��J//f fir, , �,-'-"�_. r.// ?% � ! .'�' ,.✓ �f rl �' v tf✓ �. ,>��,� r� l�Y ./f/� .r'f ,/''` yf //'P idf�r'� � /''�/�. v�'r��,"�` �_:%] f l r 'L �� r_/J f' r� .if ry /1 I� ,'�' %'� �'^'� .�'" /:.' ,.��. - �„� _ „�• �- �. ! .,, �Jr, ¢'� _fir_ /r° H' f' r; �✓ �y. f ,rj`� j� ,.�,;�' �` �.� sl,• > jr J4-1f `�..f/ � � ll� rf l.��f:..I ,� "ii,'v j, rf J�' l � .�rf_lf,�,`�.� �. f,.•fY��j.�� 'l/"�.�, f� . '�. 'v <<`L''_if.�.. ..5'° ✓:.r%✓ r Xff/ / r f ✓ / / 1r / f r , , v r y� , f I J / f R J J� id YV 1144 j{ r ,o b f �} f'k flu t � t`1� i' IM ,, I 44t i NP�q! - � ComputationAllen&Major Associates, Inc. Title Site Drainage Engineering Minimum Slope: 0.005 By BES Project Life Storage,Salem, MA Minimum Pipe Size: 12" Chk'd CMQ Date June 24,2019 Rainfall Intensity(in/hr): 4.90 (25 year storm) Apprv'd CMQ A&M Project Number:2570-01 Manning's n: 0.01 Minimum Pipe Cover: 2.5' Life Storage SHEET 1 OF 1 Line Req'd.Capac. Pipe Size Slope Desi n Capacity DropInvert Elevation Rim Elev. From To Length Area wgt.C CA Qd D s Qiu„ V,�� Upper Lower Upper Cover Upper Lower feet acres cfs in % cfs f s feet ft ft ft ft C61 DMH1 15 0.150 0.95 0.143 0.7 12 1.00% 4.6 6 0.15 109.35 109.20 112.70 2.23 C62 DMH1 10 0.090 0.88 0.079 0.4 12 1.00% 4.6 6 0.10 109.30 109.20 112.65 2.23 DMH1 DMH2 43, 1.1 15 0.51% 6.0 5 0.22 109.10 108.88 112.80 2.33 C63 DMH2 7 0.050 0.89 0.045 0.2 12 5.00% 10.4 13 0.35 109.23 108.88 113.35 2.99 DMH2 DMH3 103 1.3 15 0.50% 5.9 5 0.51 108.78 108.27 113.35 3.19 C64 DMH3 26 0.300 0.92 0.276 1.4 12 5.00% 10.4 13 1.30 109.57 108.27 113.35 2.66 DMH3 WQU1 65 h 2.7 18 0.49% 9.6 5 0.32 108.17 107.85 113.90 4.11 CB5 DMH4 841 0.080 0.91 0.073 0.4 12 2.00% 6.6 8 1.68 110.48 108.80 113.35 1.74 CB6 DMH4 3 0.080 0.91 0.073 0.4 12 5.00% 10.4 13 0.15 109.35 109.20 113.35 2.88 DMH4 DMH5 55 0.7 12 1.00% 4.6 6 0.55 108.70 108.15 113.45 3.63 CB7 DMH5 26'1 0.070 0.90 0.063 0.3 12 5.00% 10.4 13 1.30 109.45 108.15 113.35 2.77 DMH5 WQU1 4 1.0 12 5.00% 10.4 13 0.20 108.05 107.85 113.75 4.58 WQU1 DMH6 10 3.7 18 1.00% 13.7 8 0.10 107.85 107.75 113.80 4.33 C138 DMH7 107 0.080 0.95 0.076 0.4 12 1.00% 4.6 6 1.07 110.10 109.03 113.00 1.78 CB9 DMH7 11 0.100 0.93 0.093 0.5 12 1.00% 4.6 6 0.11 109.14 109.03 112.35 2.08 DMH7 WQU2 83 0.8 12 1.00% 4.6 6 0.83 108.93 108.10 112.65 2.60 CB10 DMH8 3 0.080 0.89 1 0.071 0.3 12 1 5.00% 10.4 13 0.15 1 110.15 110.00 113.35 2.07 CB11 DMH8 80 0.090 0.86 0.077 0.4 12 1.00% 4.6 6 0.80 110.30 109.50 1 113.35 1.93 DMH8 WQU2 4 0.7 12 5.00% 10.4 13 0.20 109.40 109.20 113.40 2.88 WQU2 DMH9 6 1.6 18 5.00% 30.6 17 0.30 108.10 107.80 114.60 4.88 Allen&Major Associates,Inc. CornPLIWiOh Sheet Title MA DEP TSS Calculations By BES Project 435 Highland Avenue,Salem,MA Chk'd CMQ Date June 25,2019 Apprv'd CMQ TSS Removal Worksheet A B C D E F TSS Removal Starting TSS Amount Remaining BMP' Rate' Load* Removed C*D Load D-E Deep Sump 0.25 7.00 0.25 0.75 Catch Basins �� > p a StormCeptor O .— O E = Proprietary 0.85 0.75 0.64 0.11 Device#1 Ix N M O C) 0.00 0.11 0.00 0.11 0.00 0.11 0.00 0.11 Total TSS Removal= 89% Page 1 of 1 3 Hydrologic Soil Group—Essex County,Massachusetts,Southern Partrn 3 (435 Highland Avenue,Salem,MA) 3410BO 341100 341120 341140 341160 341180 34120D 42"29'41"N 42°29'41"N go Ar o_ 1 e } > P { a T V r ' Soil Map may not be v�alicl at this aPe,�.� 42"29'357'N �I 42°29'35"N 341060 341080 341100 341120 341140 341160 341180 341200 3 Map Scale:1:9791 printed on A porbait(8.5"x 11")sheer. N Metiers 0 10 20 40 60 R A0 45 9D 180 270 Map projection:Web Mercator Comer coordinates:WG584 Edge tics:IJTM Zone 19N WGS84 USDA Natural Resources Web Soil Survey 6/23/2019 ' Conservation Service National Cooperative Soil Survey Page 1 of 4 Hydrologic Soil Group—Essex County,Massachusetts,Southern Part (435 Highland Avenue,Salem,MA) MAP LEGEND MAP INFORMATION Area of Interest(A01) 13 C The soil surveys that comprise your AOI were mapped at 0 Area of Interest(AOI) 0 C/D 1:15,800. Solis D Warning:Soil Map may not be valid at this scale. Soil Rating Polygons � A [3 Not rated or not available Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil 0 A/D water Features line placement.The maps do not show the small areas of 1n Streams and Canals contrasting soils that could have been shown at a more detailed B scale. Transportation 0 B/P Rails Please rely on the bar scale on each map sheet for map 0 C measurements. �r Interstate Highways 0 C/;D .w+n us Routes Source of Map: Natural Resources Conservation Service Web Soil Survey URL: EJ D` 0:%0 Major Roads Coordinate System: Web Mercator(EPSG:3857) Not rated or not available 0 a Local Roads Maps from the Web Soil Survey are based on the Web Mercator Soil Rating Lines projection,which preserves direction and shape but distorts ~ A Background distance and area.A projection that preserves area,such as the Aerial Photography Albers equal-area conic projection,should be used if more ~ A/D accurate calculations of distance or area are required. ~ B, This product is generated from the USDA-NRCS certified data as .� 136 of the version date(s)listed below. C Soil Survey Area: Essex County,Massachusetts,Southern Part Survey Area Data: Version 15,Sep 7,2018 sad C/D Soil map units are labeled(as space allows)for map scales D 1:50,000 or larger. Not rated or not available Date(s)aerial images were photographed: Aug 10,2014—Aug Soil Rating Points 25,2014 ® A The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background p A/D imagery displayed on these maps.As a result,some minor 0 B shifting of map unit boundaries may be evident. 0 B/D USDA Natural Resources Web Soil Survey 6/23/2019 i Conservation Service National Cooperative Soil Survey Page 2 of 4 1 Hydrologic Soil Group—Essex County,Massachusetts,Southern Part 435 Highland Avenue,Salem,MA Hydrologic Soil Group ' Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 73A Whitman fine sandy D 0.0 1.1% loam,0 to 3 percent slopes,extremely stony 102E Chatfield-Hollis-Rock D 0.7 23.0% outcrop complex,15 to 35 percent slopes 602 Urban land 2.2 75.9% Totals for Area of Interest 2.9 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are ' assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D)and three dual classes(A/D, B/D, and C/D). The groups are defined as follows: ' Group A. Soils having a high infiltration rate(low runoff potential)when thoroughly wet. These consist mainly of deep,well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. ' Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well ' drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate(high runoff potential)when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay ' layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. ' Y Natural Resources Web Soil Survey 6/23/2019 Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group—Essex County,Massachusetts,Southern Part 435 Highland Avenue,Salem,MA Rating Options Aggregation Method:Dominant Condition Component Percent Cutoff.None Specified Tie-break Rule:Higher ' usDA Natural Resources Web Soil Survey 6/23/2019 Conservation Service National Cooperative Soil Survey Page 4 of 4 Illicit Discharge Compliance Statement Responsibility The Owner is responsible for ultimate compliance with all provisions of the Massachusetts Stormwater Management Policy, the USEPA NPDES Construction General Permit and responsible for identifying and eliminating illicit discharges(as defined by the USEPA). OWNER NAME: Life Storage LP ' ADDRESS: 6467 Main Street Williamsville NY 14221 ' TEL.NUMBER: 716-650-6012 ' Engineer's Compliance Statement: To the best of my knowledge, the attached plans, computations and specifications meet the requirements of Standard 10 of the Massachusetts Stormwater Handbook regarding illicit discharges to the stormwater management system and that no detectable illicit discharges exist on the site. All documents and attachments were prepared under my direction and qualified personnel properly gathered and evaluated the information submitted,to the best of my knowledge. Included with this statement are site plans, drawn to scale, that identify the location of systems for conveying stormwater on the site and show that these systems do not allow the entry of any illicit ' discharges into the stormwater management system. The plans also show any systems for conveying wastewater and/or groundwater on the site and show that there are no connections between the stormwater and wastewater systems. For a redevelopment project (if applicable), all actions taken to identify and remove illicit discharges, including without limitation, visual screening, dye or smoke testing, and the removal of any sources of illicit discharges to the stormwater management system are documented and included with this statement. i 1 N:Projects/001-01/Fotms/Affidav/Const.doc �� CQ51!10,1NC. SQtJ-378-2508 416 Bedford St:., E. .Dridgewater. MA 02333 Ccatectiftical DrIllittg ' . � �Gt't11111t�lUtli{:t'A1011lLOr'tt'Ig !Yells Client --Title Jolt lo. Lv n!o itorina UloU111) Uale Ilnte 1)Hlling Ong./Itydrol (Yo. l:kv. $lark Complete Perelman !)Lola let p 641111116 Data Soli anti/tlr bedrock et'twta dozorti)tlous S --� 1F Ssilli(tte tiio.�o •Ilea, e•.t,el I. :i1jn1" Visual identiftentlon or 1ov T ula.. T Cllaitga MO,ll 8't anel kstliou tnette. n IVa. I)c nil qt.l' n.a It Ilg1111 Sot!and/or Nock Strain !0 -10 70 -20 25 -25 1 _ ' 05347- 1 -!"I-��L -sr Cog" Z*jojfGAA-#1t ,Vle-97 Type of Doring Hollow Slem Auger Sire C951eto Slat •+ oralsidat Salle(Illows par 11.1 CeLaalve baits lylaare,llar tt l tPtaporLlan iroroaltu�ea o�,c v..r L-..a 11016 nt.••a otra v4fy&A a 1.isaulT Trace 0 to t lAb a/a w 1.... tr..,se v..r Ixa.l a d s s.p ra 1s as ve/r Nei Some to to 4096 n.,r"bard And 40 IV W1b tilxl.Jard I,441e4r.11mt Ifal ISlrll w Ida I bnenap�itlln kl" lik.t+r at* ter a'lake.,tvul.er.1�1"bnt,ltl.n.SEN1 apgmf sampler lmtcas allietwite salad. 11m!aloe aaW pon/tNagea used Io desaAhc doll eta!er rack%m Uuscd mt t4stlal Mlentelltallml ord.e reilknad ar.ntillee+61olrlurs walent Indteska mar he '` alleMed Lr tlnte a[ymr end wla aJdad dull" Ilia#111111ag pta ss a V,alar levels Wksled mar—y wlh Kuanal OuNuallan and kited at'Sall9alutallr edl am tlul beelpg was Wicia a 111C 14atakalWrt(loaf lapenent Ilia appeoalmala Itouudtlk!Lalreen Fall irlrea.dic m%lual lramnWla way 4e gradual. 7 C05PlQ,1NC. 500-376-25U8 , Bedford Sr., L. uridgewater, 'FIA 0233) 1 Gcolcchn(cal Drilling/ • •�,!`y" ttrul Ak • •Cr•��Illlc(luu(I:r•Atottitorlrt�/ tYetls ' 1 Lu too stela Jq l Ftff. Dadul( t3rouud t)ata prole Drilling 6ntj./IlyJlol ' No. 1:Ray. Start Complete Faroman �eolo fat fi 5arnple pnta Ball anti/or bedrock arrata deverllftlolta 1' lttpla litotva •P,e. c..wa I` Al+uu , �� 8•l`cuellntlou uldl.. a"•' �' Chan q lsttal IddlItIfernllou or MI ' II (Yn. Uepllt pl.l' _ tw ti u u , Ball anti/or bock 51rpt;l ^tJ9I' _A20021T _g • • w 114AL ' s C f F (O&Wej 3e1AE' _ FA SAMbi So MC sli: Z.ri•r_ -25 30 -30 1 Flo -•10 I=Ei 'ryrl+e of Ooclnl) II11111)w 9t4ut Aul:cr Swe Castlig Size 1•roportlolt Parcentaaca Grurr►llar BofU Ifdews Its It.) Cabooly■Gall.(tlldws par le.) ' ' .4liglaltdet Iad{aIa I014 —"O I.d.•t—v—a�-Ld—o s_tirn IiOaivrn book la t••sev!rurRa Id,to • .a ovar k.., r tNNf-1016 _ ra. RH.11umrc.Ane4a to 0096 onr hllnd R n.I«last pcnetrgltml kat IWI'q w tdq r fwn«nv Rdllrgt: T UhrwS life lice li'u4cII Iai4 an I f1'Ito �19'U.11.a 1 alq'1.11,31;I11 a d«qam der unleaa allied-Mile Imted. 11N serot ON Iletteelegea Usti Ill Jucrtlle sell still or fuck Sic hayed we deogl ile atl rdtllewt of the retrlefe.)Sample".XIOI>'tvre 4"tarlt 4nfla m glr•( q•1w excoad by ame«ryear slid cellar added dath►g the J11111"d Ill-us.Wafer levels bldbeted tool eery wah seamael ufAduallan and the" are'Qi a00 eaturallo an Use t1Y1Say;we*Igkeu•11te strallacallu11 folios Iepreocnl Ilia app+asigtgle 1atl.IdSr1es IKI�.'eetl Sell Iypu.t►,q ggN1a1 translit.1w may Ira pahui: cvh i � • i -- EreSlit},�fi{&s-3Att•-3T�l-2�t16 06 Bedford St., E. UridgeuaLrto QIA 02333 CCO(ccl1(lical Drilling All tttrlcl � I:rrcruluituute:r•htortitarirt�! tYalls Dale CIIC t ' Lacet ou No. DrillingUslic URICrlodng con +Icle lO:neagl.o/1I{syrV^ Slnrl drol 5ugple I7nta b Soil Alid/ur bedrock 1160ta dOICH M011s _ c..lns t' a"a'" Visual IdcnLiflcatlolt at Well Eample i3IoH•a atlas. ut-a1 'r Glnt e rt-Ivfi 7 G't+etietrat1O11 blalua M41 A 11 tieplli soil and/Or liock StC8to II � Dcpltl lil.1 --- i.ws 1 S Ali D 4 PEAT ' 10 ._ - elfc Pao�psl�0�3oaoe+� _-its eD t'L' 23--_ " .__-_� .25 30 _-30 Type e100171119 Itolluw:hells Auger SI`e Cndlag Slsr ' , the► ortlon 1'ereaitn ea Graunlar Solis p,luws per 10 Cvileslre bolls(blows par SO {e o a s Vary 1aa.c 241 nerw. e L.r v.rr Farr. ,K I s SON -mass Oleo 1094 c u 1s 1--r n.cr N vrq uea.e 11.1 110% 1a a so r.�r�ialf Baltic 30 In 4O'lIl - t u to 7e LI.Ah.m D-n.c I O N'1t rl-.tlxwr tt-r1.r Onr 0e 11.rd ��-�• Amid AO to amb 4.ap11ald I.acetratbw lest fSl+q r 1441 I h.1.ca.cer faNttt� HI' ' Ilb.W-are IICr C lafion nl 1.0.1 Sir W1ry■s 9'O.U,a 13/el•u,.sLn srr/.a s,.npra.uplc0r Od1e1�1e s•a1c11. Ills umle"petecnlagca saaed 1%rlcsrll.a aoll and or rock wo 1-s—.l all vlsreel Ilelinflesllea al slam 1t41ev-d aanlplra a ilolslusa eoMens btdlaslell Ntaf tX t+frwlab by time 1lrytar Slid Willa adtral lAutag&tie dti0big ploccas-water levels bldlealcd lUay racy with rN sand nuemusllon and mile i1to to of soil aalrtru: afun dic boiuq less ukea■Ills ilratfticollull final raprsasnt lllc api.lnalUtata lrlurl.Ialles I.cts•Ctsl 14ll tylkt.ills SCllral Iratwlllelo fully be gradu/l. 66•.118 t 1•�ay.38;T=37 416 Dedford St:., E. 'Uridpwater, 114 02333 Ocottlt:ttnical Drilling .x� ' •ntonitorinc Welts •CI'utttldwuttv.r J 1 Data Job No, Clie l at e/, II1 es ' tl4rllrl( %Irouild t}eta 1)nle 1)t'I114ng g• II Llay. $$Art Cmu fait pe.eman Aeelo le► u sample t)pta soft alit(/or tredrock at'tmta damor(tlttolla _ j Sample ►ilowu •ILa e;4:v 1• 811n1e visual ldclitt(Icatlolt or MAP "'-- 8'1•coctraucill babes r c1l""f�a aalih ' It Na. t}e tilt p►.f' Ira a ue�dl, $011 and/or hock Strata — t I D►------ —_10 MI S _ 4. 20 25--..-s 30 —30 I 36-- -35 ' Ty 40 tlo�Our 1011OW 51e11t Augcr Stzc 1`,astag�l.e Ccuuutu SoN.lhiowa fact It.) Co4w1•e Solt.(61ao/e Irar It.l Irrollorltonl'oreentoges oto4 Very tAM4 aat.1M•N 66.1 IVttsn %1111 rt Trace 0 to 1076 c a.ro IRq.t rncr 10 r•rr N...r 7 I.1 iatl a r.!o t'rQ AIN t3nnrc 10 to 4016 to I.ao al.dr«m u....r Io t.an al..hum fl.n.r oar!a Ideal i And AO to 11" aii.pdard l,eaeuatlma lest 151011. 1•In r hammo PRO 'Nr', ' Ub..rs ate leer o't.kcn.•Uh^o m Wild !'411 a 1 /o'1.1'1,a1rlH II,nwI..,ashler rudese otlrnwle.ruled. bad 7tn\elect end lblccnlslies u.td In dca.7lta sell Paul or rock Pat 1,sa4,1"at ct.0 r al AIcullauHen or as aMlevcd aamplcu•►IPlaur a Paotmt 1ndk. f writ/ oN ry Wait ttkJ Iit orrcw.na water sddN)thuing the dtlilbld process.Water krclr htJw■Itd War ruy Idlh eedeenel fluff"Fall PaA the des►ae rotl ePlut7lte i when data: (ulj was 1Pkert a lla strstate.11y i than rclucaard the oppanalu►ale"Ithlatka latwecd rMl lypu.Wac JLAIUMl t1`6071ttoira mAV 4s�tOdueL I 1 1 m s jV 1 1 9 1 � 1 1 � a ti 1 c .1 1 aN I I 1 y 1 � � O _ 1 . 1 1 1 , f a � 1 ' 3n ti A 4-12-99 ISSUED FOR BID "ClNCLE BOB'S SELF. STORAGE' Cog CENTURION GROUP HIGHLAND AVE. w ". SALEM MA. 01970 i ' I t i 1 _ i 1 i ° .i ' 'PARKING PARMN9 C.B. PARK%C PARkn1C is . - 817.CONC.PAVE co- - - •1 CONC.FIRE LANE _.c�_�i�=:==—..�—:_.---_-_ -::�.._._...._•r•�.�.y--_•--•--•. 1 �tlLtltlClOCiiZt�O�9•CNI!>r ___..._ ' tj � � •.� � -a1�=�1_ ��„�.'—a:::c:1.enu:::_drrL..._ '�.C—�'fadL—i,:1 ..._,� ..._ ....... _ a.._........:.......... • C t � + _... ... ;,gym•__•-:..— �l r , CA �-�\ Y ,•i + rr BOB'S 3 r CLAMS o ' I Ce S 8 H.P. Ce ' o NEB: Cl 5 w ' canon NEW co csnan HCHLANO AVENUE (SR' i a PLAN SCALE: V-40' I i i 1 1 1 1 1 1 1 APPENDIX B.2 BORING LOGS BY SANBORN HEAD 1 1 11 SANBORM IIII HEAD 1 Boring / Monitoring Well Log Legend Project Industrial Site Redevelopment Log of Monitoring Well SH-1 ' SANBORN (III HEAD Location: Anytown,State Project No.: 1234.56 Ground Elevation:112.2feet Sanborn,Head&Associates Inc. TOC Elevation:115.2 feet ' PVC Elevation:115.10feet Drilling Method: Mobile B-53 Truck,5"PW Drive&Wash Datum:MSL Sampling Method: 2"O.D.Split Spoon w/140 lb Safety Groundwater Readings Hammer ' Depth Depth Depth Stab. Drilling Company: Ground Down Drilling Co. Date Time to Water Ref.Pt. of Casing of Hole Time Foreman:J.Driller 06/24/08 09:45 10.0' Ground 27' 27' c5 min Date Started: 06/25/08 Date Finished: 06/26/08 06/25/08 14:50 12.0' Top of PVC Well Installed 50' 15 min ' Logged By:A.Engineer Checked By: A.Principal 07/03/08 13:00 12.2' Top of PVC Well Installed 50' 8 days Depth Casing Drill Sample Information Stratum (ft) Blows Rate Sample Depth Spoon Pen/ ield Geologic Description Well Well Description (per ft)(min/ft) No. (it Blows Rec Testing Log Description Diagram in Data ' 1 2 3 4 5 6 7 8 9 9 10 11 11 1. The numbers in this column report the depth in feet below ground surface. ' 2. The numbers in this column report the number of blows required to drive the drill casing one foot using a 300 pound hammer,unless otherwise specified. 3. The numbers in this column report the rate of advance when coring rock. 4. The values in this column report the sample designation. In the example S-1, "S" indicates the sample type and"1" indicates the sample , number. "S"indicates split spoon sample "C"indicates rock core sample "U"indicates Shelby tube sample "G"indicates grab sample ' 5. The numbers in this column report the depth,in feet,from the ground surface of the sample identified in column 4. 6. The numbers in this column report the number of blows required to drive a split spoon sampler 6 inches using a 140 pound hammer free falling 30 inches. The standard split spoon sampler is 1-3/8 inch inside diameter and 2 inches outside diameter. The Standard Penetration Resistance, ' or N-value in blows per foot,is the sum of the blows recorded over the second and third 6-inch interval. A number followed by"/3"indicates the distance that the sampler advanced. For example"100/4"indicates that 100 blows of a 140 pound hammer falling 30 inches advanced the sampler 4 inches. "WOR/24"indicates the weight of the drilling rods without the hammer caused the sampler to advance 24 inches. ' "WOH"indicates the static weight of the 140 pound hammer and the drilling rods attached to the split spoon sampler were sufficient to cause the sampler to advance. "WOR"indicates the static weight of the drilling rods attached to the split spoon sampler was sufficient to cause the sampler to advance. ' 7. The values shown are the length of the soil or rock core sampler penetration and the number of inches of sample recovered from the sampler. 8. The values shown are the results of field tests performed on soil or rock samples. The test method, result and units are indicated. Unless otherwise noted "ND"denotes not detected. ' 9. These columns provide a graphic illustration and verbal description of the subsurface soil and rock strata. The depths of strata changes should be considered approximate and general in nature,actual strata changes in the field may be more gradual. 10.Descriptions of soil samples include: - the density or consistency; - color; - a listing of MAJOR and minor soil components based on particle size and plasticity; - structure, - moisture;and ' - other pertinent characteristics. For example.' Medium dense,brown,fine to medium SAND,trace Silt. Stratified. Moist. Faint petroleum odor. Description of rock core samples include: ' - hardness,weathering,rock continuity,color,texture,rock type,structure;and RQD(%) For example: Hard to very hard, slightly weathered, grey-green,fine grained, RHYOLITE, with joints spaced 4 to 12 inches apart and dipping from near horizontal to approximately 60°. Open crack in core at 14.41,moderately fractured. RQD=58% , NOTE: "RQD"is defined as the summation of all pieces of rock core greater than 4 inches in length divided by the length of the core run and expressed as a percentage. 11.Monitoring well materials or other equipment installed within the borehole are graphically presented in these columns. If no equipment was installed,these columns are used for notes,remarks or other pertinent observations. (c)2013 Sanborn.Head&Assodates.lnc. ' i Description and Classification of Soil ' 1.Density or Consistency: The density or consistency of a soil sample is based on ii. Fine Grained Soil: The degree of plasticity of fine-grained soils is the Standard Penetration Test N-value according to the following table: defined as follows: ' Density of Consistency of Degree of Plasticity Smallest Thread SPT N-Value Material Granular Soil Cohesive Soil Plasticity Index(PI) Diameter(in.) Very Loose 04 <2 Very Soft SILT Non-Plastic 0 None Loose 5-10 24 Soft Clayey SILT Slight 1 to 5 1/4 Medium Dense 11-30 5-8 Medium Stiff SILT&CLAY Low 5 to 10 1/8 Dense 31-50 9-15 Stiff CLAY&SILT Medium 10 to 20 1/16 Very Dense >50 16-30 Very Stiff Silty CLAY High 20 to 40 1/32 >30 Hard CLAY Very High 40+ 1/64 ' The Standard Penetration Resistance,or N-value in blows per foot,is the sum of the iii.Organic Soil:An organic soil sample is classified by observation of blows recorded over the second and third 6-inch interval. the sample structure as follows: A number followed by"/3"indicates the distance that the sampler advanced.For example"100/4"indicates that 100 blows of a 140 pound hammer falling 30 inches Material Description ' advanced the sampler 4 inches. "WOR/24"indicates the weight of the drilling rods Surficial soils that support plant life and without the hammer caused the sampler to advance 24 inches. TOPSOIL which contain organic matter. "WOH"indicates the static weight of the 140 pound hammer and the drilling rods Soil underlying the topsoil which may attached to the split spoon sampler were sufficient to cause the sampler to advance. SUBSOIL contain roots or plant fibers. "WOW"indicates the static weight of the drilling rods attached to the split spoon Deposits of plant remains in which the sampler was sufficient to cause the sampler to advance. PEAT original plant fibers or root structure are 2.Color. The color of a soil sample is based on visual observation. visible. Deposit of plant remains in which the ' 3.Soil Components ORGANIC SILT original plant fibers or root structure have A.Description: The components of a soil sample are described by visually decomposed. estimating the percentage of each component by weight of the total sample iv.Non-Soil Constituents:Non-soil constituents(artificial or using a Modified Burmister System. anthropogenic material,organic materials,cobbles and boulders) are i.Major Component: The major soil component is written with upper described as follows: case letters for granular soil (e.g., SAND, GRAVEL) and a The following terminology is used to denote size ranges ofnon-soil combination of upper and lower case letters for fine grained soil(e.g., constituents such as man-made objects or fill material: Silty CLAY,Clayey Sll,T). ' ii. Minor Component: The minor soil components are written with the Descriptive Term Size Range Comparative Term first letter of each soil type in upper case,and the remaining letters in Specks <No.200 Sieve Silt and Clay fines lower case(e.g.,Gravel,Silt). The minor components are identified and prefaced in the description based on the following percentages: Particles No.200 Sieve to No.4 Sieve Sand ' Fragments No.4 Sieve to 3 in. Gravel Pieces 3 in.to 12 in. Cobbles Preface Percentage Blocks >12 in. Boulders and 35-50 ' some 20-35 The following terminology is used to describe the frequency that a little 10-20 non-soil constituent is observed by estimating the percentage of the trace 0-10 constituent by weight of the total sample: iii. Note: The actual percentages of gravel soil may differ from that Descriptor Percentage measured when sampling with a standard split spoon sampler very few 0-5 because of the relatively small sampler diameter. Also, it is not few 5-10 possible to identify the presence of boulders and cobbles using a standard split spoon sampler. common 10-20 ' frequent 20-35 B.Definitions numerous 35-50 i. Granular Soil: A granular soil sample is defined by the following particle sizes as referenced to a standard sieve: 4. Moisture Content: The moisture content of a soil sample is based on the ' observable presence of water according to the following table: Material Description Standard Sieve Limit Dry Moisture is not apparent,dusty. Upper Lower Moist No visible water. C-sized 36 inch Wet Visible free water. ' Boulders B-sized 36 inch 24 inch A-sized 24 inch 12 inch 5. Other Pertinent Characteristics:Pertinent characteristics observed in a soil sample Cobbles 12 inch 3 inch should be noted according to the following table: coarse 3 inch 3/4 inch Soil Structure Produced by Deposition of Sediments Gravel fine 3/4 inch No.4 coarse No.4 No.10 Stratified Random soil deposits of varying components of color. Sand medium No.10 No.40 Varved Alternating soil deposits of varying thickness (i.e.,clays or silts). ' fine No.40 No.200 Stratum Soil deposit>12 inches thick. Layer Soil deposit 3 inches to 12 inches thick. Seam Soil deposit 1/8 inch to 3 inches thick. Parting/Lens I Soil deposit<1/8 inch thick. ' (c)2018 Sanborn,Head&Associates,Inc Project:Life Storage LogSH-1 SANBORN (Ih HEAD Location:Salem,MA of Boring . . Ground Elevation:113 t feet ' Project No.:4497.00 Datum:NAVD 1988 Sanborn,Head&Associates,Inc. Drilling Method:Model B-6 Auger Truck Mounted Rig Sampling Method:2"O.D.Split Spoon,Automatic Hammer Groundwater Readings , Depth Depth Depth Stab. Date Time to Water Ref.Pt. of Casing of Hole Time Drilling Company:Soil Exploration Corporation 11/13/18 — 4' Ground Surface Foreman:T.Flores Date Started:11/13/18 Date Finished:11/13/18 ' Logged By:S.Graaani Checked By:L Norton Sample Information Stratum Depth Sample Depth SpoonFieldGeologic Description Remarks ( ) No. (ft) Blows Rec Testing Log Description ' 0 S-1 0-2 16 24/12 —0 S-1(0 to 2'):Dense,dark brown,fine to coarse 21 ii SAND,little Gravel,little Silt.Moist.FILL. 28 24 i 1 2 `I FILL Drilling action indicates ii cobbletboulder from approbmately I 2 to 4 feet. x i I 4 S-2 4-6 10 24/15 —4 S-2(4 to 6'):Dense,gray/brown,fine to coarse 16 GRAVEL,some Sand,little Silt.Wet. 26 6 S-3 6-7.3 19 16/16 .'+ SAND S-3(6 to 7.3'):Very dense,gray,fine to coarse 22 SAND,some Gravel,little Silt.Wet. ' 75/4" 'r• m 8 —8— Boring terminated at 8 feet due to auger refusal. a '0 0 10 z ' Z 0 0 z � 12 03 N c� 1 � 14 ' W 2 z [C O 00 z 16 0 N 'a O vi O 18 ' go s O 5i 20 ' [C 'o 0 n rn 22 qo s a O � 24 z it O m Sheet:1 of 1 ' Project:Life storage Log of Boring SH-2 SANBORN III) HEAD Location:Salem,MA Ground Elevation:112.5±feet Project No.:"97.00 Datum:NAVD 1988 Sanborn,Head&Associates,Inc. Drilling Method:Model B-6 Auger Truck Mounted Rig ' Sampling Method:2"O.D.Split Spoon,Automatic Hammer Groundwater Readis Depth Depth Depth Stab Date Time to Water Ref.Pt. of Casing of Hole Time Drilling Company:Soil Exploration Corporation 11/13/18 5' Ground Surface Foreman:T.Flores Date Started:11113/18 Date Finished:11113/18 Logged By:S.Graziani Checked By:L Norton Sample Information Stratum Depth Sample Depth poop Penf Field Geologic Description Remarks ' ( ) No (ff) Blows Rec Testing Log Description 0 per 6 -fini- Data (0 to 0.2'):ASPHALT. :q CONCRETE S 1 0.7-3 2 24/17 \ —0.7'— (0.2 to 0.7'):CONCRETE. 9 i S-1(0.7 to 3'):Medium dense,brown,fine to 5 �`I coarse SAND,some Gravel,little Silt Moist.FILL. 2 I FILL S-2 3-5 5 24/2 ,/ S-2(3 to 5'):Loose,brown,fine to coarse SAND, 3 I some Gravel,little Silt.Moist.FILL. 4 4 5 I `. S-3 5-7 21 24/13 —5 S-3(5 to 7'):Very dense,gray,fine to coarse Very few peat peds observed in 23 SAND,little Gravel,little Silt Wet. auger cuttings while advancing 28 ; : augers from appropmately 4 to 6 6 25 .,% feet. r• ' S-4 7-9 13 24/17 iy S-4A(7 to 85):Dense,gray,fine to coarse SAND, 20 little Gravel,trace Silt.Wet m 8 25 33 N 4• S-413(8.5 to 9'):Dense,gray,fine to coarse SAND, o little Gravel,little Silt.Wet. S-5 9-11 12 24/17 19 �� S-5(9 to 1 V):Dense,brown,fine to coarse SAND, 0 10 19 little Silt,little Gravel.Wet. = 24 " SAND 0 '`•� 12 :�y• m V 0 14 S-6 14-16 35 24/14 .,y;; S-6(14 to 16'):Very dense,brown,fine to coarse = 47 SAND,little Gravel,little Silt.Wet. z 46 'may m 29 z n 16 —16'— Boring terminated at 16 feet.No refusal encountered. a ui O 18 ' o m C� X20 3 s 0 ' 22 8 a 3 a o 0 � 24 0 m Sheet:11 of 1 Project:Life storage Log of Boring SH-3 ' SANBORN,�l HEAD Location:Salem,MA Ground Elevation:112.5 t feet Project No.:4497.00 Datum:NAVD 1988 ' Sanborn,Head&Associates,Inc. Drilling Method:Model B-6 Auger Truck Mounted Rig Sampling Method:2"O.D.Split Spoon,Automatic Hammer Groundwater Readi Dengs ' pth Depth Depth Stab. Date Time to Water Ref.PL of Casing of Hole Time Drilling Company:Soil Exploration Corporation 11/13/18 — 4.5' Ground Surface Foreman:T.Flores Date Started:11/13/18 Date Finished:11113/18 Logged By:S.Graziani Checked By:L Norton Sample Information Stratum Depth Sample Depth Spoon aFieldGeologic Description Remarks ( ) No. (ft) Blows Rec Testing Log Description ' 0 '4; ASPHALT (0 to 0.5'):ASPHALT. S-1 0.5-2.5 6 24/10 —0'S S-1(0.5 to 2.5'):Medium dense,brown,fine to 9 ,� coarse SAND,some Gravel,little Silt.Moist.FILL. 14 17 �I 2 `i I FILL S-2 2.5-4.5 15 24/8 S-2A(2.5 to 4.3'):Medium dense,brown,fine to 11 ,� coarse SAND,little Gravel,little Silt,very few 12 I Organic fragments.Moist.FILL. 10 ` 4 — T� S-26(4.3 to 45):Medium dense,dark brown, S-3 4.5-6.5 19 24/13 4 5—18 PEAT.Moist.PEAT. •:: 20 S 3(4.5 to 65):Dense,gray,fine to coarse SAND, 26 ;.y.. little Gravel,trace Silt.Wet. 6 S-4 6.5-8.5 30 24/17 S-4(6.5 to 8.5'):Very dense,gray,fine to coarse 32 SAND,little Gravel,trace Silt.Wet.38 ' 35 rn 8 hy.. A S-5 8.5-10 12 24/12 :�+ S-5(8.5 to 10'):Medium dense,gray,fine to 0 14 ;y,; coarse SAND,little Gravel,trace Silt.Wet. �? 10 > 12 SAND a 10— ?• Drilling action indicates w ;�.. 1: cobbles/boulders from I zz appropmately 10 to 15 feet. 12 4� a 14 w x z ?' m -15 Boring terminated at 15 feet.No refusal zz encountered. 16 0 a ai 0 18 o ' rn l� X20 m 3 'o 0 rn 22 'a a t� 0 � 24 zM0 m Sheet:1 of 1 Project:Life Storage Log of Boring SH-4 SANBORN 1111 HEAD Location:Salem,MA Ground Elevation:112.5±feet ' Project No.:4497.00 Datum:NAVD 1988 Sanborn,Head&Associates,Inc. Drilling Method:Model B-5 Auger Truck Mounted Rig Sampling Method:2"O.D.Split Spoon,Automatic Hammer Groundwater Readings Depth Depth Depth Stab. Date Time to Water Ref.Pt. of Casing of Hole Time Drilling Company:Soil Exploration Corporation 11/15/18 5' Ground Surface Foreman:D.Ledger Date Started:11/16/18 Date Finished:11/15/18 Logged By:S.Graaani Checked By:L Norton Sample Information Stratum Depth Sam le De pOon Pent 1e Geologic Description Remarks (ft) n ( Blows Rec Testing Log Description ' 0 ASPHALT (0 to 0.5'):ASPHALT. •� —0.5'— S-1 0.5-2.5 15 24/10 S-1(0.5 to 2.5'):Very dense,brown,fine to coarse ' 54 SAND,some Gravel,little Silt,very few Wood Gravel lense observed at 177 t\I fragments.Moist.FILL. approbmately 1 foot 2 ,� FILL I S-2 2.5-4.5 20 24/7 S-2A(2.5 to 35):Medium dense,brown,fine to 17 coarse GRAVEL,some Sand,little Silt,very few 10 1 —3 5.— Wood fragments.Moist.FILL. 8 4 PEAT S-2B(3.5 to 45):Medium dense,black,PEAT, some Sand,some Silt,very few Wood fragments. —45— Moist.PEAT. S-3 5-7 2 24/12 S-3(5 to 7'):Loose,black,fine to coarse SAND, 2 trace Gravel,trace Silt,very few Organic particles. 6 5 Wet. 3 SAND with ORGANICS ' S-4 7-9 2 24/19 14A(7 to 8.3'):Medium dense,black,fine to 3 coarse SAND,trace Gravel,trace Silt,very few 6 10 Organic particles.Wet. W 27 —8•3'— S-46(8.3 to 9'):Medium dense,gray,SILT,little ' F SILT 9'— Sand,very few Organic particles.Wet. o — �? Boring terminated at 9 feet due to auger refusal. 10 w_ z m z a n 12 o N ' a 14 W Z 0 O Z a ' (n 16 n O 'a vi J 18 ' O m v 3 20 3 s 0 m ' 0 22 `s a 0 � 24 z Ir 0 m Sheet:1 of 1 Project:Life Storage Log of Boring SH-5 t SANBORN (II) HEAD Location:Salem,MA Project No.:4497.00 Ground Elevation:112.5 t feet Datum:NAVD 1988 Sanborn,Head&Associates,Inc. Drilling Method:Model B-6 Auger Truck Mounted Rig Sampling Method:2"O.D.Split Spoon,Automatic Hammer Groundwater Readings Depth Depth Depth Stab. Date Time to Water Ref.PL of Casing of Hole Time Drilling Company:Soil Exploration Corporation 11/15/18 — 2.5' Ground Surface Foreman:D.Ledger Date Started:11/15/18 Date Finished:11/16/18 Logged By:S.Graziani Checked By:L.Norton Sample Information Stratum Depth Sample Depth Spoon eFieldGeologic Description Remarks ( ) No. Iff) Blows Rec Testing Log Description 0 AS HALT (0 to 0.5'):ASPHALT. S-1 0.5-2.5 7 24/16 S-1(0.5 to 25):Loose,brown,fine to coarse 5 SAND,some Gravel,little Silt,very few Brick 5 �`I fragments.Moist.FILL. 2 ,i 1 S-2 2.5-4.5 18 24/5 ` S-2(2.5 to 4.5'):Medium dense,gray,fine to 5 �'I FILL coarse SAND,some Gravel,little Silt.Wet.FILL. ' 10 ` 4 I ` Drilling action indicates void in formation from approximately4.5 I to 5.8 feet.Drilling terminated at ` —5 8'— approximately 5.8 feet and boring 6 Boring terminated at 5.8 feet.No refusal offset approximately 5 feet to the encountered. northeast. rn $ a '0 0 10 Z ' rr m Z a 12 N ' 1 0 14 w , x I Z 0 z 16 n 0 'a 0 (n 0 18 o , go f7 20 0 0 in 22 , a 0 0 � 24 z Cr 0 m Sheet:1 of 1 Project:Life Storage Log of Boring SH-5A SANBORN II�� HEAD Location:Salem,MA Ground Elevation:112.5±feet I Project No.:"97.00 Datum:NAVD 1988 Sanborn,Head 8t Associates,Inc. Drilling Method:Model B-5 Auger Truck Mounted Rig Sampling Method:2"O.D.Split Spoon,Automatic Hammer Groundwater Readings Depth Depth Depth Stab. Date . Time to Water Ref.Pt. of Casing of Hole Time Drilling Company:Soil Exploration Corporation 11/15/18 2.5' Ground Surface Foreman:D.Ledger Date Started:11115/18 Date Finished:11115/18 Logged By:S.Graziani Checked By:L Norton Sample Information Stratum Depth am le De poop PerJ Field Geologic Description Remarks S (ff) m (ft� Blows Rec Testing Log Description D AS HALT (0 to 0.5'):ASPHALT. S-1 0.5-2.5 9 24113 —05 S-1(0.5 to 2.5'):Medium dense,brown,fine to ' 17 coarse SAND,little Gravel,little Silt,very few 7 , I FILL Organic fragments,very few Brick particles.Moist. 7 FILL. 2 S-2 2.5-4.5 7 24/21 0. 1 —2.5'— S-2A(2.5 to 3.5'):Medium dense,gray,SILT and 22 ORGANIC SILT Sand,trace Gravel,very few Organic Roots.Wet. 23 ORGANIC SILT. 20 —3.5'— 4 S-2B(3.5 to 45):Dense,gray,fine to coarse ~:+ SAND,some Gravel,little Silt.Wet. t7.. S-3 5-7 19 24/23 S-3(5 to 7'):Medium dense,brown,fine to coarse 15 SAND,trace Gravel,trace Silt.Wet. 12 SAND S-4 7-9 16 24/5 ''.�: S-4B(7 to 9'):Medium dense,brown,fine to 18 : coarse SAND,trace Gravel,trace Silt.Wet. rn 8 16 18 $t•- a � Boring terminated at 9 feet.No refusal encountered. 0 10 w_ Z [C m Z 12 ' o N c� 1 0 14 1 ¢ W S Z 0 O z I " 16 0 'a N x7 0 18 0 0 rn a s rn 1 5i 20 3 0 r i 0 22 0 s a 1 0 L) � 24 Z ir 0 m Sheet:1 of 1 - ,tom Project:Life Storage Log of Boring SH-6 ' SANBORN]II'l HEAD Location:Salem,MA Ground Elevation:112.5#feet Project No.:"97.00 Datum:NAVD 1988 Sanborn,Head&Associates,Inc. Drilling Method:Model B-6 Auger Truck Mounted Rig Sampling Method:Grab samples obtained from Auger Cuttings Groundwater Readings ' Depth Depth Depth Stab. Date Time to Water Ref.PL of Casing of Hole Time Drilling Company:Soil Exploration Corporation 11/15/18 — 5' Ground Surface Foreman:D.Ledger Date Started:11/15/18 Date Finished:11/15/18 Logged By:S.Graaani Checked By:L Norton ' Sample Information Stratum Depth Sample Depth Spoon aFieldGeologic Description Remarks ( � No. (it) Blows Rec Testing Log Description 0 • ASP* 7-a (0 to 0.5'):ASPHALT&CONCRETE. Test boring completed as auger • CO ETE — probe;geologic descriptions G-1 0.5-6 — ♦ G-1(0.5 to 6'):Gray,fine to coarse SAND,some based on visual classifications of Gravel,trace Silt.Moist.FILL. auger cuttings.Depths should be ' I considered approbmate. 2 I � FILL I 4- 6— G-2 6-7 — —6 S-3(6 to 7'):Black,fine to coarse SAND,little Silt, PEAT trace Gravel,few Roots.Wet.PEAT. G-3 7-8 — —7 G-3(7 to 8'):Brown,fine to coarse SAND,little Drilling action indicates coarser , SAND Gravel,little Silt.Wet. material at 7 feet. m 8 _8 Boring terminated at 8 feet due to auger refusal. N ' 0 lo— w z ' z 0 z (n 12 o ,m 0 14 a ' w x z 0 z a N 16 , n 0 a' 0 18 o En 0 5 20 , 0 0 i 22 0 a c� 0 � 24 z ie 0 in Sheet 1 of 1 1 ' February 12,2019 Page 2 20190212 Life Storage GT Reportdocx 4497.00 Based on the Existing Conditions Plan, prepared by Allen & Major Associates, Inc. (Allen & Major) of Woburn, Massachusetts, dated November 7, 2018, the Site is generally level at approximately El. 112 feet with a gradual slope up to Clark Street to approximately El. 117 feet. Elevations used in this report are referenced to the North American Vertical Datum t (NAVD) of 1988. Based on our familiarity with the Site and surrounding area, and historical USGS ' topographic maps,we understand that a portion of the Life Storage property was formerly wetland in the 1940s prior to being filled. In 2005, Helical Drilling of Braintree, MA (Helical) conducted an elevation survey of the storage building within the western portion of the Site (nearest Highland Avenue). Helical reported the structure had experienced differential settlement in excess of 12 inches,with the majority of the settlement occurring along the northern portion of the building nearest Highland Avenue. 3.0 PROJECT DESCRIPTION ' Based on correspondence with Life Storage, we understand the existing structures will be demolished, and a 4-story building with no underground storage will replace the existing facility. We understand the proposed building will have a footprint of approximately ' 35,000 square feet and a finished floor elevation (FFE) approximately equal to that of the existing structures (approximately El. 112.5 feet). ' 4.0 SUBSURFACE EXPLORATIONS In 2005, ten (10) test borings (designated B-.1, B-2, and B-4 through B-11) were drilled by Helical across the Site. The approximate locations of the test borings completed by Helical ' are shown on Figure 2 based on their report dated May 19, 2005. Logs of the previous test borings completed by Helical are included in Appendix B.1. ' On November 13 and 14, 2018, Sanborn Head implemented a test boring program at the Site to provide supplemental subsurface information. The program included nine (9) geotechnical test borings (identified as SH-1 through SH-8, including offset SH-5A) at the ' approximate locations shown on Figure 2. The recent test borings were drilled by Soil Exploration Corporation (SEC) of Leominster,MA under subcontract to Sanborn Head. ' The recent test borings were drilled to depths ranging from approximately 6 to 17 feet below ground surface (bgs) using a truck-mounted drill rig and hollow stem augers. In general, split-spoon soil samples were collected continuously through the surficial fill and ' organic deposits, and at 5-foot intervals thereafter, with the exception of test boring SH-6, where grab samples were collected from the auger cuttings. ' Standard Penetration Tests (SPTs) were completed and split spoon samples were obtained in general accordance with ASTM D1586. Soil samples were field classified by a Sanborn Head geotechnical engineer based on visual estimates of grain size distribution and ' plasticity. Additional soil characteristics such as density and consistency (based on SPT data),color and moisture were noted on the logs. SANBORN 1111 HEAD February 12,2019 Page 3 20190212 Life Storage GT Reportdocx 4497.00 ' Explorations were observed and logged by Sanborn Head personnel on a full-time basis. Logs of the recent explorations prepared by Sanborn Head are provided in Appendix B.2. ' Soil samples were field classified using the Modified Burmister System. A legend is provided in Appendix B that describes the classification system. The test borings were located based on tape measurements from existing site features. The ' approximate ground surface elevations at exploration locations are shown on the logs and were estimated by Sanborn Head by interpolating between the ground surface contours ' shown on the existing conditions plan provided by Allen&Major.As such,the locations and ground surface elevations should be considered approximate. 5.0 SUBSURFACE CONDITIONS ' Based on the available test borings,the subsurface conditions generally consist granular fill t material with boulders overlying a discontinuous deposit of peat and organic silt which overlies natural sand and gravel and/or dense glacial till soils. The depth to groundwater typically ranged from 2.5 to 5 feet below the existing ground surface. The following ' sections provide additional detail regarding subsurface, conditions based on the explorations by Sanborn Head and others. 5.1 Surface Materials ' Asphalt pavement was generally encountered at exploration locations and measured to be approximately 3 to 6-inches in thickness, except SH-1 where asphalt was not encountered. ' Additionally, an approximately 6-inch thick layer of concrete was encountered below the asphalt at SH-2. 5.2 Granular Fill Granular urban fill material was encountered to an approximate depth of 2.5 and 14.5 feet ' bgs. The granular urban fill typically consists of brown, fine to coarse sand, with varying amounts of gravel,and little to trace amounts of silt. Non-soil constituents observed include very few wood, brick, cinders, and root/organic particles to fragments. Based on ' observations both in our test exploration program and previously by others, cobbles and/or boulders were encountered at various locations within the granular fill. SPT N- values in the fill ranged between 2 and greater than 100 blows per foot (bpf) indicating the ' density of the fill is highly variable. The SPT N-values were more typically between 10 and 31 bpf and were observed to decrease with depth. These SPT results indicate that the existing fill has variable density ranging from very loose to very dense. t 5.3 Organic Soils Discontinuous deposits of highly compressible peat, organic silt, and organic sand were ' encountered below the fill in test borings SH-3 through SH-8, and B-6 through B-10 as shown on Figure 3. The thickness of the buried organic deposits ranges from about 1 to 3 feet in the proposed building area, and up to 16 and 21 feet thick at test borings B-6 and B- ' 8,respectively,outside the northwest corner of the proposed building area.SPT N-values in the organic soils ranged from less than 2 to 13 bpf. ' SANBORN 1111 HEAD February 12,2019 Page 4 20190212 Life Storage GT Repo rtdocx 4497.00 The results of the laboratory testing from samples collected at SH-6 and SH-7, indicate that the peat has an organic content ranging from 9.9 to 12.4 percent and a moisture content ranging from 57 to 83 percent; the organic sand collected at SH-8 has an organic content of approximately 7.5 percent and a moisture content of approximately 53 percent. ' 5.4 Natural Sand ' A natural sand layer was encountered beneath the fill, and organic deposits where present, and typically consists of fine to coarse sand with varying amounts of gravel and silt. SPT N- values in the natural sand deposit typically ranged between 10 and 70 bpf; however, SPT ' results generally indicate the natural sand deposits are medium dense. 5.5 Silt ' A silt deposit was observed in boring SH-8 at a depth of 15 feet bgs, consisting of silt with some sand,and trace gravel. One SPT test was conducted in the silt at SH-8 which indicated an N-value of 15 and medium dense soil. ' 5.6 Glacial Till ' Glacial till was observed by others in borings B-1, B-2, and B-5 at depths ranging from 4.5 to 9.5 feet bgs, consisting of fine to coarse sand and gravel, with some silt and trace amounts of clay. SPT N-values in the glacial till deposit typically ranged between 46 and ' greater than 100 bpf,indicating the material is dense to very dense. 5.7 Refusal ' Refusals (indicative of possible bedrock or large boulders) were encountered at nine (9) locations across the Site (SH-1, SH-4, SH-6, SH-7, B-1, B-2, B-5, B-7, and B-11) at depths of approximately 5 to 10 feet bgs (El. 108 ft to El. 102 ft). Based on regional geologic mapping and bedrock outcrops that can be observed along Highland Avenue at adjacent properties, we understand the depth to the underlying bedrock at the Site varies significantly over short distances, creating an irregular and undulating bedrock surface. Refusals within the ' fill material may be indicative of boulders. 5.8 Groundwater ' The depth to groundwater encountered in the subsurface explorations ranged from 2.5 to 5 feet below the existing ground surface which corresponds to approximately El. 110 to El. ' 107 feet. The measurements were taken in the boreholes without an allowance for stabilization time,and as such,may not be representative of stabilized groundwater levels. ' It should be noted that groundwater levels and flow directions may be locally influenced by subsurface utilities acting as preferential pathways. Groundwater levels will also fluctuate depending on seasonal variations in temperature and precipitation. 6.0 GEOTECHNICAL LABORATORY TESTING Sanborn Head submitted soil samples to GeoTesting Express of Acton, Massachusetts for ' the following laboratory analyses: SANBORN 1111 HEAD February 12,2019 Page 5 20190212 Life Storage GT Reportdocx 4497.00 ' • Four(4) samples for grain size analysis (ASTM D6913); ' • Three (3) soil samples were tested for moisture content(ASTM D2216); and • Three (3) soil samples were tested for organic content(ASTM D2974), The soil laboratory reports are included in Appendix C. P PP 7.0 GEOTECHNICAL CONSIDERATIONS AND RECOMMENDATIONS ' The following paragraphs present our geotechnical engineering evaluation of the impact of subsurface conditions on the proposed site redevelopment and our recommendations ' related to subgrade preparation and foundation design. 7.1 Geotechnical Evaluation of Subsurface Conditions After evaluating the subsurface conditions at the Site, we believe the primary geotechnical ' engineering issues are as follows: ■ Variable Density Fill and Organic Soils. The variable density fill, buried peat and ' organic soils that were encountered in the northern portion of the Site are considered unsuitable for support of the building foundations and adjacent sidewalks due to the ' compressibility of the soil and their variable density which could lead to unacceptable differential settlement over time,as is evident from settlement observed for the existing buildings. Excavation and replacement of the fill and organic soil is considered to be economically impractical due to the depth of the organic soil, the presence of groundwater at those ' depths, and the costs associated with off-site disposal of the urban fill and organic soils. As such, we recommend a ground improvement program using either GeoConcrete Columns (GCCs) or Controlled Modulus Columns (CMCs), to improve the density of the ' fill, stiffen the organic soils, and to control settlement so that the proposed building can be supported by conventional spread footings with the ground floor constructed as a slab-on-grade. The recommended limits of ground improvement include the footprint ' of the building and exterior sidewalks. ■ Below-Grade Building Construction: We understand the Client has considered the ' concept of constructing one level of below-grade storage, but has concluded that would be cost-prohibitive compared to a 4-story building with no underground storage due to challenging subsurface conditions (buried organic soils, unsuitable fill materials, ' shallow bedrock in some locations, shallow groundwater, and temporary support of excavation) plus the cost of off-site disposal of a significant volume of excess soil after excavation for underground storage. , ■ Re-use of Excavated Materials. Excavated soils that meet the material specifications for On-Site Fill in Table 1 could be reused as compacted fill in proposed building and ' pavement areas as described in Section 7.5. If organic soils are excavated during the site work, they should only be reused as fill in proposed landscaped areas. Excess soil remaining after the site work should be stockpiled on site and characterized with ' SANBORN 1111 HEAD February 12,2019 Page 6 ' 20190212 Life Storage GT Reportdocx 4497.00 environmental sampling and laboratory analysis prior to off-site disposal. Disposal of ' excess soil should be performed in compliance with local, state, and federal regulations and the Massachusetts Contingency Plan (MCP, 310 CMR 40.0000), and other Massachusetts Department of Environmental Protection (MassDEP) soil management ' policies or guidance documents,as appropriate. ■ Groundwater. Groundwater was typically encountered at an approximate elevation between El. 110 to 107 feet. Ground improvement is expected to extend below the water table. Groundwater may also be encountered during installation of deeper subsurface utilities such as sanitary sewer and storm drain piping. 7.2 Ground Improvement Recommendations To control settlement in the proposed building area and adjacent sidewalks, we recommend that a ground improvement program be implemented to prepare a suitable bearing surface for construction of conventional spread footings and a slab-on-grade. The ground improvement specialty contractor should retain a Professional Engineer licensed to ' practice in Massachusetts to prepare a design submittal for the ground improvement program for review by Sanborn Head on behalf of the owner at least one (1) week prior to the start of work. The design submittal should be prepared based on the following design ' criteria: ® In the building footprint, GCCs or CMCs are recommended below all footings and below ' the ground level slab-on-grade. The recommended limits of ground improvement include the footprint of the building and exterior sidewalks immediately adjacent to the building. The ground improvement should be installed through the surface fill and ' organic deposit, and into natural soil or to the top of bedrock. The ground .improvement should be designed so that: ' o Spread footings can be proportioned based on a net allowable bearing capacity of 4 kips per square foot(ksf); ' ❑ To limit post-construction total settlement of less than 1-inch,and; ❑ To limit post-construction differential settlement of less than Y2-inch over a linear ' distance of 30 feet. ■ The number of ground improvement columns, column diameter,and the spacing should ' be designed by the engineer for the specialty foundation contractor based on the footing and slab design loads on the structural drawings and the settlement criteria herein. The design submittal should include a ground improvement layout plan and ' numbering system as an overlay to the foundation plan prepared by the structural engineer. ' ■ Predrilling with a pneumatic hammer is recommended at ground improvement column locations to break up boulders or other obstructions and to reduce the potential for delays during construction. SANBORN Jill HEAD February 12,2019 Page 7 20190212 Life Storage GT ReporGdocx 4497.00 ' ■ One modulus load test is recommended for each ground improvement type to confirm the contractor's design assumptions. ' 7.3 Building Foundation Design Recommendations The following design criteria are provided for use by the structural engineer for design of ' the building foundation system: ■ Seismic Site Class "D"per the International Building Code. ' ■ We recommend that the building be supported by conventional spread footings constructed on improved ground reinforced with GeoConcrete Columns or Controlled ' Modulus Columns. ■ Spread footings should be proportioned based on a net allowable bearing capacity of 4 t ksf for the building. ■ The minimum recommended lateral dimension for isolated spread footings is 36 inches, while continuous wall footings should be at least 18 inches wide. ' ■ Footings in areas exposed to freezing temperatures should be founded at least four (4) ' feet below exterior finished grade for frost protection. Interior footings, in areas not exposed to freezing temperatures, should be at least 24 inches below finished floor grade, or depth that provides at least 12 inches between top of footing and finished ' floor elevation,whichever is deeper. ■ A coefficient of friction of 0.50 is recommended for cast-in-place concrete on soil. ' 7.4 Slab-on-Grade Design At least 6 inches of Gravel Fill that meets the gradation requirements outlined in Table 1 ' should be provided as base course beneath the interior floor slab-on-grade after ground improvements have been installed. The material should be compacted to at least 95 percent of its maximum dry density as ' determined by ASTM D-1557, Method C (Modified Proctor). If the earthwork recommendations herein are followed, a modulus of subgrade reaction of at least 150 ' pounds per cubic inch (pci) should be achieved. It is our opinion that foundation drains and underdrains are not required for the proposed ' building area.A vapor barrier at least 10-mils thick should be installed below the floor slab, or as may be required by the architect or structural engineer. 7.5 Recommendations for Building Pad Preparation ' The following paragraphs describe the recommended earthwork procedures for ' preparation of the building area. The building pad area includes appurtenant areas such as sidewalks adjacent to the building,and concrete for building entrances. SANBORN Jill HEAD February 12,2019 Page 8 20190212 Life Storage GT Reportdocx 4497.00 ■ Existing pavement, concrete slabs, foundation elements and subsurface utilities to be abandoned should be removed from the proposed building footprint to at least 10 feet beyond the exterior walls (and appurtenant areas as described above). ■ After removal of surface materials and prior to placing new fill, the existing fill should be proof-compacted with at least 6 passes of a 10-ton smooth drum vibratory roller under the observation of a qualified geotechnical engineer, or his/her representative. ' Any soft or loose zones identified by the proof compaction should be evaluated by excavation and replaced with compacted fill as necessary. ' ■ Where additional fill is necessary achieve the proposed grades, fill that meets the material specifications for On-Site Fill or imported Granular Fill in Table 1 should be spread in loose lifts not to exceed 12 inches thick and compacted to at least 95 percent of its maximum dry density as determined by ASTM D1557, Method C (Modified Proctor). 1 ■ Predrill the locations of ground improvement elements with a pneumatic hammer to break up boulders or other obstructions. ■ Install non=production ground improvement elements and perform a Modulus Test on at least one GCC or CMC for each ground improvement type to confirm design assumptions used by the specialty contractor. ' ■ Install production GCCs or CMCs as ground reinforcement in the building footprint (and appurtenant areas as described above) and the floor slab per the approved design submittal. The tops of ground improvement elements should be excavated to 6 inches ' below bottom of footing for floor slab immediately after placement and before the concrete or grout cures. ' ■ In footing areas, place approximately 6 inches of 3/4-inch Crushed Stone over the improved ground and up to the bottom of footing elevation. The Crushed Stone should be compacted with a hand-operated vibratory plate compactor until firm and stable ' after the ground improvement has has sufficient time to cure as outlined in the contractor's design submittal. ' ■ The final six(6) inches of fill beneath the building floor slab should consist of Gravel Fill as specified in Table 1. The base course should be compacted to at least 95 percent of the maximum dry density as determined by ASTM D-1557, Method C (Modified ' Proctor). ■ Fill should not be placed, and footings should not be constructed, over a subgrade with standing water or that is frozen. If there is standing water on the subgrade, the water should be removed from the surface and any soft and yielding soils should be removed or allowed to dry prior to placement of additional fill or concrete. If the subgrade is I ' frozen, the soil that is frozen should be removed, or thawed and recompacted prior to placement of fill or concrete. SANBORN 1111 HEAD February 12,2019 Page 9 20190212 Life Storage GT Reportdocx 4497.00 8.0 CONSTRUCTION MONITORING We recommend that Sanborn Head be provided the opportunity to review the design plans ' and specifications to see that the recommendations of this report have been properly incorporated. We further recommend that we be retained during earthwork construction ' to observe ground improvement, subgrade preparation, and fill placement and compaction to check that the recommendations in the report are being implemented as intended in the field. The field representative of the geotechnical engineer should observe the work for ' compliance with the recommendations in this report, identify changes in subsurface conditions from those observed in the explorations should they become apparent, and assist in the development of design changes should subsurface conditions differ from those ' anticipated prior to the start of construction. P:\4400s\4497.00\Source Files\GT Report\20190212 Life Storage GT Reportdocx ' 1 SANBORN Jill HEAD 1 1 1 1 1 ' TABLE 1 1 1 1 � S.xa wx �Ip HEAD r TABLE 1 ' MATERIAL SPECIFICATIONS Life Storage ' Salem, Massachusetts Gravel Fill to be used as the base course layer beneath the interior slab-on-grade as the soil t cushion between building foundations and slabs, and other areas as shown on the Drawings shall consist of hard, inert, durable gravel and coarse sand. It shall be free from ice and snow, roots, surface coatings, sod, loam, clay, rubbish, and other deleterious or t organic matter, and shall conform to the gradation requirements for MassDOT Item M1.03.0, Gravel Borrow,Type B, reproduced from the MassDOT Specifications as follows: Sieve Size Percent Passing by Weight , 3-inch 100 Yi-inch 50-85 ' No.4 40-75 No.50 8-28 No.200 0-10 ' Granular Fill imported fill to be used for general raises-in-grade in proposed building and pavement areas (below the base course), shall be free from ice, snow, roots, surface ' coatings, sod, loam, clay, rubbish, and other deleterious matter, and well-graded within the following gradation requirements: t Sieve Size Percent Passing by Weight 3-inch 100 No.4 40-100 No.40 10-75 No. -12 200 0 ' Crushed Stone to be used to stabilize the soil subgrade below footing areas,and as specified ' on the Drawings, shall consist of hard durable processed 3/4-inch crushed stone that meets the requirements for MassDOT, Item M2.01.4, Crushed Stone reproduced from the ' Standard Specifications for Highways and Bridges,latest edition,as follows: Sieve Size Percent Passing by Weight ' 1-inch 100 3/4-inch 90-100 'h-inch 10-50 ' 3/8-inch 0-20 No.4 0-5 ' February 12,2019 Project No:4497.00 Page 1 of 2 Sanborn,Head&Associates,Inc. , On-Site Fill to be used as backfill above footings in foundation excavations and for general raise-in-grade fill in proposed building and pavement areas (below the base course) shall consist of inorganic soil from on-site cut areas and shall be free from ice, snow, roots, surface coatings, sod, loam, clay, rubbish, and other deleterious matter and shall be well- graded within the following gradation requirements. On-site, urban fill may be re-used as ' backfill provided it is geotechnical suitable (meets requirements herein) and can be placed and compacted in a controlled manner. Sieve Size Percent Passing by Weight 6-inch 100 1-inch 70-100 No.4 50-90 No.40 10-60 No.200 0-20 t February 12,2019 Project No:4497.00 Page 2 of 2 Sanborn,Head&Associates,Inc. 1 FIGURES ' 1 1 1 ..Na wx �Ip HEAD � Q - _ "� � C'._�--� . �. fir•. :� �.�'.� ��.T '��9� _ �52+1�. �� ra."'`.�r�����-�33���1��P.�'�'��' - ft• •T,s - .v-�� 'Q�� furl ► i w. ;,!�� �.� t� °. -^..�8 � `a` �; ..--....� � .J 5 .jj ,•y �� � � •- �t �� ~-y ,/ ,��/� rt,.,a'a�+� '-`��is 3:, � him 40 ,; ` ,,t ', '>>' �•. ra try lt���; ZrKA �� ► � ' VZO Aye :t � >"` @I!�PAP A-it.111 � � 6k RIU FAA ak Drawn By:C.Dias Figure 1 Designed By:A.Santamaria Reviewed By: . . . 1' Project No:4497.00 Locus Plan Date: Base map was taken from the"Office of SCALE: ,,, Geotechnical Engineering Geographic Informalion _ Report of Massachusetts J Information Technology Division" 7.5 minute USGS Q SANBORN Jill , Life Storage Y NOTES: 1. THE BASE MAP WAS TAKEN FROM AN ELECTRONIC PLAN ENTITLED,'EXISTING O 1 CONDITIONS',PR SPAR ED BY ALLEN d MAJOR,INC.(A&M)OF WOBU RN,MA,DATED 1I(I6 I NOVEMBER 7,3018 WRN AN ORIGINAL SCALE OF 1'•JC. SIT.BERM BIT.BENM Bll BFRN ) Y T A 2. EXPLORATIONS O HELICAL DRILLING WERE TAKEN FROM H ELECTRONIC PLAN E BRAINT EE.MA.DATE MAY PUN',PREPARED BV MEUCAL DRILLINOOF •d\ T i.it � BRAINTREE.MA.DATED MAY 19,200S. NV=10-,Od ! 1 ti 3. EXPLORATIONSDEBIORATIO SSEC)O LEOMSH-0WERE AND OBSERVED BY ... -' y. •. _ B .. _ .,,f{.�,Y � EXPLORATION CORPORATION(9EC)OF LEOMINSTER MAANDOBSERVEDBV METAL.CUARORAIL HIGHLAND AVENUE N. SANBORN HEAD BETWEEN NOVEMBER II AND 14 2018 -GRAN.CURB I CRgN CUPS � �` ` fl- YT,LLCW PAINT i"JNE _ _ i� (ROUTE 107-P'16[!G-HVWBLE lw9n) 4. APPROXIMATE LOCATIONS OF EXPLORATIONS ARE BAKED ON TAPE C ., \ \NE7A1 GUARDRAIL MEASUREMENTS MADE IN THE FIELD RELATIVE TO PROMINENT SITE FEATURES. f--AA.1,CJRB Lf Yi PAINT LINE ., � ti A r pj./,H � THI8 DATA SHOULD BE CONSIDERED ACCURATE ONLY TO THE DEGREE IMPLIED BY : THE METHOD USED. 5 r _ _ .� \ H YM(E PA IN T LINE •E'LZOP,PAINT uAF 'AITY u SA114 - 4 .Rev-11 r'rB R=195.1 ` RLV 7.49 `v 12 24 i°l- R7ED SHUT :II -lNV 105.7J(BC) _. iNV.IOaS RC 8017FD 9117 WIITE PAnVT'DNF `\ •�_ L Jl$9,,,. IN.'ilE PAINT LINE LEGEND: rNV(n) to..Is 9( )- - ••-.. .rrrN=nr:el CNaJT 59 °-- - NJ✓(b).A'PV T w " `-^- - _ _ •' _NTB•SS�JJ"E 1 TS=f09.21 �.. APPROXIMATE SITE BOUNDARY rNV(q-I05.98J T - I J 17•_11GPf - - MT92256�'-- _` APPROXIMATE FOOTPRINT OF PROPOSED 2-STORY BUILDING 51,4E PAINT DNE�� _ _ _ INV(C).r0579."I r.._ in. ti� _ -'Ai - -t GRAN.CURB •!� SH-1 APPROXIMATE LOCATION AND DESIGNATION OF SOIL BORING OBSERVED GRAN.�GURa- ^"' 3tie ,4'1590 - _ - 1 •;/ -'H a -_ • �R: 5 ' BY SANBORN HEAD(NOVEMBER 2016) .., 8,5H8 _ r •• '✓.CW WALL ,.. I♦ r ` B-t APPROXIMATE LOCATION AND DESIGNATION OF SOIL BORING BY HELICAL D WALL. ,2t _ 1 • l aql R/N 1TI.3C b } _ 1Bd'-a �. -�- DRILLING(MAY 20p5) �. UNABLE TO(A„fll B-t0 c.^y�-9.-- d.•- _ "'�^- P I O ® .'0� .•r^ ,1.� T."�i 1 HD00 WAU. COS BROKEN R.N 1r1.t1 '�" T. '1.1, IN IOz.41 �_..._1°:' ♦ f- .(,r 1 • ) b• SMl -B11•• \BIT FS� �B$rV(o3 !0/.$, B-7 24.9'I S I - - ,,...T,,..� 18 X .. _. f=.11.Vt F7E III.7? ,FFEdIZ7J 1 O � F`Ef11.90 -FFE.ff2.9J FE !i2 OO"' SBS JI•T7� FFC-7 215 q 2-0 _ .4Lua111.e4 i 125.00 1 RN 1 1.e8 M r 20 7a-t09.54 t T u CITY OF SALEM INV(0) IG6.9B LVV(o) tU722 I / 1 RAE REALTY TRUST ' y`. INV(b) 107,78 FlVTL) rUl B2 2 STORY ASS SSORSMAP3,LOT-127 SH-] I GONG.BLOCK �j BX..SOB40/PC.2J2 I� /)'{{ _I V-FIT-11294 fNV(e)=10752 BUILDINC J727C1`) (1•e3t•QC:) CA IE� CGIVTRA. IRON ROD i )ttt"Eri f CA FFF-11270� °t2�( (FOUND BENT ��� i ', FFF.t)2,il5 Ff'E.ST257 FFF-ti227-1 LOCATED BASE) {1/!'�4 nfFE-r72.96 SHd d 1�. 16 SH-2 B-5 SHA 1l~ B< ! ,l I•. .... - _ STOCKADE N06'45'2J"W $ - 1 'I �II,�tN��-' ��b I.. „ '`� _. , :+^. '+ I5• FENCE 43.08'(llEj ';E7 �!i3`P•2 �. n\ti ` FFE'=rit.ez / .._._.- - Jd:F.'�� 'I FT7_77247 ''FGi121e- FFF.'.tI22B YlIE.1!251 T RIMz7I1,55 - ,S7 1 RN.r1l.SS IN'V.IDB.75 CONC. '� r / ICNAIN LINK&Wcc ` A400' I( d PIPE'15 HALF WAU r 6° 37 �.1 1' VVjo)=7D6.J6' 2'STORY BURk.ED IN �y, .� .L T I � '� 70.5$ IN✓(b)=70666 '� .CD2 S ORYBLO ASPHAULT V _ t�.r _ ^ Y 1 I C8 100'KE71A:vD BUILDING RLN,.•17,2% 4• - ,.° -c! .�I �`! R7M $FBACX r rNV.I1052 .,C If' II 1 75 !II \xc 78(0) IOS'C 4 r.)-1 I1.40 >i__Y. z 1\ :NV(b)NP• INU(0)aBAD CVAIN LINK FENCE' / INV()-APr k INV(Djs108.90 tiK rTF.r12,46 FFZ.lIZ43- YVV(c).i= FFF=T1 50 FFEz I724B q 2 e-2 I N/F SH-6A FIORE FAM1..Y �isl' � SMi - t "1 SHSs 5ii e r V1<7RUS'T lYl i SHa DK.X68EB 780/PC3a4 GONG WAti. ,t._: .� ,1 _..�aF'PFPL' �D- / -• F,.-_ 1.1.G.QVc...Wnu- i ------------ I #VV-IGS.-r2 ST8'S5°iJ1Y N/F- !` STDCK4DE 48850 ROBERT A,4t F-ESTOCKADE E OCT 5`T "•4G�-•I Off F�Aar,LY y FENGF NIF N/1- DIANA Al.RIDGE N r Y Naw"IiE TRUST +G IWLLIAM A LUl.INS,L, \ ALBLv J& BK,J2072/PC214 N19'JJ'21 E BX 6117H0/PCJ44 T} 9i1.14BBlIPC225 .MRRGA S PSZ£NNY J9.B9'(71E} I _ \ BRKC4291;tNO 4`\•.t IRON,ROD W%CAP ` IRON ROD �s�yca (FOUND .58 ` (FOUND& HELD 5;.51 Fp.D7d CORNER.} ' FOR LINE}) N70'20'00"C t I aGCS 1 34.44 t DRAWN Bv:C.DIAS GEOTECHNICAL ENGINEERING REPORT FRDJEDT NwnBER DEBIGNED BY:ASANTAMARIA LIFE STORAGE 4497.00 REVIEWED BY:V.KOKOSA SALEM,MASSACHUSETTS I I SANBORN I I HEAD p D bRAPWGL6CLLE 2a a PROJECTMGR:LNORTON SHEET NUMBER. y i Plc:V.KOKOSA EXPLORATION LOCATION PLAN 3Ylg DATE:FEBRUARY 2019 2 a�44 L NOTES: 1. THE BASE MAP WAS TAKEN FROM AN ELECTRONIC PLAN ENTITLED,'EXISTING CONDITIONS',PREPARED BY ALLEN S MAJOR,INC.(ASM)OF WOBURN,MA.DATED § NOVEMBER 7,2018 WITH AN ORIGINAL SCALE OF 1'-W. i BIT BERM BI i.BEp,M BI1:BERxf �1 I 1 2. EXPLORATIONS BY HELICAL DRILLING WERE TAKEN FROM AN ELECTRONIC PLAN ENTITLED,'EXPLORATION LOCATION PL HELICAL PREPARED BY HELICAL DRILLING OF SRAINTREE.MA.DATED MAY 16,2005. RiM-1o9-BB f ! i 3, EXPLORATIONS DE8IGNATED SH-1 THROUGH 8H.WERE ADVANCED BY SOIL INV-rDB.od y, ` �. EXPLORATION CORPORATION(SEC)OF LEOMINSTER.MA AND OBSERVED BY t` w a BANBORN NERD BETWEEN NOVEMBER 13 AND 15.201B. M TAL,GUARnRA,L-� L H/Cv!-0L.ANQ AVENUE canN.CURB fl Y-LlOW PAINT L1N 5�, 10l-PU&iC-✓-VWBLE VdODp - 4. APPROXIMATE LOCATIONS OF EXPLORATIONS ARE BASED ON TAPE - GRAN..CURB-- �, �-- 1'.M1,ih (' ,1E - t✓ '4.METAL CUARORA!L MEASUREMENTS MADE IN THE FIELD RELATIVE TO PROMINENT 917E FEATURES. -- C•")'S.',CURB LJ YFILOW rAINYLNC.� ,e �, 1 (7 j.f,y, :G THIS DATA SHOULD BE CONSIDERED ACCURATE ONLY TO THE DECREE IMPLIED BY - _ NpiE PAW LINE _ THE METH OD USED. P,4fNT LtA�c M�t/r.d =1953 ZB l DA(N RlM=110, I V'ltl5.%J BG XlN=1f149 l2.2d l f' 8oi.+Tj 6N f vMT PANT cINE -•T N _ ( 1 L JT 59;IIE'. PAINT 'NE LEGEND: ;NV-ICd 5B(BC,1 �,� - - ''RrN=IrLtl1, ( ��INWO fO5.r9 -- �••�APPROXIMATE SITE BOUNDPBV �-NP ' _ • ' ' N1972'S6'FL'i J 103.9E L (a'y} t '� JZl.2B ,N TE F47NT UNE ,.�,-��7._fiGPE_ ��_�, = APPRO%IMATE FOOTPRINT OF PROPOSED 2.TORY BUILDING WV(d)B 105.791^�".�^^' - - iA' .,URB '\-•. 9M-1 ->'� -"-^�' ? -r�GNAh CURB- ' I.bNN - APPROXIMATE LOCATION AND DESIGNATION OF$OIL BORING OBSERVED 7777777777, B BY PROXIMATE LOCATION ANDDESIGNATION OF SOIL BORING BY HELICAL H. s.. • 4 'h D YAR W0C0 Wp1L >? "` l� APPROXIMATE 2WS) O L I Raf_ a f - DRILLING(MAY 2005) +, WJAeIC to E!J 1231 ° 'i' f 1151 r., �' WDOD'"X ESTIMATED LIMITS OF BURIED ORGANIC SOILS BASED ON MI)S TEST 7, Co lER BRo f991 ..� Rau fil T! ,13451 +6 , r•) ( II �' HY,I '�"_ 1 !NV(q) 107�) '.-: 'i"•'^ -y, S- f HEAD GRINDS BY HELICAL DRILLING AND 2018 TEST BORINGS BV 9ANBORN �10451 B. '24,9'� h.. (01 NA1 F ItO51I'TI ® [301 fB (181 THICKNESS 0F BURIED PEATIOPGANIC SILT,IN FEET y_ U IBl \OIO,Ps zl 7 E rr lr. 1 FFF'�T12 b9 - SB5IJI'JJ E DEPTH TO BOTTOM OF UNSUITABLE SOILS.IN FEET `q !FF f1790 FFE- TJJ : FE 1]2 jo FFE-;ZiS ,' .1 11S.00 jJ01 (Bo LDEFUSOIL FILL OVERLYING ORGANIC SOILS MERE PRESENT) (j, a N V YV()=rOb.98 .LYV{b) f0712,: CPPYOFSAIFM NA NOT APPLICABLE OI RH13 RCALrY TRUST Oi lNV(b fft07.i8 •iPF b)SDr9i -.?'S ORYBSOq.SMAP.$L07'�27 SH-1 ju ) ) LvYG.BLOCK ,w- :tzfie OX.SC840/PC?J2 I- - II -1 rFErirzs4 1a792 BrALDrNC .• IBl1 r2 m 0 B3'ts1GJ cgrr- FF rNv�l06.9J f--�/tl {p r CON TRO.. { iRON ROD" A {Jjl�tnl Tr T' CCNROt JFF t7d 27 FEY lr2.'rD-� 7'Z( V (FOUND SEN I� r�(f(f* rFFE-7/2.96 !Y£=t]e.B h7t r7 571 -1 �r LOCATED WEE) i- ® l0�-2 ... Y 01 sl y -. --�-1°1 Y el ! STOC;fnD: .NU6'4573 iY 1 Ig 7 aFi ti le.sl &I; I IBI ...� +. IS FENCE 43.08'(TIE) i. fA rLZ28 FE 11251-' ppqq 111'(f FFEMr!Z47 'xE=If2[8 RfNailT 5 -q'4oU i 1 u W INV=1CrB.75 C(>.VC. ! CHAIN LINA FE/TCC I 1 LH 2 I RM Ir i.56 PIPE IS NA L vA1 �'f ! 70.55 BURR!£D •/r 7 ORY tN✓(L)=10656 PSP' e7 ] x \ coNc.B ocK 71 2-1 WETLAND BUitDlNC N!(ta 52 1. • r/.�- / 1` 1 R SETS•ACK R!M_111.70 V() fo p a1AW UNK FENC-E�` / IN*)-NP'a -FFC=112.46' FF.-f!2.4J /VV{ r1g6O FrE-tiZ4b _ B-2 r1rJ� C _ SH 5A:' 101 ISH>'.. �SH 6 ,.' r Y 15.51 2 1•F , r NDMINE[ TRUST (�§, R .1 SH3 ml B7 `. 1 i0.i , + BK0878D a344 ri i�U �. 1 1 13.SIty 'G I 0, A15 '.Yf2" tl � a , _ ti F� ` _-', < ..j.J CFrg�MFNiT _. "tee'�'. .t, •''�1 - :_0 ,. r --------- I iNV=rob.92 � 4BB.50 $f8'S$�1J1V R08FF a.Gf SrOCKADE n ` TOGKADE • r! FENCE tr GCJ NA N/r D14IJA M,R1DCE I GCr SY i�`' A6QC Fnr4ay a f-A'li NAI ALBIN J.&' N193321 E 11 11 !lOYINFE'TRUST -F H7LL7AN A LUPINSrt! \ BK.J1072/FC2t9 ! 4r- $K.148311Pa225 MARCIA S. NNY 39.84'(TIE) `� { 8K.68780/POJ49 1y \ .SK.14204 G580 RON ROD- 1 i:RUN ROD W/o,4P E �' bGC4 ('OUND.58 ` ` (KOU.ND Y HELD FRD�A CORNER) FOR LINE) 4 M170'2D'00'f ft ! �bcc3 J4,44' (P,E)• i DRAWNBv:C.DIAS GEOTECHNICAL ENGINEERING REPORT PRG.IECTNUMBER DESIGNED BY:A.SANTAMARIA LIFE STORAGE 4497.00 S A N B O R N ( I HEAD GRAPHICA 6CA S y § a to a p 4 REWEWEDBY:V.KOKOSA PROJECT MDR:LNORTON SHEET NUMBER: PIC:V.KOKOSA SITE PLAN s @I� DATE:FEBRUARY 201E a�4§ L - t i APPENDIX A t LIMITATIONS i 1 1 1 1 1 1 SANBORN IIII HEAD APPENDIX A I ' LIMITATIONS ' Explorations 1. The analyses, recommendations, and designs submitted in this report are based in part on the data obtained from subsurface explorations. The nature and extent of ' variations between these explorations may not become evident until construction. If variations then appear evident, it will be necessary to re-evaluate the recommendations of this report. ' 2. The generalized soil profile described in the text is intended to convey trends in subsurface conditions. The boundaries between strata are approximate and idealized, ' and have been developed by interpretation of widely spaced explorations and samples; actual soil transitions may be more or less gradual than indicated. For specific information, refer to the test boring logs. 3. Water level readings have been made in the drill holes at the times and under the conditions stated on the test boring logs. These data have been reviewed and interpretations have been made in the text of this report. However, it must be noted that fluctuations in the level of the groundwater may occur due to variations in rainfall, temperature, and other factors differing from those occurring at the time ' measurements were made. Review ' 4. In the event that any changes in the nature, design, or location of the proposed building are planned, the conclusions and recommendations contained in this report ' shall not be considered valid unless the changes are reviewed and conclusions of the report modified or verified in writing by Sanborn Head. Construction ' S. It is recommended that this firm be retained to provide soil engineering services during the excavation and earthwork construction phases of the work. This is to ' observe compliance with the design concepts, specifications, or recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to the start of construction. ' Use of Report 6. This report has been prepared for the exclusive use of Life Storage, LP for the ' proposed development at 435 Highland Avenue in Salem, Massachusetts, in accordance with generally accepted soil and foundation engineering practices. No other warranty, expressed or implied, is made. ' 7. This soil and foundation engineering report has been prepared for this project by Sanborn Head for design purposes only. Contractors using this report to prepare a bid ' for site work acknowledge that its scope is limited to design considerations only. \\wesserv2\shdata\4400s\4497.00\Source Files\GT Report\Appendix A-Limitations\Life Storage Limitations.docx 1 APPENDIX B 1 SUBSURFACE EXPLORATION LOGS ' 1 1 1 1 1 1 1 SANBOAN IIII HEAD ' 1 APPENDIX B.1 ' BORING LOGS BY OTHERS 1 11 I ' 1 1 ' SANBORN II�� HEAD Cpier ® lea - Delivering the Geopier®Foundation System We set it straightl ' Helical piles • Underpinning • Grouting • Innovative solutions May 19,2005 Bob Fantasia 1 Re: Uncle Bob's Self Storage Foundation Settlement Investigation. ' Salem,MA Dear Mr.Fantasia: ' We have completed our investigation at the above referenced site.This investigation included an elevation survey of one building and ten test borings across the site. The elevation survey we performed indicated that the existing structure labeled Building A has t experienced differential settlement in excess of 12 inches.The bulk of the movement occurred in the north half of the building,with the southern portion relatively level. ' The test boring layout included eleven locations,however one location was adjacent to the gas meter and no marks from the utility clearance company were noted by the driller so this.boring was not ' drilled.Of the ten borings drilled,the majority of the locations encountered boulder fill.Along the Highland Avenue side,the boulder fill was placed over fibrous peat.The peat was found to depths of up to 35 feet below the ground surface at some locations.Along the backside of the building,no peat was encountered. ' These conditions are not suitable for support of a building.The boulder fill is typically dumped in place then covered with soil to level an area.The voids in the boulder layer become filled with ' migrated soil from the overlying fill as water flows into the ground from-the surface,which causes the ground surface to settle. In addition,the underlying peat compresses from the weight of the overlying fill and structure.These two actions result in the substantial settlement measured at this structure. ' In situations such as this,we use a ground improvement technique called Compaction Grouting/Limited Mobility Grouting.The typical repair approach entails drilling through the rock fill ' along the perimeter of the foundation and advancing a casing through the fill and peat into the underlying dense native soils.A high shear,low mobility grout is then injected into the ground in stages until the material has been compacted and improved to the point where the structure is properly supported. ' We have no structural plans for this building,however for the purpose of developing a budget estimate for this work you can assume$300 per foot of exterior or interior bearing wall that is ' underpinned. This ground will require reinforcement regardless of whether this building is repaired or another is built in its place.It is our understanding that the Owner is considering constructing a new building ' elsewhere on the site.The test borings drilled in the surface storage area in the northeast portion of the site indicate that this are is underlain by only 4 to 5 feet of fill over dense native soils. Foundations in this area could be designed to bear on these dense native soils. ' Helical Drilling Inc. • 639 Granite Street,Braintree, MA 021 B4 • T: 781-848-2110• F:781-849-2065 • helical drilling.com ' Bob Fantasia May 19,2005 Page 2 We have included the test borings from this site.Please review these logs and this letter and feel free to call with any questions. Sincerely, lical llin Inc J anton Fi Uncle Bob's Self Storage Investigation Summary 5-19-2005 t i COPIp,1NC. 508-378-2500 ' 410 Bedford St., E. B ridpwalor, MA 02333 • Ccoterftf{`"it Urillirig -Grrf/uli(liutltt!rAlaleituritig Wells ' C 1 l unto Jp I►. 1 0l lfotluC Oraulul pals Date Drilling ' No. laev. Btnrl Bn6/I lydroi Complete Foreman Oeolo bt E sail Pie t)nta soft onit/ur bcdcock eeMILA dcsoslpiloua 1 rll Nn. Sample blawi cuIw1.•• II I!t)lcrpullr T Cllall Vi sual Identification of8'(tlltetlAUOU bxJ,u g SOII q/(IOT Hock$IrAt1 tlInwuuft ' ti SD+ cOr AIJ FILL G E 'J -10 F/C 6 SOJALW ........... _. Type of Doc(rld I1a11ow Stem Auger Site COSIng Vzc ' 1 1/roporlloA PerCanluCeo Cr■uldar 8o11a 1l,law�Irer Il,) Oolllt*Ir.Hall■{bioty* For 11.1 o r c vrq.tows se la 11"64 TmceOiaiO94 11-1o6.nrr crl�k4ss11 •taissaR sent•q Yur I,su1u 7 1r 1 4q 1!b 7e W g Sp,nw ill to 4014 to ra ao poeug,uu..e la Is to N 141sm MO—*And 40 Is 5M p1„ye 14rA flat rilalulanl llc,fegoOnl'lcal 151,11.Idtl r hwmntc►frlltrlp'AY 116nra pm•11Rr Or 1■Yal'wbh*n Ip"hing■M'0.11.a 1 it/N'Lt1.,•III s of ■anr 11 ' ..,, b l'n- 1 I ct nldsaf■IfterWlrt Paled. 110 larlua old palegnlagra wad la dearillle sell 4 1n1 ar raeb age ba*ad nu will'*)►all"O alMrl■f Iba g•nl•Oed■■m Ica•11knot"T ■ sit by limp,of year and walu■aticd dulG1�dladliilG P c eontglt LW gig mal bo 1•I,ert the bol 1 wap,lakut•1 18 Plosus•Nalcr Icrcb Gtdkamil mad very mill aus*1161 fluegmallon and Ile dcvvc p,f still ralur,lh •. (� fie 14a1111p,P11Y11 11,c1,1cllrmcnl[Ile 01111Jallrinale Imunda tits Itufseen*ell lypca,dla allllal ISO11*111.1.*velar to gradual. I � 1 6SAl0,1NC. 508-378-2508 4L6 Bedford St., E. Bridgewater, MA 02333 Qcotechr►ical DritUrty ,1 � •ctr(ltlllctwulor•1Uonittar•in�� ZV�Us ` j Ctle N Dole I f,t n 1 IIor11+({ Grauutl Uole pnla O+Iliing 9nq./IIyJ IoI IBlev, Slnrt Cmu dais (:unman t7aola Irt all le Data Boll andjur beg]rock serato descrtlltlolls _ 461111116 eHIOWs •roe u..� T je visual Identification of INV 0 t grietr"011 Ietdt.. Ia.a ltetuR u No iaelilll pt.}• I ucltt t Sul]and/or h(xlc 5treta _._ GRAAM riu, . � - - C� �— : AJj - eb?Q 9 • 1 20 �so 30 —-30 35._._." �� r • —7J 7Ype of Boring Ilalluw Stem Au(;cr Size Cuslild Sl:e Qra<uu{ar Salle Ihlows par(sa Colsealva halls(blown par st.) Proportion Poreeallugsa o to a v,.lr l.�e sol.netoe a 1.2 V.y bulk a t.Is suff 9lraca016 {ou al.tol.w.e aw,sov.rylltan 2.eetl.n Isaaov.,yala Same e {O to 4016 t u u iu u.awtw n.—q to t.YI st.dn.m n—.. Ottr So 11,ed And AO l0 0096 alntnl.ut panatratput laws 131111■14410(.w.wugrr+lfltyl;PY ' 11b.t.r w.a .ar d"+aiien avuh 0.6 Ia"luug.4'O.t7.�1_:110'1_It.,phts+nat eampler.uJeetathaMHee tmettl. the Wms end itementeges wed 19 derrl[.a sell w.td or,oak etc ltasctl ott VI{.fal LIa1tIIACS416o ar the eeto-icd samples.malstute coetml dHltatuf m er bo seteted by time at yeu mid"U add„l iltning the d141tb l;ptouys•Yleter Iratls tndleued mar•ely tttlh ausmul Iluslwltoo seal alit degree of sOR saturo+H Iiihm Ike boI{tt$IOU[skew a itte stratnkatlun Iutea tet+eewni the approaLaelo Itetn.l.rfes batwatn sell 4-JIU-111e s,lasl banallfoett may be gradual. i , Gusb1a.1NC. 508-378-2500 1 416 Bedford SC., X. bridgevat:er, MA 02333 . CCOl CC fill IcclI Drilling , • r *A101llL0rirlt iVUHS �"1llluulwtict.t J ' 1 Cl IC Uit10 JOG Ala. 0 1 i 19aslu� /1 vrouad t7ato Dole orlflind lr+ld./Hydro{ ln s►nrt Ce dole Rstan+s„ Oeolo 1st U Bsltlpit: [}g114 t 6011■Ilal/l+f flelt�flCte af,'ltIIlq i[CSCP[[1L[DSf■ _ $alq[lia tfloN�t1 yea, c..u4a to 941alta Visual lcicn[tflcet{ols of 1 6,'rc let uo t Indus Utru 'C I:hsuga IWtd1 1 tt Na. ac,+u+ltl.l' 1 r" t �rti 11 uc1t11r _ __-, LW 5011 ttrld/or ltoc{c Strala , i t ' e 4A � 1:: 1 so —r----------- -�o ;Z0 t jAs a•N 1 25 -25 , 30 -----30 35 Typo of Oad"d Ital{tnv Slem Au{[cr Size 1:nakll;St.e Geauular Galls Il lows joer It., CubcdIve Solis{blowsrer It.) ' proportion 4 veryee tot AdIs 111we a%1 Very nun a so Is sort Tmeealb109tr alrtalr,", n%#so•r.rl+ae. Btrts.n lsr■Bs stayald 8nind 10 Iv 40% to to ao H.rha.a u.n.e to H sn ghNYM INN4 a.a la u..d And Alf to t'ttM& I:lnhdent l•ettatralUut 14.1 ISlrll 14a 1110 rlttnt11,6U11 a+' Il.lowr are IMF a'ts4ett w111,nu IIY Mngs ry t1.1,.a, Ltt_ ayfil fplM+sant der mdaaf atberuf.e wlbd. flos carats alit pfccnllaaaa r.sad to dccrnita Boll Bottler rack-it bared oit.l.nel MlcnNlkallon of Ilia lebtwcd ssmpies t Idvtalura eonfcrtt btdlaatad MGF los sllemad by&line 01 ywr and ws&fr added dttrtrtg ilia dtlllbtg pcwcas•wafer levels Indies led nosy Very vtlh.caaonal fluetlallan and die dtgrce eI Boil sqursll: svkm lba battttg was laltan a Ilia skatblt'.allutt lilies repreaartl Ilte npprvltbnota bwlalarlea bdwato toll Ffl.a6 lion aelual tronfblutu MAY be drad"14. 1 COSMO,LNC. 508-376-2508 416 Bedford St., E. llridbewator, 11A 02333 . Ccotat:Itnlcal DriililtJ ' �� � Grulrncicuulvl lfifartttartriJ tVcUa j CI Unit IIot1111( Wound Clete t)nle 1)r1illns L'ng./Itydeol Olay. Walt Conelle(le rumnloll Oeolo Set 8unptq i7ntw Salt and/or llettrocic et'mla daearlptlon■ _ 1' Sample Wawa +Jae comma t' Rpnfn Visual Identlrlcallati or 1Q�1 T ul..* r cilall w It No. gry1t4(u.1 6.1 oncttauon fedna rer& I I b�1_ Soil and/or Rock Strata w'p rQ elm ' ■'1M� V • i VO�Q IF. rt Law '$ovL.17 Q C3" ,S/LrT So Nt E IG= Fib s5 _ -25 30 -30 05 Typo of 1:11"I d 11011ow Steal Auger Size c;esdng Site 1'roporilon Dare entugea erauular suit&tklows Isar 11.1 Cataeal•a Dolt.141ows;per 11.1 Trice 0 la 1 Ori O to a Ytly 1'"Ma tot.11.rre o a.i New soft r f■cuff t I.10 L""' Oar as Vuf IAe.. so.1 a■A Strfue Ill in 40'16 1Yl0SVNrA�emnre.a Ia..aO�.lrual _ IO/s�+►uipurellaa.e aar7ell+ld And bU to llp'IG • cal aIlt.%ve aae cr11aewPl.on fir ba14 a f o.u.a 1 1/If'Lrt.ap: i%"a ,eomldar intent eltler'Mf<4011 r0. 11m lerun and t.ereentallae wisest to dcarrflrc 0.11 Paul or rock ore""I"mf vleNal Nlacilllealeon d the relrlried urnphsq.1 49111ure conlml MJlea1ed;�s1 be alkeitdLrttnaeoryear and water oddest danhl tile datill#4 vice"&.Iva ter levels Indicalls!'liar wary%4'h Scitsonst fluctuation ond tile degree of inillipsitursill tllten.Ula botnit wait taken a 111e stfaltikolkill elnca rellfc$Clrl file ApprM%lf141t{laurniallus licAwc a fell 1wy,dre agloal it plltkru amyLa pWNal. t c;usrla,ttuc. 508-378-2500 e or St., B. Bridgewater, NA 02333 Gcotachrllcal Dr•tlltrt�/ Ciruurutwllft:(•hlp(lfturi(t� tVleUs C Ie1 t Not Jots Ui. ca Ia , Ilaeln� taoulca Vale Onla gH1Ueg t:n /11 drol , Na. F lar. Stull Coll] l44 rorenlan peeto bl sail ilia Data IJ l< 8olr and/or bedrook ae atq daecripttolls N &aalple tJlo�'ti . earnvt 1' allure -- z B`1'altt(t�uoH >nate.. eLi' Y Chan Visual fdcntlficaltloll of llrtl ' 11 NoNn. uellUl(10, I%r A I I ur lilt Soil and/or Nocls Slrara 1M1i -10 7'f`u- o ve�r PR-o 46A fts-r-. ............ 20 -no 30 -30 35 -35 Type of Coring ►tollnw Slain Auger g(ze I:aslnO Size 1'loporllon r'efeeallagop Oralptlar Su{t,prlows par 10 Co4a•{ra Yery Iota boll.WOWS p4r 11.) 1 I ARIL 40 to a 17..ne 0 to I olr, O M 1 a0 h{keW o 4.1 v..r A64 1 Ie 1!soli 10 I 4 N 10 Maca One 10 Weir Lr.aa a a 1 s.n Ill 1���aq Sul $nu►a I; lY la Y1 al..[ewa Il•eM lot.14/t.Jeuen tkn.■ M6 tila��dai�(penauaNeul la,l 1814 I r ha�n IIl...v"en:l.er r44*1.1%rill: (�1•n w1e ralayW�:pY ''�` oil�lel lat�g 2-0.41.it I:Irn"l,n.ll:lll qe laet gmpfrr tie- .laal odeerrtee I�ted. 11'el4teu Star parseulaaea until to dcrrtltt Soil uul or.nclt us b aRaelad b lima or eat gold r aaa�f an dutol t,knrtAcallan of tlea rstrllyed»ntpiea•AIYIal1u•ewtla/1 Yedlnled arty l+.alit ae(drd dqt fe•ilia ddit4lg ptee tie a 14aler Ionia dltiksted ra eat INIh Irfeen lire o Ira•oaken• e1' Y nalaanol ItYelualbn and dlo dcgrsel of mail aetunlll 16 the sVatlOe t+ltule luf Icprucnl the approllenala leocuulettra la{.tica aaq bIK•.deg■iluM ift"I flout near be gradual. i I i mi COSM011Nc. 508-378-2508 416 Bedford St., E.. bridgawnterr. NIL 02333 GCOt@OmIcal DrIlling '•}. tlttcl -Cr•ut fill lull Ee:rAlottltoriitil Walls Clltnt -d=A Jill o. eol o ' Itorin� tSiounJ tlala 0111e f)rafing Log./llyJlol No. Elm Sines comidtie Portman 1leale Ht 0 611111ple Diana Boll aild/or liedrock mera18 d/eaoreptlou■ t' 681111110 Lilewa . 0,Nna lr NIi"i" lrlelial idcetllflciltlolt of lav II Nam. paptll 111.1' 8'1'eltetlallou Iwlru ititi II iil pi r / anti Soil and/or Itocit Strptn - 7 .��+� • :_._ ode! t ASN JA 25---•� — -25 30 -----30 IF ' 29 — S6µC t c re 35 -35 '3 7 40 � ----are 'Lyra of Doring Iiuliaw Stain Auger fta l:at;ln4 St:t ' L eloporllPa r 4rawtlar Howie tlptews Irer 10 cotseolve Boll*(tileve per 11.1 . l ereatttal{ea o a•ve y lwa ae of l/ewe owl Vrryarp a�to aua 7rime 016 lcnb saws lswa A--I to Yell tlrnu arse 4wol Is ie so vur asp ff"itia to tY 4014 iY le i9 NsHwm lierrrr to 4.-4►Ndlirm 1lenre Ov.tm Ileld A+iJ AV la rs1Y{fr •sia+I..Iwnt(rcrieuaq•nr Iasi f31•Il■IA11 s hnmorcr tAtogqtt:pr ' 1$4rwv ore par c lalieri wldr rq sill'lunt.�s vow).a 1 dpr P n.som spoon■arnpter rhrkas eillervAse emltd. - 1118 ltelitt slid lwetrnleges used is deacrilm sell end Or me4 ere lUasal ati•tsirot altriitaerllerr or rite ts4l"cd sanliript.&Irlslure eonlvrl Iredttatad"lily Le agtelcd by hiss of year and meter added diirlU the diNlotd pneaais-Wa let levels tndhslrd nrar very Math semml Iluciwtlort grid alit dtgrtt d soft vowmis when Via bottitil was mien•11it aLrallikelwn titles IelircacM sire alip,aalinole tlMNrdsllts liaIrear soil lypms_diR ailrysl irtnslttoro t"ar tee ffrodYal- 416 Bedford St., E. Bridgewater. MA 02333 Ccottcludcal Drillinfi 4�. •Gr•uullelttuulltr'A[onI[orlrl� 11ra.[IS ' teat Un a Job No. c t I01 Dorlllil t)teuud Dale Ontogrllling t:ltg./Ilydloi Ne. ENV. atnrl camplele ranntan Qealo ial v Sample Data Boll aad/er bedtOcic Memia►dosorllltlous _ Saulplo Blowy Llue. celu+� I• /lifing . Inv ' �• . , ur.. r Cusu•e 1 Isuat tdcrtUflcatlon of B 1 cnatrsUolt 6,ell.a {wa �' Soil acid/or Hock Strata 11 Nm Depth(11.1 _ 1[ Ile{+t I �j Diu A.1••• 612�v�i� [7�fi RLL1 tx.Dal�S '. OUl1Cl Aj -�@r R1.1.. -7 to2tA,4g 3' 09' -- Q ASIA16) LO A I 20-- -30 30 -•—-•30 35 --------- -:l5 , 40 'type of Oofing I follow Slenl Auger S4-e t:aeing 51ee ' Isto orilon VarCat{ta is Graq+ila,r Balls(Iliows por 11.1 Coltcalve Balls(blows(rar It.) p (t O h+a very taw.e ae 1a lt!+w e r s VIZ 6.11 a W tailae Ttwas O Im 1096 a.e IO Iws.a q.tr 0a Vtrr Im... fat 16 to t�$0 Yory 6101 antlle Into 4016 IQ IS am sJ him l,.nw 10 r>n tl.dn.w.fl.n.a O.rr 7011lrJ AsW 40 to GM Nulpdaal pa•+elralln+t Ir.1 lSY{i+Ida s han.a+ct Fe11uIN'uY -Itl..Wa are per C-lalmll Willi so In'lc.•( s•O li.a I=F/II"Ia1,a J l. .l sam der nr.lss/ellulwlar nnled. i Ilia 1elma and imreadsgu uasd to dcrrtfic Boll slater rack ars Imrcd oil rtl.wl llerNlllasllas of flit rolrtevcJ sompka•Flvlrlur■eonlsnt 6tdlasted mar ha sllaeled 4r tame of/swr sud walar adrkd dullrt(l du 411116+;p•acasa•Walcr Incl.h+dlsaled may salt'Wth tcasanal euelYal{On and dte dagtee s(soll aawralls MImn die bolll+g was Iakcn a Ilia suamicatior1 Win 1e(ncsant lily appelmi nale Imundartas Imleeed tell lyins.Ute ae�lual l anstthcas may tie padual• • -- - i i City of Salem Department of Planning & Community Development Check Receipt and Tracking Form Please complete form and make two copies. Date Received 71)ft Amount Received Form of Payment Check ❑ Money Order Client Information A11e0 god ogjbt per, jZk ❑ Sign Permit Application Fee ❑ Conservation Commission Fee Planning Board.Fee ❑ SRA/DRB Fee Payment received for what service? ❑ Old Town Hall Rental Fee ❑ Derby Square Fee ❑ Clerk of the Works Fee ❑ Other Name of staff person payment M_ Snn �Ale�l� Additional Notes 4-35 =ALLEN &,MAJQRASSOCIATES, INC k NORTHERN9ANK$TAUS7COMPANY 53309 Y Q 'OPERATING ACCOUNT kv ..100 COMMERCE WAY' WOBURN MA 01801` t � Three'Thol�sand Seven and 80110d }" } �-0 CHECK NO. ¢ AMOUNT ' DA .TE, Ofi>27/19'. 50982 a z$3,00780 PAY CITY OF SALEM ' ALLEN$MAJOR ASSdC1ATES,INC 8 0 DER: 9,8 WASHINGTON STREET;2N,D FLOOR a w OF SALEM MA 01970 k i r V 4•i # - 'AUTHORIZEFJSI ATURE -_ + 11'0 S 0 9 8 2110 1:0 L L 30 309 71: n'480 286 IV Copy 1: Client Copy 2: Application File ALLEN & MAJOR ASSOCIATES, INC. 100 Commerce Way P.O.Box 2118 Woburn,MA 01888-0118 REVISION Tel: (781)935-6889 NARRATIVE Fax:(781)93s-2896 Client: Lifestorage Date: September 13, 2019 Project: Lifestorage at 435 Highland A&M Project#: 2570-01 Avenue Location: Salem, MA Date of September 12, 2019 Revision: The focus of this narrative is to provide a clear and concise summation of the plan changes, per Revision #1,dated September 12, 2019,to the Site Plan Submission Set for the Lifestorage Facility at 435 Highland Avenue, Salem, MA. The narrative is based on the following submitted materials: • Permitting Site Plans entitled "Site Redevelopment Plans for Life Storage Redevelopment, 435 Highland Avenue, Salem, MA" prepared by Allen &Major Associates, Inc., dated June 25, 2019 and revised through"Revised Per City Comments; September 12, 2019." The descriptions and comments below are broken up by sheet.Any sheets not included in this narrative were not revised per Revision#1. The following was noted: COVER SHEET: • The list of drawings was updated to include the revised lighting plans and new site sections plan. • Revision date was added to sheet. ABBREVIATIONS & NOTES SHEET C-002: • Salem Board of Health notes added. LAYOUT& MATERIALS PLAN: • Entrance Corridor Overlay District line added to plan. SITE SECTIONS PLAN: • Sheet added to set. Depicts a cross section of the approximate grade and proposed changes from Highland Avenue up to Clark Avenue. LIGHTING PLANS: • Light pole in parking area moved away from residential side. civil&structural engineers • land surveyors • environmental consultants • landscape architects www.alletunajor.com i • Color temperature renders added to sheet. • Updated photometrics blow up sheet. • Lighting specifications detail sheets added to set. LANDSCAPE PLAN: • Planting schedule updated to include species suggested by City. • Additional tree plantings added along Highland Avenue for the Entrance Corridor. ARCHITECTURAL PLANS: • Updated elevations to show light wall pack mount heights and roof screening of mechanical equipment. • Perspective renderings added to show perspective from Highland Avenue and birds eye perspective looking South-Southeast. • Mason Wells From: Carlton Quinn <cquinn@allenmajor.com> Sent: Monday, September 16, 2019 1:16 PM To: Mason Wells Cc: Scott Grover, Bridget Souza Subject: RE:435 Highland Ave/Life Storage Attachments: Revision Narrative-2019-09-12.docx Mason, See responses to your comments below in red and a revision narrative attached. And a link for the PDF download is below. I noted the below Board concerns and requests from the July 25th meeting: • Explanation/illustration of grade differences • Site section plan added to plan seta Plan depicts a cross section view of the site and proposed elevations in comparison to the Clark Avenue residential properties at the rear of Life Storage. • Explanation/illustration of lighting spillover • Lighting/photometrics plan was revised to include updated photometrics and renderings depicting lighting.The proposed light pole in the parking area located in the landscape area along the residential side was moved to the opposite side of the parking area to reduce any light spillover potential. • Color temperature of the lighting. Color temperature rendering was added to the lighting plan. • Providing an elevation view from Clark Avenue looking from the abutting houses to the new structure. • A site section profile was included to illustrate the elevations and relationship of the Clark Avenue residences to the proposed Life Storage building. Additionally, a birds eye perspective rendering was included in the revised plan set. • Mechanical and HVAC system specifications and locations. See renderings for location of roof system locations. • Direction of runoff. • Curbing along rear of Life Storage building was specified to capture runoff and direct into catch basins,to help aid in preventing runoff onto neighboring properties at rear of site. It is all collected on-site. • Minimum size/number of trees specified for the Entrance Corridor. (I will do a little more research and get back to you about this • Landscape plan was revised to include trees along Highland Avenue as required by the Entrance Corridor Overlay District. Coordination between A&M landscape architect and City of Salem occurred, resulting in an updated planting schedule with City planting species suggestions. Traffic Department questions: • There is currently boat storage in the proposed rear parking lot along Clark Street. What will happen to these? • The boats will be removed. • Accessible parking spaces? • Per zoning requirements, 32 parking spaces are required for the proposed use. A total of 39 parking spaces is proposed. Per ADA requirements, 2 accessible parking spaces are required for 1 any parking facility with a total number of spaces between 26 and 50. Per that requirement, 2 accessible spaces have been provided at the front of the site, closest to the building entry. • Link to plans download: https://allenmaior.ftpstream.com/35264/3bOfbb7ec5dO3234027de2aba7fdf488/Temp%2bfor%2bBES/2570- 01%2b-%2bSalem%2bLife%2bStorage/2019-09-12%2b%2bSalem%2bLife%2bStora e°g /o2b- %2bSi fined%2bPlan%2bSet.pdf Thanks, Carlton Carlton M.Quinn, P.E. Senior Project Manager Allen&Major Associates,Inc. Dir: (781)305-9431 Tel: (781)935-6889 Cell:(781)640-7856 www.allenmajor.com From: Mason Wells [mailto:mwells@Salem.com] Sent: Friday,September 13, 2019 10:34 AM To:Carlton Quinn<cquinn@ alien major.com> Cc:Scott Grover<SMGrover@tintilaw.com>; Bridget Souza<bsouza@alienmajor.com> Subject: Re:435 Highland Ave/Life Storage Good Morning, I am reviewing the resubmitted plan set and it's difficult to identify changes from the previous submission. Can you send something that highlights the changes, either on the plans or in a narrative? Thank you, Mason Mason Wells, Planner City of Salem 98 Washington Street Salem, MA 01970 mwells@salem.com 978-619-5685 From: Mason Wells<mwells@Salem.com> Sent:Thursday,September 12,2019 5:51 PM To:Carlton Quinn<cquinn@allenmaior.com> Cc:Scott Grover<SMGrover@tintilaw.com>; Bridget Souza<bsouza@allenmaior.com> Subject: Re:435 Highland Ave/Life Storage Hi Carlton, 2 I y���oNorrt,�4! =� CITY OF SALEM 9 En 'neerin De artment � g p 98 Washington Street, 2,,d floor Kimberley Driscoll Salem, MA 01970 Mayor Phone: (978) 619-5673 David H. Knowlton,P.E. City Engineer/DPS Director MEMORAMDUM To: Mason Wells, Staff Planner From: Giovanna Z. Recinos,Junior Engineer Deborah Duhamel,PE, Assistant City Engineer Subject: 435-443 Highland Avenue Date: September 18,2019 In reviewing the submittal for the site development for the subject address, it was determined that some revisions of the submittal are required to meet the City of Salem Standards. The following comment need to be addressed by the applicant: The applicant shall demonstrate that the City's water and sewer systems have the capacity and condition to accommodate the flow requirements of the proposed development. The applicant shall provide letters, described below, demonstrating adequate capacity and condition for each system. Any deficiency identified in any system, shall be corrected by the applicant, at the applicant's expense,to the satisfaction of the Engineering Department. 1. Water System a. A Licensed Plumber shall provide a letter to the Engineering Department stating that the condition of the existing water service pipes on the property are adequate to be reused for the proposed development. b. A Licensed Professional Civil Engineer shall provide a letter to the Engineering Department stating that the City watermains to serve the proposed development have adequate flow and pressure. Back-up data, including engineering calculations and the results of hydrant flow tests, shall be included in the letter. c. Separate water service connections shall be provided at the main for fire and domestic water supply. d. Water connections shall be made from the main at Highland Avenue to avoid the long services in the property or provide explanation why this is not possible. 2. Sewer System a. A Licensed Professional Civil Engineer shall provide a letter to the Engineering Department stating that the City sewer system to serve the proposed development has adequate condition and capacity to accommodate existing and proposed sewer flows. Back-up data, including engineering calculations and the results of all sewer inspections and existing sewer flow measurements,shall be included in the letter.A • video inspection,based on PACP standards, of the sewer system, from the point of connection to the City sewer to the Highland Avenue pump station at 458 Highland Avenue(approximately 500 ft)will be required to show the current condition of the sewer system to determine if it is in good condition to accommodate Page 1 of 2 flows from the proposed development. A copy of the video and logs shall be submitted with the letter. Continuous flow measurements in the existing sewer shall be taken to understand the current capacity of the sewer system and to confirm the additional flow from the development can be accommodated. Results of the flow measurement shall also be included with the letter. b. A floor drain,with an oil water separator,will be required for the garage bays. Please coordinate with the Building Department on this requirement. 3. Provide existing and proposed water and sewer peak demand flows. 4. Provide extended bases on the standard drainage and sewer structures; dog house manhole shall be replaced with a standard precast sewer manhole. 5. Hay not allowed. Use straw or coir. 6. Coordinate with National Grid Gas for requirement to reuse existing service and proposed location of cut and cap. 7. Follow the Engineering Department requirement for the demolition of the existing structure. See copy attached 8. The applicant shall coordinate with the City Engineer to review any service piping that extends to the street encountered during construction of the foundation and/or site work that were not shown in the site utility plan. Existing utility services encountered onsite that have not been abandoned shall be discontinued in accordance with the City of Salem Engineering Department requirements. Page 2 of 2 CITY OF SALEM Engineering Department Kimberley Driscoll 98 Washington Street, 2"d floor Mayor Salem, MA 01970 Phone: (978) 619-5673 David H. Knowlton,P.E. City Engineer/DPS Director October 25,2011 Water, Sewer and Drainage Requirements Regarding the Demolition of Structures within the City of Salem In accordance with the provisions of the General Laws of the Commonwealth of Massachusetts and the Salem Water and Sewer Department, the following regulations governing the demolition of structures within the City of Salem shall be followed. This regulation is made in the interest of protecting the city's water, sewer, drainage and . public way infrastructure at each connection located within the City of Salem, as well as to prevent conditions which may cause danger to public safety, result in water loss, or damage to city or private property due to water or sewer loss or back-ups, or cause pollution of the city's storm water receiving waters. 1. Prior to demolition of structure,a licensed plumber shall ascertain where all water,sewer and drainage lines are located entering and leaving said structure. The plumber shall make a determination of existing or prior use of each line, including, but not limited to domestic, commercial or industrial use; irrigation; fire suppression; sewer, storm drain or septic system;roof drain;or sump pump.After all lines have been located,the plumber shall make a formal written report with plans of all lines found to the City Engineer. 2. Once the plumber's report has been reviewed and approved by the City Engineer, a Registered Professional Civil Engineer (hereinafter referred to as "the Engineer") shall make a determination of the point of origin or discharge on each city main, for each line identified in the plumber's report. The Engineer shall also ascertain the location, use, and point of origin or discharge of any other lines on the property that may or may not be affected by the demolition or connected to the structure. The Engineer shall provide the City Engineer, for review and approval, a stamped plan of the property and adjacent City utilities, indicating the results of his investigations. 3. A request to the Department of Public Services,for assistance in shutting down any water main, prior to cutting and capping it, shall be made only after the City Engineer has - approved the written reports and plans described above. Page 1 of 2 Water, Sewer and Drainage Requirements Regarding the Demolition of Structures October 25, 2011 4. Prior to demolition of the structure and immediately following item#3 above, a City of Salem licensed drain layer shall cut and cap the water, sewer and drainage lines at the city main and arrange for an inspection by the Department of Public Services prior to backfill. Backfill, compaction, temporary and permanent paving will follow to current city standards. 5. In the event that the lines will be used immediately after demolition for construction purposes, a set of plans and/or drawings, stamped by a Registered Professional Engineer, describing the lines to be used during construction, must be provided to the City Engineer for review and approval, prior to obtaining a building demolition permit. Prior to receiving approval to re-use any lines, the lines shall be inspected for condition and capacity. Sewer and drain lines proposed for re-use shall be inspected by a Licensed Drainlayer with closed circuit television equipment and a copy of the resulting DVD shall be submitted to the City Engineer for review. Water lines proposed for re-use shall be inspected by a Licensed Plumber and a written report shall be submitted to the City Engineer for review. Any other lines identified shall be abandoned as described herein. 6. A demolition permit shall not be issued until the items above have been completed and the Department of Public Services has conducted an inspection and signed off on the water and sewer portion of the Building Department prerequisite Utility Disconnections Required Form. Approved By: David H. Knowlton, P.E. City Engineer/DPW Director Page 2 of 2 TiNn, QuiNN, GROVER &FREY, P.C. WILLIAM J.TINTI 27 CONGRESS STREET,SUITE 414 MARCY D.HAUBER tinti@tintilaw.coni SALEM,MASSACHUSETTS 01970 mhauber@tintilaw.com WILLIAM F.QUINN TELEPHONE CHRISTINA MIHOS GRANESE billquinnlaw@gtnail.com (978)745.8065 •(978)744-2948 cmgranese@tintilaw.com SCOTT M.GROVER TELECOPIER CERISE JALELIAN smgrover@rintilaw.com (978)745.3369 cjalehan@tintilaw.com MARC P.FREY wwwAntilaw.com PATRICK J.HEFFERNAN inpfrey@tintilaw.com pheffernan@tintilaw.com JONATHAN M.OFILOS jofilos@tintilaw.com _ WILLIAM B.ARDIFFU965.1995) THOMAS J.HOGAN DANIEL B.KULAK,OF COUNSEL JERALD A.PARISELLA,OF COUNSEL tjhogan@tintilaw.com September 4, 2019 Mason Wells, Planner City of Salem 98 Washington Street Salem, MA 01970 Re: 435 Highland Avenue (Life Storage) Dear Mason: • As discussed,please continue the above-referenced matter presently scheduled for the September 5, 2019 Planning Board meeting to the Board's next regularly scheduled meeting on September 19, 2019. Thank you for your assistance. gours, over SMG/pjm . i Salem ® Redevelopment Authority I Design Review Board Recommendation ►. 435 Highland Avenue Design Review of Entrance Corridor Project: Life Storage Meeting Date: August 28, 2019 . Members Present: Paul Durand, Chair, Helen Sides, Vice-Chair, David Jaquith, Glenn Kennedy J. Michael Sullivan Members Absent: Catherine Miller, Marc Perras , At a regular meeting of the Design Review Board (DRB), upon ?motion duly made and seconded, it was unanimously voted to recommend design approval of the proposed 3-story Life Storage facility as designed with the recommendations described herein. Referenced Plans and Documents 1. Plan Set titled '435 Highland Avenue Salem, MA 01970',prepared by Life Storage, containing the following documents: a. Perspective renderings and floor plans, dated 4/9/19; b. Elevation plans and detail drawings, dated 8/28/19; c. Specification sheets for the fagade materials, roll doors, and window systems, • d. Lighting Study and specifications for light fixtures provided by NLS Lighting, 701 Kingshill PI, Carson, CA 90746, dated 7/31/19; and e. Landscaping Plan provided by Allen & Major Associates, Inc., 100 Commerce Way, Suites,Woburn, MA 01861, dated 6/25/19. 2. Staff Comments dated 8/21/19. f Design Recommendations Overall, the DRB found that the proposal presented a clean, modern, building with a simple color palette that will greatly improve this property, which sits at a gateway into the City. The lighting on the building and on the site has been designed to provide safety while also minimizing light pollution on surrounding properties. '((' i Upon discussion and deliberation, the Board found that the project was well-designed as presented. They offer one recommendation, which is regarding the large'Life Storage'sign on 1 the primary fagade. They would like to see the logo away from the shadow lines of the fagade's composite metal panels. The Board would like to offer its support for this sign to be installed at the elevation indicated on the plans dated 8/28/19, which may not conform to the maximum height as required by the Salem Sign Code. Signature of the DRB By the signature below, I certify that this recommendation accurately reflects the actions of the Design Review Board. • Paul Durand Date Chair Salem CRedevelopment Authority Design Review Board Review 435 Highland Avenue Life Storage Sign Meeting Date: August 28, 2019 Members Present: Paul Durand, Chair, Helen Sides, Vice-Chair, David Jaquith, Glenn Kennedy J. Michael Sullivan Members Absent: Catherine Miller, Marc Perras At a regular meeting of the Design Review Board (DRB), upon a motion duly made and seconded, it was unanimously voted to offer a positive review and recommendation for the sign design for the Life Storage facility as designed and presented with the recommendations described herein. Referenced Plans and Documents 1. Application for Permit to Erect a Sign with supporting documents prepared by HW Multiservice Corporation, 5 Norman Street, Everett, MA 02149, dated 8/13/19. 2. Staff Comments dated 8/21/19. • Review of Sign Design The DRB found that the proposed signage for the new Life Storage facility is appropriate for the building in terms of size, scale, and color palette. The Board is in support of installing 'Sign V at the height indicated on page 3 of 6 of the sign application package, which exceeds the maximum allowed height as determined by the Salem Sign Ordinance. The Board recommends adjusting the placement of Sign Vs circular logo so that it is pulled away from the shadow lines of the fagade's composite metal panels. Signature of the DRB By the signature below, I certify that this review accurately reflects the discussions and deliberations of the Design Review Board. Paul Durand Date Chair • ALLEN & MAJOR ASSOCIATES, INC. 100 Commerce Way,Suite 5 Woburn,MA 01801 Tel:(781)935-6889 Fax:(781)935-2896 October 30,2019 Mason Wells Staff Planner Salem City Hall 93 Washington Street Salem,MA 01970 RE: A&M Project#2570-01 Water& Sewer Response 435 Highland Avenue Dear Mr. Wells, Allen&Major Associates, Inc. (A&M)on behalf of Life Storage,Inc.,respectfully submits this response regarding the memorandum provided by Giovanna Recinos,Junior Engineer,City of Salem Engineering Department,dated September 18,2019. Please find the following point-by-point responses provided in bold font: 1. Water System a. A Licensed Plumber shall provide a letter to the Engineering Department stating that the condition of the existing water service pipes on the property are adequate to be reused for the proposed development. Response: The plans have been revised to illustrate a new water service lateral to the main. The existing water service pipes will be cut and capped at the main. b. A Licensed Professional Civil Engineer shall provide a letter to the Engineering Department stating that the City water mains to serve the proposed development have adequate flow and pressure. Back-up data, including engineering calculations and the results of hydrant flow tests, shall be included in the letter. Response: A hydrant flow test has been scheduled and the results will be shared with the Engineering Department. The determination of whether there is adequate flow and pressured will need to be made by a Fire Protection Engineer and the applicant respectfully requests this be made a condition of approval. civil & structural engineers • land surveyors • environmental consultants • landscape architects c. Separate water service connections shall be provided at the main for fire and domestic water supply. Response: The plans have been revised to illustrate a separate water service connections shall be provided at the main for fire and domestic water supply. d. Water connections shall be made from the main at Highland Avenue to avoid the long services in the property or provide explanation why this is not possible. Response: The plans have been revised to illustrate the water connections shall be made from the main at Highland Avenue to avoid the long services in the property. 2. Sewer System a. A Licensed Professional Civil Engineer shall provide a letter to the Engineering Department stating that the City sewer system to serve the proposed development has adequate condition and capacity to accommodate existing and proposed sewer flows. Back-up data, including engineering calculations and the results of all sewer inspections and existing sewer flow measurements, shall be included in the letter. A video inspection, based on PACP standards, of the sewer system, from the point of connection to the City sewer to the Highland Avenue pump station at 458 Highland Avenue(approximately 500 ft) will be required to show the current condition of the sewer system to determine if it is in good condition to accommodate flows from the proposed development. A copy of the video and logs shall be submitted with the letter. Continuous flow measurements in the existing sewer shall be taken to understand the current capacity of the sewer system and to confirm the additional flow from the development can be accommodated. Results of the flow measurement shall also be included with the letter. Response: A&M has coordinated with National Water Main Cleaning Company (NWMCQ to provide the City a video pipe inspection of the municipal sewer system from the proposed point of connection to the Highland Avenue pump station as requested The results of that inspection have been provided to the engineering Department under separate cover. The results of the video inspection have determined that the current condition of the sewer system is in good condition and can accommodate flows from the proposed Y g .� f P P development. The proposed development does not intend to increase sewer flows above the current conditions. Therefore, no additional sewer capacity is required. See attached Existing and Proposed Sewer&. Water Calculations Table. civil & struct.ural engineers • land surveyors • environmental consultants • landscape architects • After reviewing the video inspection report and Existing and Proposed Sewer Calculations tables,A&M can confirm that the City sewer system to serve the proposed development has adequate condition and capacity to accommodate existing and proposed sewer flows. (Please allow this letter to serve as an affidavit of the statement above.) b. A floor drain, with an oil water separator, will be required for the garage bays. Please coordinate with the Building Department on this requirement. Response: This item has been noted, but it is a building permit issue and is outside the scope of this approval. The garage bays will be drained as required by the State Plumbing Code. The applicant respectfully requests this be made a condition of approval. 3. Provide existing and proposed water and sewer peak demand flows. Response: See attached Existing and Proposed Sewer & Water Calculations Table for sewer peak demands. Water peak demands will need to be provided by Fire Protection Engineering. The applicant respectfully requests this be made a condition of approval. 4. Provide extended bases on the standard drainage and sewer structures; dog house manhole shall be replaced with a standard precast sewer manhole. Response: The plans have been revised to provide extended bases on the standard drainage and sewer structures.No dog house manholes are proposed. 5. Hay not allowed. Use straw or coir. Response: May has not been proposed on this project 6. Coordinate with National Grid Gas for requirement to reuse existing service and proposed location of cut and cap. Response: The plans have been revised to provide a new gas service to the main. The applicant will coordinate with National Grid regarding the proposed location of cut and cap. 7. Follow the Engineering Department requirement for the demolition of the existing structure. See copy attached Response: This item has been noted. The applicant will follow the Engineering Department requirement for the demolition of the existing structure. i civil &"structural engineers • land surveyors • environmental consultants • landscape architects 8. The applicant shall coordinate with the City Engineer to review any service piping that extends to the street encountered during construction of the foundation and/or site work that were not shown in the site utility plan: Existing utility services encountered onsite that have not been abandoned shall be discontinued in accordance with the City of Salem Engineering Department requirements. Response: This time has been noted. The applicant shall coordinate with the City Engineer to review any service piping that extends to the street encountered during construction of the foundation and/or site work that we not shown in the site utility plan. Existing utility services encountered onsite that have not been abandoned shall be discontinued in accordance with the City of Salem Engineering Department requirements. If you have any questions or comments,please do not hesitate to contact me. Very truly yours; i ALLEN &.MAJOR ASSOC �. t 1i A0, h`P. CO Q No 49923 A � arlt n Qu E. Senior Project Manager talUAl ��° Attachments: 1. Existing and Proposed Sewer.and Water Calculations,dated October 21,2019 2. CCTV Pipe Inspection Report, prepared by NWMCC I Utilities Plan(Sheet C-104), prepared by Allen&Major Associates, Inc, revised through October 30,2019 4. Details(Sheet C7503);prepared by Allen& Major Associates,Inc,revised through October 30, 2019 CC: Timothy MaeVitte,Life Storage, LLC Scott Grover,Esq.,Tinti;Quinn,Grover& Frey, P.C. civil & structural engineers • land surveyors env iron mentaI coiistt(tants • landscape architects 435 Highland Avenue Project#2570-01 Existing and Proposed Sewer and Water Calculations October 21,2019 • Existing Building Program Tenant Area (sf) Use 1,000 Office 62,918 Storage Title V Flows Use Unit GPD Per Unit Total Units Total GPD Residential Apartment Bedroom 110 1 1 110 Office Building SF 75 1,000 1,000 75 Factory, Industrial Plant, Warehouse or Dry Storage Person 15 1 3 45 Space without cafeteria' Total 230 Assume 0.95 demand goes to sewer Total Water Demand 242 gpd Proposed Building Program Tenant Area (sf) Use 1,100 Office 89,134 Storage • Title V Flows Use Unit GPD Per Unit Total Units Total GPD Office Building SF 75 1,000 1,100 83 Factory, Industrial Plant, Warehouse or Dry Storage Person 15 1 3 45 Space without cafeteria' Total 128 Increase in Flow -103 gpd Increase in Flow -0.00016 cfs Assume peaking factor of 6.5 Peak Increase in Flow -0.00103 cfs Municpal Pipe capacity at tie-in location (12"VCP,5=0.0054) 2.618 cfs Percent increase in flow to min capacity pipe (peak flow) -0.03937% Percent increase in flow to min capacity pipe (average flow) -0.00606% Assume 95% of water demand goes to sewer Total Water Demand 134 gpd N:\Projects\2570-01\WP\Reports\Sewer\Sanitary_Sewer_Calc.xlsx 10/21/2019 ;.. National Water Main Cleaning The Envimnmental Co. Protection Specialists 25 Marshall Street Canton, MA 02021 Office: 8.00-4.22-6815 . Fax: 781-828=2473 NWMCC INSPECTION REPORT PACP Rating Description t: Excellent Condition Minor Defects -Failure unlikely in the foreseeable future 2: Good Condition Defects that have not begun to deteriorate- Pipe unlikely to fail for at least 20 years, 3: Fair Condition Moderate defects that will continue to deteriorate Pipe'may fail in 10-20 years. 4: Poor Condition Severe Defects that Will become Grade 5 defects within the foreseeable future - Pipe wil probably fail in 6-10 years: 5: Immediate Attention Defects require immediate attention = Pipe has failed or will likely fail within the next 5 years or sooner. NWMCC INSPECTION REPORT ALL015-3.mdf //Page: 1 of 7 National Water Main Cleaning The Environmental Co. Protection Specialists 25 Marshall Street Canton, MA 02021 Office: 800422-0815 Fax: 781-828-2473 NWMCC INSPECTION REPORT Start date/time: Weather: Surveyed by: Certificate number: Pipe segment ref,: 20191014 08:01 I Dry-No F.Sime I NIA I 117.4417.5 precipitation during survey Owner: Customer: Pre-cleaning: Date cleaned: Project name: Ligtit Cleaning I I ALL015-3 City: Street: Location code: Pipe use: Drainage area: Flow control: SALEM MA HIGHLAND AVE I I Sanitary Sewage Pipe Upstream MH No: Downstream MH No: Direction: Total length: Length surveyed: 117.4 117.5 I D ( 209.000 ft. I 209.000 ft. Purpose: Pipe joint length: Height: Material: Additional info: Pre-Rehabilitation -12 in. I Other(State in Survey Comments) Pipe Ratings Structural: O&M: Overall: Grade Defects Segment Pipe Quick Pipe Rating Defects Segment Pipe Quick Pipe Rating Pipe Pipe Rating LoF Risk Grade Rating Ratin . . Index Grade.. Ratina Ratinci.. Index - . Rating. Index 0 2 0 0 0 0 2 0 0: 10 0 0 3 0 0 0 0000 0 10 2500 2.0 10 2.0 2.5 4 0 0 : 0 5 0 0 .. 0: 0 .: AMH'117W 0 o Started at 0.0 ftt.with flow i At U.0 ft. t 0 0 Ah1H-Manhole---•�—--• o v on 10114/2019 8:01:44 AM /`/ f Gomments:117.4 o © Started at 0.0 ft with flow rt i At 0.0 ft. on 10/14/2019 8,08:27 AMT t MWL-Miscellaneous Water t y Stopped at 0.0 ft.with flow Level a 0� on 10/14/2019 8:06:15 AM a� At 101.6 ft.121.I 4 T —4 Q At 83.5 ft.91.. Sol:DAGS-Deposits Attached TF Tap Factory '"I Grease __ 410 At 209.0 ft. J Z Rating:2 AMH-Manhole t, M g' Comments:END z in Category:O&M At 126.6 ft,12J,13 >f F01:DAGS-Deposits Attached AMH 1.117.51 Grease Rating: Category:O&h1 Stopped at 209.0 ft.with flow 4 on 10/14/2019 8:14:11 AM NWMCC INSPECTION REPORT ALL015-3.mdf ii Page: 2 of 7 NWMCC INSPECTION REPORT Inspection Photos City: Street: Start date/time: Pipe segment ref.: SALEM MA I HIGHLAND AVE I 20191014 08:23 I 117.4-117.5 s,. r,� .► 01, • �`'�/..+ ` �. ��3`' �7��tie. � ,�;g °�� , ,., � .t�G�+r it M��� # t • . � `4 tF NO t VA 1� • d Photo: 117.-4-117.5-20191014-080144-081532.JPG Photo: ALL615-3=AMH'117.4'=AMH'111.5'-DAGS at 101.6 ft..JPG At: 83.5 ft.9/. TF-Tap Factory At: 101.612 it. DAGS-Deposits Attached Grease Joint: No Joint: No o 10 Y � V T` ? 4 r * ` Photo: ALL615-3-AMH*117.4'-AMH'117.5'-DAGS at 126.6 ft..JPG Photo: 117.4-117.5-20191014-080144-081839.JPG At: 126.62 ft. DAGS-Deposits Attached Grease At: 209 ft. AMH-Manhole 12/' Joint: No END Joint: No 10% NWMCC INSPECTION REPORT ALL015-3.mdf //Page: 3 of 7 NWMCC INSPECTION REPORT Start date/time: Weather: Surveyed by: Certificate number: Pipe segment ref.: 20191014 08:23 I precipitation F.Sime I NIA ( 117.6-117.6 cipitatlon during survey Owner: Customer: Pre-cleaning: Date cleaned: Project name: Light Cleaning I I ALL 015-3 City: Street: Location code: Pipe use: Drainage area: Flow control: SALEM MA I HIGHLAND AVE I I Sanitary Sewage Pipe Upstream MH No: Downstream MH No: Direction: Total length: Length surveyed: 117.5 I 117.6 I D I 186.700 ft. I 186.700% Purpose: Pipe joint length: Height: Material: Additional info: 12 in.. I Asbestos Cement Pipe Ratings Structural: O&M: Overall: Grade Defects Segment Pipe: Quick Pipe Rating Defects Segment Pipe Quick Pipe Rating Pipe Pipe Rating LoF Risk Grade Rating Rating Index Grade . Rating Ratin Index RatinI 10 0 0 0 .2 0 0. 0.. 03 0 0 0 0000 0 .0 . 0 0000 01.0 4: 0 0 0 0 . 5 0 0 .0.. 0 AMH'117 5` ratarted at 0.6_ft.with flaw At 0,0 ft, I on 1----- t)t:9 8:23:Oi ANI t AMH-tdarnho9e Com nents:.1176 At 0.0 ft. �-- MWL Mif;cellaieow Wait Y d r . YLevel _ _ _ _ .�� CD C CD kp 1.0 ' a+, co70 , - - =- = er o� i i At 103.8 ft.9/. c _T .2� TF-Tap Factory w70 ( t t At 183.7 ft. 91. Stopped at 186.7#t,with Haw TF 'Tap Factory op 10/14120.198.35:49 AM -=- i . At 186.7 fL AMH-Manhole . A,IIltH 117.6' Comments: END NWMCC INSPECTION REPORT ALL0.15-3.mdf H Page:4 of 7 NWMCC INSPECTION REPORT i Inspection Photos City: Street: Start date/time: Pipe segment ref.: SALEM MA I HIGHLAND AVE I 20191014 09:38 I 117.6-117.6 • Clock from: --A004i • i, • • { Photo: 17 7.6-117.7-20191014-093856-094305.J PG At: 98. AMH-Manhole 4999952040 945 ft. Joint: No END NVVMCC INSPECTION REPORT ALL015-3.mdf //Page: 5 of 7 y NWMCC INSPECTION REPORT Start date/time: Weather: Surveyed by: Certificate number: Pipe segment ref.: 20191014 09:38 I Dry-No F.Sime I NIA I 117.E-117.7 precipitation during survey Owner: Customer: Pre-cleaning: Date cleaned: Project name: Light Cleaning I I ALL016-3 City: Street: Location Code: Pipe use: Drainage area: Flow control: SALEM MA I HIGHLAND AVE I I Sanitary Sewage Pipe Upstream MH No: Downstream MH No: Direction: Total length: Length surveyed: 117.6 I 117.7 I D I 98.600 ft I 98:500 ft. Purpose: Pipe joint length: Height: Material: Additional info: 12 in. I Asbestos Cement Pipe: Ratings Structural: 0&M: Overall: Grade Defects Segment Pipe Quick Pipit ects Segment Pipe Quick "Pipe"Rating Pipe Pipe Rating LoF Risk Grade Rating Ratin Grade Ratin Ratio Index .Ratin Index1 . 0 0 0 00 0 0 0 3 0 0 0 00000 0 : . 0 0000 0 1.0 4 0 0 . 0 0 5 0 0 0 0 AMH 117.6' Started at 0..0 ft.with flow �► At 0.0 it. E IL on 10/14/2019 9:38:5E AM i -AMH- Manhole Coments: 117.6 At 0.0 ft. MVVL Miocell5 0ou-,Wator Level 0 CD al M c115 cv a=i ! 1 c ? i At 98.5 ft. I Stopped at 98.5 fL with flow AMH-Manhole - on t0/i0019 9:43 47 AM - Comments: `ND AMA'117Y NWMCC INSPECTION REPORT ALL015-3.mdf //Page:6 of 7 NWMCC INSPECTION REPORT b Inspection Photos City: Street: Start date/time: Pipe segment ref.: SALEM MA I HIGHLAND AVE I 20191014 WU I 117.67117.7 Clock from: Clock to- �, r D END r , Photo: 117.6-117.7-20191014-093896-094305.J PG At' 98.6 ft. AMH-Manhole Joint: No END • 4 NWMCC INSPECTION REPORT ALLO15-3.mdf H Page: 7 of 7 • • r ---- �` PROPOSED-9'lila•.TFE'FHD--____.._ �. 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BIOm REV®xBI� O. momPOLYIIrE ROIL -CON ]� i100➢ Rw®R1011'mLOBIIS.: NOTES:' OR EOM) (OR EDYAL) BRUYASIIC O-aNG ] 110P1] EvwFDPEOTY'OabA10S \�.�_-____-_'.�': 1. ILL 1MlERVLS TO MEET INIIUFACRR✓fX5 SPEOFN:AnOMS. - 1' IP0Y1R'6n®P]II DOTAO�PFAMr ��DON:Ci MAIEP AWAY.FRNO ORNwrodl STAIOS W A Ca55-CROSS MTTEEI,EVERY B'.ON CENTER NOOZONTK NO JN_Bf NaN SECRO6 OF,PREGSr CONCRETE AIIMN.I1 M0 B . Yam. ____ PNOPOSm.SiOOMI�Aau L OV m R eAWMA-MOM A NV+ W a 1Y. SJYLL�M OBEEMOF A oET1Pfv'M F�wATW* �OOL"i AMN LIFE STORAGE 504 NL TILL 9TOaPRES EfPECRD ro TWIYDI N PII�FOR Lm TIIAM EIASIOMERIC OR YAS'R-UIO:GMI2r., 6467 MAIN STREET 0o UY4 SXYL BE COY 0-N SRN AND N—N Mr Ip0lB5/��OOO SF),OR S n CONTRKTOR SXALL NN QN THE n6uUR OVORRB N A NNMONN.CONDMN MILL na05. 1ME WNRt015 SHALL BE - L ALL OASNE6 AMD SwIMS.Sw11 BE fft A_.M ACCa0.NCE WIM AM ANOWI®TARP MAGI 7 OAYS OR amR ro ANY RAOw ROUTOYELY 06 =O BY iXE caNTRJsraR. 2. WNUfACNAND WaTip1 P1SiRUCR011S WILIIAMSVILLE.NY IQ21 L SOIL AND M 91000SE9 EY➢O:IPD m:PflMM Ix FlAQ Fat m OYVS q! ].FOR BDUMASTIC TYPE JOM6 TNE'AYOUNT OF SEMANf SNALL.BE YOIn:$MKl!5®EO rON rMER RfE(iM iNl 5®XO AT 1tB/1.D00 BiJ' A NrtnE nO:mSWAR BUBBEI6 REgIWE IEP/JR OP SEDIMENT R[YdIL R rBL BE OWd'lF1ED BY nrt CONIRACIOR T MO AOgnaK ODSr.' SOFF% m FiLL K IfAST lSw OF 1NE JOMi UNIY. IRDPtr: oR oOs(FOR suuBR sm AT DB/I,DOD�A�nrx DD.vBO Mm NAY 'LIFE STORAGE YUIa.NT'IOMB/1,OD0 SF)OR AN IlloptffD WOIW.T O.Y9 m fNNOn S. M A—.UN.THE CONOGCTOR SxN1 RFJIOVE SEOYFXR COLLECTED.AT CIE RISE MTEII TREY RMN 1/]TXE fJPOSED.NENnrt di TIME-BARRIER. ro Axr v sn1.. > lEwalolTe)nmxBN�Txoaa rl REDEVELOPMENT �� s ^A"°�BARM a 7, 435 HIGHLAND-AVENUE ' SALEM,MA Im6CTM6 3lIWt DAm DAIJyA19 'mIYC Y91OMI lwA. RUPDROTD CONO2IE CwEx ro'a LEl1E1ND-SOFA•(Y Wml). E.•F MANIOE FRAME!CONQt OFSIDI®RF: SAES O N® : ONO YANMOIE SECipN SrOlf AT 1 PIPE OA -ro 0 OABgANROW TYPE LK 110. 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ORL'MIf TlllO K �rHlp vrarwsrrERlAgnIL a DETAILS C-503 -ter-• ,4 -A#A ALLEN & MAJOR ASSOCIATES, INC. 100 Corhinerce Way,Suite 5 Woburn,MA 01801 Tel:.(781)935-6889 Fax:(781)935-2896 October 21,2019 Mason Wells Staff Planner Salem City Hall 93 Washington Street. Salem,MA 01970 RE: A&M Project#2510-01 Sewer Usage Summary 435 Highland Avenue Dear Mr.Wells, Allen&Major Associates,Inc.(A&M)on behalf of Life Storage,Inc.,respectfully submits this.response regarding the following two(2)specific sewer comments from the memorandum provided by Giovanna • Rewhos,Junior Engineer,City of Salem Engineering Department,dated September 18,2019. Please find the following point-by-point responses provided in•bold font: 2. Sewer System: i a) A Licensed Professional Civil Engineer shall provide a letter to the Engineering Department stating that the City sewer system to serve the proposed development has adequate condition and capacity to accommodate existing and proposed sewer flows. Back-up data; including engineering calculations and the .results of all sewer inspections and existing sewer.flow measurements, shall be included in the letter. A video inspection, based on PACP standards, of the- sewer system, from the point of connection to the City .sewer to the Highland Avenue pump station at 458 Highland Avenue (approximately 500 ft) will be.required to show the current condition of the sewer system to .determine if it is in good condition to accommodate flows from the proposed'development. A copy of the video and logs shall be submitted with the letter. Continuous flow measurements iii the existing sewer shall be taken to understand the current capacity of the sewer:system and to confirm the additional flow from the development can be accommodated.Results of the flow measurement shall also be included with the letter-. �4 I • civil & structural engineers land'surveyors • erv- ironment.al consultants • ,landscape architects. 1 t YI. Response: A&M has coordinated with National Water Maim Cleaning Company(NWVICC) to provide the City a video pipe inspection of the municipal sewer system from the proposed point of connection to the Highland Avenue pump station as requested. The results of that inspection can be vioved lzere: Itttps://nationalwatermaincleaninkc.box.com/s/t*8 4c4ed3imul9lixigtiixni9c4k5fxOxOia. The results of the video inspection have determined that the current condition of the sewer system is in good condition and can accom modate flows from the proposed development The proposed development does not intend to increase sewer flows above the current conditions. Therefore, no additional sewer capacity is required See attached Existing gild Proposed Sewer.& Water Calculations Table. After revie►ving the video inspection report and Existing and Proposed Sewer Calculations tables,_A&M can confirm:tizat the Cit0i sewer system to serve the proposed development has adequate condition and capacity to accommodate existing and proposed sewer flows. (Please allow this letter to serve as an affidavit of the statement above.) 3. Provide existing and proposed water and sewer peak demand flows. Response- See attached Existing and Proposed Sewer& Water Calculations Table. ! If you have any questions or comments,please do not hesitate to contact me. Very truly yours, ALLEN&MAJOR ASSOCIATI ' 4, , c�tsH4 CIVIL No 49923 O Carlton Qumn,P.E. Senior Project Manager /OMAt Attachments: 1. Existing and Proposed Sewer and Water Calculations,dated October 21,2019 2. CCTV Pipe Inspection Report,prepared by NWMCC CC: Timothy MacVitte,Life Storage,LLC Scott Grover, Esq.,Tinti,Quinn,Grover&Frey,P.C. I + i I civil & structural engineers. Land surveyors • environmental consultants • landscape architects 435 Highland Avenue Project#2570-01 Existing and Proposed Sewer and Water Calculations October 21, 2019 Existing Building Program Tenant Area (sf) Use 1,000 Office 62,918 Storage Title V Flows Use Unit GPD Per Unit Total Units Total GPD Residential Apartment Bedroom 110 1 1 110 Office Building SF 75 1,000 1,000 75 Factory, Industrial Plant, Warehouse or Dry Storage Person 15 1 3 45 Space without cafeteria' Total 230 Assume 0.95 demand goes to sewer Total Water Demand 242 gpd Proposed Building Program Tenant Area (sf) Use 1,100 Office 89,134 Storage • Title V Flows Use Unit GPD Per Unit Total Units Total GPD Office Building SF 75 1,000 1,100 83 Factory, Industrial Plant, Warehouse or Dry Storage Person 15 1 3 45 Space without cafeteria' Total 128 Increase in Flow -103 gpd Increase in Flow -0.00016 cfs Assume peaking factor of 6.5 Peak Increase in Flow -0.00103 cfs Municpal Pipe capacity at tie-in location (12"VCP,S=0.0054) 2.618 cfs Percent increase in flow to min capacity pipe(peak flow) -0.03937% Percent increase in flow to min capacity pipe(average flow) -0.00606% Assume 95% of water demand goes to sewer Total Water Demand 134 gpd N:\Projects\2570-01\WP\Reports\Sewer\Sanitary_Sewer_Calc.xlsx 10/21/2019 f National Water Main Cleaning The Environmental Co. Protection Specialists 25 Marshall Street Canton,MA 02021 Office: 800-422-0815 Fax: 781-828-2473 ' NWMCC. INSPECTION REPORT PACP Rating Description f: Excellent Condition Minor Defects :Failure unlikely in the foreseeable future 2: Good Condition Defects that.have not begun to deteriorate- Pipe unlikely to fail for at least 20 years. 3: fair Condition Moderate defects that will continue to deteriorate Pipe may fail in 10-20 years. 4: Poor Condition I Severe Defects that will become Grade 5 defects within the foreseeable future Pipe will probably fail in 6.10 years. 5: Immediate Attention Defects require immediate attention =Pipe has failed or will likely fail within the next 5 years or sooner. NWMCC INSPECTION REPORT ALL015-3.mdf //Page: 1 of 7 National Water Main Cleaning The Environmental Co. Protection Specialists 25 Marshall Street Canton, MA 02021 Office: 800-422 0815 • Fax: 781-828-2473 NWMCC INSPECTION REPORT Start date/time: Weather: Surveyed by: Certificate number: Pipe segment ref.: 20191014 08:01 I Dry.No F.Sime I N/A I 111AA 17.5 precipitation during survey Owner: Customer: Pre-cleaning: Date cleaned: Project name: Light Cleaning I I ALL015-3 City: Street: Location code: Pipe use: Drainage area: Flow control: SALEM MA I HIGHLAND AVE I I Sanitary Sewage Pipe Upstream MH No: Downstream MH No: Direction: Total length: Length surveyed: 117.4 117.5 I D I 209.000 ft. I 209.000 ft. Purpose: Pipe joint length: Height: Material: Additional info.- Pre-Rehabilitation I 12 in. I Other(State in Survey Comments) Pipe Ratings Structural: O&M: Overall: Grade Defects Segment Pipe Quick Pipe Rating Defects Segment Pipe Quick Pipe Rating Pipe Pipe Rating LoF Risk Grade :. Rating Ratinq Index Grade Ratinq Ratin . 'Index ' . Rating Index . 1 0 . 0 .0 0 • 2 0 0 0 10. 3 0 0 0 0000 0 0 10 2500 2.0 10 2.0 2.5 4 0 . 0 0 0 5 0 . 0 0 0 ANH'117.4` d 42 i At 0.0 ft. Q o Started at 0:0 ft,with flow 1 a 0 0 - - ,_;AN1H-Manhole-- -- - -- - o on 11➢J14/2019 8:01:44 AM � r Comments:117.4 o ® Started at 0.0 ft.with flow _ on 10/14/2019 8:08:27 AM� � °^ + At 0.0 ft. MWL Miscellaneous Water c y Stopped at 6.0 ft.with flaw _ ' °I Levei �+ on 10/1412019 8-06:15 AM �i j At 83.5 ft.9/. v °1 At 101.6 ft 121.E� TF Tap Factory 501:DAGS-Deposits Attached ') Grease 40 At 209 0 fL Z Ratin 2 AMH—Manhole y' Comments:END Z in Category:O&M At 126.6 ft.12/.Q + F01:DAGS-Deposits Attached AMH'117.T Grease Rating:2 Category:O&M Stopped at 209.0 ft.with flow on 10/14/2019 8:19:11 AM • NWMCC INSPECTION REPORT ALL015-3.mdf //Page:2 of 7 L l NWMCC INSPECTION REPORT Inspection Photos City: Street: Start date/time: Pipe segment ref.: SALEM MA I HIGHLAND"E I 20191014 08:23 I 117.4-117.5 at '• L • u ' ` � 0;4 • Photo: 117.4-111.5-20191014.080144-081532.JPG Photo: ALL015-3=AMH*117.4'=AMH'117.5'-DAGS at 101.6 ft..JPG At: 83.5 ft.9/. TF Tap Factory At: 101.612 it. DAGS-Deposits Attached Grease Joint: No 121. Joint: No, 10% l is 4 M � • j � d^ r tx 7_. 1 Photo: ALL015-3-AMH'117.4'-AMH'117.5'-DAGS at 126.6 ft..JPG Photo: 117.4-117.5-20191014-080144-081839.JPG At: 126,62 ft. DAGS-Deposits Attached Grease At: 209 ft. AMH-Manhole 12/- Joint: No END Joint: No 10% • NWMCC INSPECTION REPORT ALL015.3.mdf H Page: 3 of 7 r NWMCC INSPECTION REPORT Start date/time: Weather: Surveyed by: Certificate number: Pipe segment ref.: 20101014 08:23 I P e F.Sime I N/A I 117.5417.E precipitation during • survey Owner: Customer: Pre-cleaning: . Date cleaned: Project name: Light Cleaning I I ALL615-3 City: Street: Location code:. Pipe use: Drainage area: Flow control: SALEM MA I HIGHLAND AVE I I Sanitary Sewage Pipe . Upstream MH No: Downstream MH No: Direction: Total length: Length surveyed: 117.5 I 117.6 I D I 186.700 ft. I 186.700 ft. Purpose: Pipe joint length: Height: Material: Additional info: 12 in.. I Asbestos Cement I. Pipe Ratings Structural: - 0&M: Overall: Grade Defects Segment Pipe Quick Pipe Rating Defects Segment Pipe Quick Pipe Rating Pipe Pipe Rating LoF Risk Grade Rating Ratin Index Grade `Ratinq Ratinci Index Ratin Index 1 0. 0 0 p .. 2 0 0. .0 0 3 0.- 0 0 0000 0 0 . 0 0000 0 1.0 4 0 0 0 0 . 5 0 . . . 0 0 0 AMH'117S Started at 0_D ft.with flow i At 0.©ft. oa 10 14/2019 8:23:07 AM f AMH=N9arthae ! I Com-penls: 117.5 i At 0.0 ft. MWL ftcellaicow.Water t T Level go co i At 103.8 tt. a W TF Tap i=artoi y of Stopped at_186.71L with now �, At 183;7 ft.9/. + on 101412029 B:36:49 AM -- TF=Tap Factory: { i 0! At 186.7 ft. AM Manh le AMH'117.�6' Comments: END NWMCC INSPECTION REPORT ALL0.15-3.mdf H Page:4 of 7 NWMCC INSPECTION REPORT Inspection Photos City: Street: Start date/time: Pipe segment ref.: SALEM MA I HIGHLAND AVE I 20191014 09:38 I 117.5-117.6 Clock to, Rating: Y :Dimension 2: Clock from: END Photo: 117.6-117.7-20191014-093856.094305.J PG At! 98. AMH-Manhole 4999952040 945 A. Joint: No END NWMCC INSPECTION REPORT ALL015-3.mdf //Page: 5 of 7 NWMCC INSPECTION REPORT . Start date/time: Weather: Surveyed by: Certificate number: Pipe segment ref.: 2/191014 09:38 I Dry,No. F.Slme I NIA I 117.6417.7 precipitation during survey Owner: Customer: Pre-cleaning: Date cleaned: Project name: Light Cleaning I I ALL015-3 City: Street: Location code: Pipe use: Drainage area: Flow control: SALEM MA I HIGHLAND AVE I I Sanitary Sewage Pipe Upstream MH No: Downstream MH No: Direction: Total length: Length surveyed: 117.6 I 117.7 I D I 98.500 tL I 98.500 ft. Purpose: Pipe joint length: Height: Material:. Additional info: 12 in. I Asbestos Cement Pipe. Ratings Structural: 0&M: Overall: Grade_ Defects Segment Pipe Quick Pipe Rating Defects Segment Pipe Quick Pipe Rating Pipe Pipe Rating LoF Risk Grade Rating Ratin4 Index Grade Ratin Ratin Index .Ratin Index 1.. 0 0 0 2 0 0 _ 0 3 0 0 0: lillro 0 0 0000 0 1.0 4: . 0 0 0 5 0 0 0 ARit 1 117.6' t � • Started at 0.1)ft With flow At 0.0 ft, _ c IL 1 on 10J14J2019 9;38:5E AMAMH- Man h-e I Com.-nents; 11. .6 At©.0 ft. K WL Mincolla-ioouJ Water Level _ o tv 1 Stopped at 4B..5#L with flow At 98.5 R. an lOf 14f2419 9:43:47 AM _ AMH--Manhole _. Cornments.CND A9VMH'117.7' NWMCC INSPECTION REPORT ALL015-3,mclf //Page:6 of 7 NWMCC INSPECTION REPORT e Inspection Photos City: Street: Start date/time: Pipe segment ref.: SALEM MA I HIGHLAND AVE I 20191014 09:38 I 10.6-117.7 DimensionClock from: Clock to: END Y'- Photo: 117.6-111.7-20191014-093856-094305.JPG At: 98.5 ft. AMH-Manhole Joint: No END i NWMCC INSPECTION REPORT ALL015-3.mdf //Page: 7 of 7 1 inch=225 feet AREA OF .x. ti EXISTING FLOW TO BE , 1 _ MONITORED Legend CAMP LION .Stormdrain 3vatem 13 • . . • ' � ! ~' .`�1, � � , I— Sanitary S�vatem Abandoned StructuQN raa LYNN 41 42 43 54 55 . . 49 10/30/2019 Mail-Mason Wells-Outlook FW: 435 Highland Ave Landscape • Carlton Quinn <cquinn@allenmajor.com> Fri 10/11/2019 3:33 PM To: Mason Wells <mwells@Salem.com> Cc: Scott Grover <SMGrover@tintilaw.com>;Timothy MacVittie <tmacvittie@lifestorage.com>;Robert LeBlanc <rleblanc@Salem.com> 1 attachments(4 MB) 2019-10-09_Landscaping-L-101.pdf; Mason, After our last public hearing we received the following email from Robert LeBlanc.We have updated the attached landscape plan per his requested. Please let me know if you have any questions. Thanks, Carlton Carlton M.Quinn, P.E. Senior Project Manager Allen&Major Associates,Inc. Dir: (781)305-9431 Tel: (781)935-6889 Cell:(781)640-7856 vvvvw.allenmajor.com From: Robert LeBlanc[mailto:rleblanc@Salem.com] Sent: Monday,September 23, 2019 5:06 PM To: Beth Dermody<bdermody_@allenmajor.com> Cc:Carlton Quinn<cquinn@allenmajor.com> Subject: Re:435 Highland Ave Landscape Beth, With regards to Salem Zoning bylaw 8.2.5, the trees in this design need to be of the 3.5" to 4" caliper. Please check your detail plan and make adjustments. Thanks, - Bob LeBlanc Salem Tree Warden From: Beth Dermody<bdermody_@allenmajor.com> Sent:Tuesday,August 27, 2019 8:18 AM To: Robert LeBlanc<rleblanc@Salem.com> Cc: Carlton Quinn<cquinn@allenmajor.com> Subject:435 Highland Ave Landscape Hi Robert, Let me know if you have any concerns with this landscape plan. We have a hearing in Sept. Thanks, Beth https://outlook.office.com/mail/search/id/AAQkADNiNDVmMjE3LWQ3YzctNG14NyO5ODNhLWlyMDMzMDU4NDcyNwAQAHcl%2BOKKgULogMhuH6... 1/2 10/30/2019 Mail-Mason Wells-Outlook From: Beth Dermody Sent:Tuesday,August 06, 2019 10:32 AM To: rleblanc@salem.com Cc:Carlton Quinn<cquinn@allenmajor.com> Subject:435 Highland Ave Landscape Hi Robert, Here is a revised landscape plan based on my last email. Let me know if this looks good to you or if you have any comments on tree species or placement. Thank you for your help, Beth Beth Dermody, PLA Landscape Architect Allen&Major Associates,Inc. 400 Harvey Road Manchester,NH 03103 Tel: (603)627-5500 x 9627 Fax:(603)627-5501 bdermody@allenmajor.com www.allenmajor.com ALLEN R XI:,0R ASSOCIATL.SI.RC.' La Notice to Recipient: This email and attachments may contain confidential and proprietary information intended solely for the recipient and, thus, may not be copied or retransmitted to any party outside the recipient's organization without the prior written consent of the sender. If you have received this transmission in error, do not read it. Please immediately reply to sender that you have received this transmission in error, and then delete it. Thank you. Copyright©2019 Allen & Major Associates, Inc. All rights reserved. https://outlook.office.com/mail/search/id/AAQkADN i N DVmMj E3LWQ 3YzctN G 14NyO5OD N hLWIyM DMzM D U4 N DcyNwAQAH cl%2 BOKKg U Log M huH6... 2/2 Mason Wells From: Scott Grover <SMGrover@tintilaw.com> Sent: Thursday,October 17, 2019 2:19 PM To: Mason Wells Cc: Timothy MacVittie; Carlton Quinn Subject: Re:435 Highland Avenue - Life Storage Hi Mason As discussed, please continue the public hearing on the above referenced matter to the next regularly scheduled meeting of the Planning Board on November 7. Thanks Scott Scott M. Grover, Esq. Tinti,Quinn,Grover& Frey, P.C. 27 Congress Street,Suite 414 Salem, Massachusetts 01970 Tel: (978)745-8065 ext. 106 Fax: (978)745-3369 On Oct 16, 2019,at 8:56 AM, Mason Wells<mwells@salem.com>wrote: Morning Scott, Apologies for the delayed response. Both of those edits look fine and I'll incorporate them into the draft. I am out of the office noon to 1pm today, but otherwise am available for a phone call anytime. Had you heard anything new about the CCTV footage? I'm planning to reach out to Carlton this morning to confirm with him. Thanks, Mason Mason Wells, Planner City of Salem 98 Washington Street Salem, MA 01970 mwells@salem.com 978-619-5685 • From:Scott Grover<SMGrover@tintilaw.com> Sent:Wednesday,October 16,2019 8:11 AM 1 I O�� z P� SITE REDEVELOPMENT PLANS FOR FE S ORAGE RE, DEVEL_ 0P11MEN1 435 HIGHLAND AVENUE SALEM MA 0 CCAR� ST • LOCus J � Q L Q �VFi �y�gti LIST OF DRAWINGS `1_ DRAWING TITLE SHEET NO. ISSUED REVISED LCUS MAP . ,` COVER SHEET 06-25-2019 _.m_.. O - .. ._�. __. _�. .....� .� ./ H/GHLANDAVENUE' � m __. ._ Ww. .__ __ `' . ti '`` - ABBREVIATIONS & NOTES C-00 I &C-002 06-25-2019 - (NOT TO SCALE) ,, �� `�;;�. __, __ __ __ — ...._ __ � ��� �� ~ - -- - _ EXISTING CONDITIONS PLAN EX 1 06-25-2019 w _ "- ,,; - - sTOP SITE REPARATION PLAN C-101 06-25-2019 - - t a.. STOP LAYOUT& MATERIALS PLAN C-102 06-25-20 19 OWNER APPLICANT. GRADING & DRAINAGE PLAN C-103 06-25-2019 v LIFE STORAGE LP _x UTILITIES PLAN C-104 ' 06-25-2019 ---� 6467 MAIN STREET - r gq ( }y $ gq t — — - 1p _ 25-2 WILLIAMSVILLE NY 14221 r, r,Xo�RAD�RY EROSION CONTROL PLAN C 105 06 019 { � -�-- � FE STORAGE FAC1� g .� ._ws.B - _ 3oos.F.FooTpRi j LIGHTING PLAN C 106 06-25 2019 716-650-6012 £a ;f X a. _ S L-I L-I o2 06-25- — GROSS S F) t E PLAN 0 pg a r LANDSCAPE I & 20 19 � JC DETAILS C-501 - C-505 06-25-2019 - SITE ENGINEER LANDSCAPE ARCHITECT: x ARCHITECTURAL ELEVATIONS & FLOOR PLANS - 04-09-2019 - ALLEN & MAJOR ASSOCIATES, INC. ; X ' ` y I 100 COMMERCE WAY GC1 ST GC3 WO BURN, MA 01801 781-93 5-6889 , i GG4 tw3_ GC5 ; WETLAND LINE GC GC GCG9 10 SURVEYOR: GC7 ALLEN & MAJOR ASSOCIATES, INC. 100 COMMERCE WAY , , 1 WOBURN, MA 01801 °t' � = F TIMOTHY -- 781-93 5-6889 J. G WILLLW J!! ! 25 21J No.43119 'Op �• �j cR DEPT. OF PLANNING & COMMUNITY DEVELOPMENT s3r0MAL PREPARED BY: PROFESSIONAL ENGINEER FOR ALLEN & MAJOR ASSOCIATES, INC. ALLEN & MAJOR ASSOCIATES, INC. civil & structural engineering ♦ land surveying environmental consulting ♦ landscape architecture w w w . a l l e n m a j o r . c o m 100 COMMERCE WAY WOBURN MA 01801-8501 TEL: (781) 935-6889 FAX: (781) 935-2896 ED FOR WOBURN, MA ♦ LAREVILLE, MA ♦ MANCHESTER, NH SITE PLAN REVIEW & NOI : JUNE 25 2019 ' N:\PROJECTS\2570-01\CIVIL\DRAWINGS\CURRENT\C-2570-01_COVER.DWG . .NOTES. ABBREVIATIONS GROUNDBREAKING. COORDINATE WITH THE PROPER AGENCY THE LOCATION AND SCHEDULING ABAN ABANDON L LENGTH GENERAL CONTRACTOR AT G ADJ ADJUST LB LEACHING BASIN GENERAL NOTES: OF CONNECTIONS WITH THEIR FACILITIES. LP LIGHT POLE 1. FOR EXISTING CONDITIONS SURVEY, SEE PLAN ENTITLED "EXISTING 28• EXISTING AND PROPOSED GAS SERVICE LOCATIONS ARE APPROXIMATE ONLY. B BORING CONDITIONS" AS PREPARED BY ALLEN & MAJOR ASSOCIATES, INC. THE ON THE CONTRACTOR SHALL CONFIRM WITH THE GAS COMPANY THAT THE GAS 4. WHERE AN EXISTING UTILITY IS FOUND TO CONFLICT WITH THE PROPOSED BC BOTTOM OF CURB MAT MATERIAL THE GROUND SURVEY WAS PERFORMED ON OR BETWEEN OCTOBER 24 AND LINE INSTALLATION & DISCONNECTION SHALL BE BY THE LOCAL GAS WORK, THE LOCATION, ELEVATION AND SIZE OF THE UTILITY SHALL BE BIT BITUMINOUS MAX MAXIMUM NOVEMBER 1, 2018. COMPANY. THE CONTRACTOR SHALL GIVE THE GAS COMPANY ADVANCE ACCURATELY DETERMINED WITHOUT DELAY BY THE CONTRACTOR, AND THE BCB BITUMINOUS CONCRETE BERM MH MANHOLE NOTICE OF WHEN THE GAS LINE CAN BE INSTALLED. INFORMATION FURNISHED TO THE ENGINEER FOR RESOLUTION. BLDG BUILDING MIN MINIMUM 2. ZONING DISTRICT IS BUSINESS HIGHWAY (62). 29. EXISTING & PROPOSED ELECTRIC AND COMMUNICATIONS (TELEPHONE AND 5. ABANDONED EXISTING UTILITIES AND UTILITIES TO BE ABANDONED SHALL BM BENCH MARK MISC MISCELLANEOUS CABLE) SYSTEMS LOCATIONS ARE APPROXIMATE ONLY AND SHALL BE EITHER BE ABANDONED IN PLACE AS NOTED OR SHALL BE REMOVED AND BOS BOTTOM OF SLOPE MTD MOUNTED 3. OVERALL LOT SIZE: 79,692f S.F. COORDINATED AND SCHEDULED WITH THE APPROPRIATE UTILITY COMPANY DISPOSED OF AS SPECIFIED. ALL UTILITIES SCHEDULED FOR BOW BOTTOM OF WALL MW MONITORING WELL ABANDONMENT OR REMOVAL AND DISPOSAL MUST BE COORDINATED BY THE BRK BRICK 4. DURING CONSTRUCTION, ALL VEHICLES MUST BE PARKED ON SITE.. SERVICING THE PROJECT SITE. N NORTH CONTRACTOR WITH THE RESPECTIVE UTILITY OWNER. WHEN ABANDONED BV&B BUTTERFLY VALVE & BOX NIC NOT CONTRACT 30. CONTRACTOR IS RESPONSIBLE FOR DIGGING TEST HOLES AND VERIFYING UTILITIES ARE TO BE LEFT IN PLACE, PLUG OR CAP THE ENDS OF THE BVW BORDERING VEGETATED WETLAND NO NUMBER 5. DURING CONSTRUCTION, ALL STAGING AND DELIVERIES WILL OCCUR ON ANY EXISTING UTILITY OR STRUCTURE PRIOR TO CONSTRUCTION. CONDUITS AND PIPES. REMOVE ABANDONED UTILITY MANHOLES, JUNCTION SITE. BOXES AND SIMILAR STRUCTURES TO A MINIMUM DEPTH OF 4 FEET BELOW CAN CABLE TELEVISION NTS NOT TO SCALE CONTRACTOR SHALL VERIFY THAT BASED ON EXACT LOCATION OF EXISTING FINISHED GRADE AND PUNCTURE OR BREAK THE BOTTOM SLABS OF 6. EXTERIOR CONSTRUCTION ACTIVITIES ON THE SITE SHALL NOT COMMENCE UTILITIES, THERE ARE NO CONFLICTS BETWEEN THE EXISTING AND THE CB CATCH BASIN OC ON CENTER PRIOR TO 7:00 A.M. AND SHALL CEASE NO LATER THAT 6:00 P.M. MONDAY PROPOSED UTILITIES/DRAINAGE STRUCTURES. MANHOLES AND SIMILAR STRUCTURE TO ALLOW DRAINAGE. BACKFILL AND CF CUBIC FEET OD OUTSIDE DIAMETER COMPACT EXCAVATIONS RESULTING FROM REMOVAL OF UTILITY FACILITATES, CFS CUBIC FEET PER SECOND OHW OVERHEAD WIRE THROUGH FRIDAY, 8:00 A.M. TO 6:00 P.M. SATURDAY AND NOT AT ALL ON AS REQUIRED TO RESTORE THE ORIGINAL GRADE. SUNDAYS. IF HOURS ARE MORE STRINGENT PER THE LOCAL PERMIT 31. THE CONTRACTOR SHALL ADHERE TO ALL PERMIT CONDITIONS PROVIDED BY CI CAST IRON (PIPE) OVHD OVERHEAD REQUIREMENTS, THESE ARE TO BE FOLLOWED. THIS DOES NOT INCLUDE ALL GOVERNING AGENCIES AT NO ADDITIONAL COSTS. THIS INCLUDES BUT 6. THE CONTRACTOR SHALL MAKE ARRANGEMENTS FOR THE ALTERATION AND CL CENTERLINE OW OBSERVATION WELL IS NOT LIMITED TO BUILDING PERMITS, DEMOLITION PERMITS, PLUMBING, CLDI CEMENT LINED DUCTILE IRON (PIPE) OFF SITE UTILITY WORK. ADJUSTMENTS OF NATURAL GAS, ELECTRIC, TELEPHONE AND ANY OTHER GAS, AND ELECTRICAL PERMITS. PERMITS FROM THE PLANNING BOARD OR CM CONSTRUCTION MANAGER PC POINT OF CURVATURE 7. THIS PROJECT WILL BE SERVED BY PUBLIC WATER AND SEWER AND CITY COUNCIL. UTILITY BY THE UTILITY OWNER. CMP CORRUGATED METAL PIPE PCC PRECAST CONCRETE CURB PRIVATE, NATURAL GAS, TELEPHONE, CABLE AND ELECTRIC. ALL UTILITY 32. DURING EXCAVATION THE CONTRACTOR SHALL USE THE FOLLOWING PIPE MATERIALS: CO CLEAN OUT PI POINT OF INTERSECTION UT MATERIALS THAT DO NOT CONC CONCRETE PKG PARKING LINES WILL BE INSTALLED UNDERGROUND UNLESS OTHERWISE NOTED. 7. ANY EXISTING EARTH C "LOAM" SEWER - PVC (POLYVINYL CHLORIDE), SDR 35 (UNLESS PL PROPERTY LINE MEET THE ORDINARY FILL SPECIFICATIONS OR LOAM SPECIFICATIONS AND CONST CONSTRUCTION PLMB PLUMBING 8. THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR CANNOT BE REUSED SHALL BE REMOVED OFFSITE BY THE CONTRACTOR AT OTHERWISE SPECIFIED ON PLAN) CONT CONTRACTOR ELEVATION OF EXISTING UTILITIES AND STRUCTURES AS SHOWN ON THESE NO ADDITIONAL COST TO THE OWNERS. MATERIAL WHICH DOES NOT MEET DRAIN - DUAL WALL HDPE (HIGH DENSITY CORRUGATED CRD . COORDINATE POC POINT ON CURVATURE THE SPECIFICATION INCLUDES ALL BOULDERS ROCKS CONSTRUCTION POLYETHYLENE PIPE WITH SMOOTH INNER WALL) ASTM D2321 (UNLESS CPP CORRUGATED POLYETHYLENE PIPE POT POINT ON TANGENT PLANS IS BASED ON RECORDS OF VARIOUS UTILITY COMPANIES AND WHERE PRC POINT OF REVERSE CURVATURE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THIS INFORMATION IS NOT DEBRIS, AND MISC. MATERIAL. PRIOR TO REUSE, CONTRACTOR TO PROVIDE OTHERWISE SPECIFIED ON PLAN) CUL CULVERT PROP, P PROPOSED TO BE RELIED ON AS BEING EXACT OR COMPLETE. THE LOCATION OF ALL TESTING REPORT OF SIEVE ANALYSIS TO ENGINEER FOR APPROVAL. WATER - C.L.D.I. (CEMENT LINED CY CUBIC YARD PT POINT (OR POINT OF TANGENT) UNDERGROUND UTILITIES AND STRUCTURES SHALL BE VERIFIED IN THE CONTRACTOR CAN AMEND MATERIALS AND CONTINUE TO RETEST AS PVC POLYVINYL CHLORIDE (PIPE) FIELD BY THE CONTRACTOR PRIOR TO THE START OF CONSTRUCTION. THE NECESSARY AT NO ADDITIONAL COST TO OWNER. AFTER AMENDING, IF 8. REFER TO SITE PREPARATION PLAN FOR EXISTING DRAINAGE STRUCTURES DB DISTRIBUTION BOX CONTRACTOR MUST CONTACT THE APPROPRIATE UTILITY COMPANY, ANY MATERIAL STILL DOES NOT MEET THE SPECIFICATIONS, IT IS TO BE TO BE REMOVED AND UTILITY ABANDONMENT. DBL DOUBLE R&R REMOVE & RESET/REPLACE DEM DEMOLISH GOVERNING PERMITTING AUTHORITY, AND "DIGSAFE" AT LEAST 72 HOURS REMOVED FROM SITE AT NO ADDITIONAL COST TO THE OWNER AND IN R&S REMOVE & STACK PRIOR TO ANY EXCAVATION WORK TO REQUEST EXACT FIELD LOCATION OF ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL LAWS AND 9. BEFORE UTILITY WORK BEGINS, THE CONTRACTOR WILL COORDINATE WITH DET DETENTION RCP REINFORCED CONCRETE PIPE UTILITIES AND THE ENGINEER SHALL BE NOTIFIED IN WRITING OF ANY REGULATIONS. THE LOCAL MUNICIPALITY FOR THE APPROPRIATE PERMIT AND INSPECTION DI DUCTILE IRON (PIPE) RD ROAD (OR ROOF DRAIN) UTILITIES INTERFERING WITH THE PROPOSED CONSTRUCTION AND FEES. DIA DIAMETER RED REDUCER 33. ANY PROPOSED. SIGNAGE SHALL BE APPROVED BY SEPARATE APPLICATION APPROPRIATE REMEDIAL ACTION TAKEN BEFORE PROCEEDING WITH THE DIM DIMENSION RELOC RELOCATE WORK. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO TO THE APPROPRIATE MUNICIPAL AUTHORITY INCLUDING BUT NOT LIMITED 10. ALL UTILITY CONNECTIONS THROUGH THE BUILDING WALL SHALL BE BY �+ RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT WITH THE PROPOSED TO THE ZONING BOARD OF APPEALS AND CITY COUNCIL. ALL PROPOSED DMH DRAIN MANHOLE REM REMOVE MEANS OF FLEXIBLE JOINTS. DW DOMESTIC WATER (OR DRY WELL) RET RETAIN, RETAINING OR RETENTION IMPROVEMENTS SHOWN ON THE PLANS AT NO ADDITIONAL COST. SIGNAGE MUST MEET THE REQUIREMENTS OF THE LOCAL ZONING CODE. DWG DRAWING ROW RIGHT OF WAY 11. A MINIMUM OF 10 FEET CLEAR HORIZONTALLY SHALL BE MAINTAINED RR RAILROADOF 9. ALL PROPOSED MAIN BUILDING ENTRANCES AND WALKS SHALL BE GRADING & DRAINAGE NOTES: BETWEEN WATER MAINS AND SANITARY SEWER MAINS AND/OR STORM DYCL DOUBLE YELLOW CENTERLINE RWL RAIN WATER LEADER " - , HANDICAP ACCESSIBLE PER FEDERAL ADA & MA AAB REGULATIONS. DRAINS. WHENEVER CONDITIONS PREVENT A LATERAL SEPARATION OF 10 RWY ROADWAY Tt{a90. �c 1. EXISTING PAVEMENT SHALL BE SAW-CUT AND PAVEMENT JOINT SHALL BE FEET TO A WATER MAIN, THE WATER MAIN SHALL BE LAID IN A SEPARATE EHH ELECTRIC HANDHOLE J.10. ALL SITE WORK DONE FOR THIS PROJECT SHALL BE IN STRICT INSTALLED WHERE NECESSARY TO ENSURE A SMOOTH CONTINUOUS GRADE. TRENCH AND THE DIFFERENCE IN ELEVATION BETWEEN THE WATER MAIN EL ELEVATION SD SUBDRAIN v vvrCINIL s y ELEC ELECTRIC SF SQUARE FEET No.43119 ACCORDANCE WITH THE SITE PLANS AND SITE WORK SPECIFICATIONS FOR AND THE SEWER MAIN SHALL BE AT LEAST 18 INCHES. EMH ELECTRIC MANHOLE SGC SLOPED GRANITE CURB CONSTRUCTION. 2. THE ARCHITECTURAL PLANS SHALL BE REFERRED TO IN ORDER TO �IST�E DETERMINE THE EXACT LOCATIONS OF DOORS, ROOF DRAIN LATERALS AND 12• ALL FILL MATERIAL IS TO BE IN PLACE, AND COMPACTED BEFORE EOP EDGE OF PAVEMENT SMH SEWER MANHOLE ssrorrAl- 11. ANY DAMAGE TO PRIVATE OR PUBLIC PROPERTIES DUE TO THE PRECISE BUILDING DIMENSIONS. INSTALLATION OF PROPOSED UTILITIES. FOR EDGE OF ROAD SP STANDPIPE CONTRACTOR'S ACTIVITIES SHALL BE REPAIRED AND RESTORED BY THE • EOW EDGE OF WETLANDS SPEC SPECIFICATION CONTRACTOR AT THEIR OWN EXPENSE. 13. CONTRACTOR SHALL NOTIFY THE UTILITY AUTHORITY'S INSPECTORS 72 ETC ELECTRIC, TELEPHONE, CABLE STA STATION PROFESSIONAL ENGINEER FOR 3 ALL GRADING OPERATIONS SHALL BE COORDINATED WITH THE APPROPRIATE STC STORMCEPTOR ALLEN & MAJOR ASSOCIATES, INC. UTILITY COMPANIES. HOURS BEFORE CONNECTING TO ANY EXISTING LINE. EXIST EXISTING STD STANDARD 12. ALL PROPERTY MARKERS AND STREET LINE MONUMENTS SHALL BE EXT EXTERIOR STRTL STRUCTURAL PROPERLY PROTECTED DURING CONSTRUCTION. ANY DAMAGE TO THESE 4. IN LANDSCAPED AREAS THE TOP ELEVATION OF MANHOLES SHALL MATCH 14. MINIMUM TRENCH WIDTH SHALL BE 2 FEET. SWEL SOLID WHITE EDGE LINE ITEMS SHALL BE REPAIRED AND RESTORED BY A SURVEYOR REGISTERED IN THE FINISH GRADE OF THE TOPSOIL. IN PAVED AREAS THE TOP FA FIRE ALARM SW SIDEWALK ELEVATIONS OF MANHOLES SHALL MATCH FINISH GRADE. 15. ALL WATER JOINTS ARE TO BE MECHANICAL JOINTS WITH THRUST BLOCKING FCC FLUSH CONCRETE CURB SWLL SOLID WHITE LANE LINE THE STATE OF MASSACHUSETTS AT THE CONTRACTOR'S EXPENSE. AT BENDS. FES FLARED END SECTION SYCL SOLID YELLOW .CENTERLINE 13. ALL APPLICABLE PERMITS AND AN APPROVED SET OF PLANS SHALL BE �• ALL AREAS DISTURBED DURING CONSTRUCTION SHALL BE STABILIZED AS FFE FINISH FLOOR ELEVATION AVAILABLE AT THE CONSTRUCTION SITE. SOON AS POSSIBLE UPON COMPLETION OF CONSTRUCTION WORK IN THE 16. CONTRACTOR SHALL MAINTAIN A MINIMUM OF 5'-0" COVER AND A MAXIMUM 'AREA. FLNP FIRE LANE NO PARKING TB TEST BORING OF 8 -0" COVER ON ALL WATERLINES. FPS FEET PER SECOND TC TOP OF CURB 14. THE CONTRACTOR IS RESPONSIBLE FOR SCHEDULING A PRE-CONSTRUCTION 6. FS FIRE SERVICE TD TRENCH DRAIN TEMPORARY TUBULAR BARRIER PROTECTION AND/OR SILT SACKS SHALL BE FT FOOT/FEET TEL, T TELEPHONE REV DATE DESCRIPTION MEETING THE WITH THE APPROPRIATE CITY DEPARTMENTS, THE17. IN THE EVENT OF A VERTICAL CONFLICT BETWEEN WATERLINES, .SANITARY INSTALLED AND MAINTAINED AT EXISTING DRAINAGE STRUCTURES DURING APPROPRIATE UTILITY COMPANIES, THE OWNER AND OWNER'S LINES, STORM LINES AND GAS LINES (EXISTING AND PROPOSED), THE TMH TELEPHONE MANHOLE CONSTRUCTION, TO PREVENT SEDIMENT LADEN RUNOFF FROM ENTERING REPRESENTATIVE. THE MEETING SHALL TAKE PLACE PRIOR TO THE START SANITARY LINE SHALL BE DUCTILE IRON PIPE WITH MECHANICAL JOINTS AT GC GENERAL CONTRACTOR TOS TOP OF SLOPE APPLICANT\OWNER: OF CONSTRUCTION AND THE CONTRACTOR MUST.. PROVIDE 48 HOURS THE DRAINAGE SYSTEM. LEAST 10 FEET ON BOTH SIDES OF CROSSING, THE WATERLINE SHALL GEN GENERAL TOW TOP OF WALLTP TEST PIT LIFE STORAGE NOTICE TO ALL ATTENDEES PRIOR TO THE START OF THE MEETING. HAVE MECHANICAL JOINTS WITH APPROPRIATE THRUST BLOCKING AS 6467 MAIN STREET 7. CONTRACTOR IS RESPONSIBLE FOR DEMOLITION OF EXISTING STRUCTURES " GG GAS GATE TS&V TAPPING SLEEVE & VALVE REQUIRED TO PROVIDE A MINIMUM OF 18 CLEARANCE BETWEEN THE GR GUIDE RAIL 15. APPROPRIATE WARNING SIGNS, MARKERS, BARRICADES AND/OR FLAG MEN INCLUDING REMOVAL OF ANY EXISTING UTILITIES SERVING THE STRUCTURE PIPES. WHERE THE WATERLINE IS LESS THAN THE 18" VERTICAL GRAN GRANITE TYP TYPICAL WILLIAMSVILLE, NY 14221 SHALL BE PROVIDED TO REGULATE TRAFFIC. CONSTRUCTION TRAFFIC PER DEMOLITION PLAN. CONTROLS SHALL BE IMPLEMENTED AND OPERATED ACCORDING TO THE CLEARANCE AND MEETING 10' HORIZONTAL CLEARANCE CANNOT BE MET, GV GATE VALVE UD UNDERDRAIN MASS DEPARTMENT OF TRANSPORTATION, THE MANUAL ON UNIFORM TRAFFIC 8'• ALL CATCH BASINS, MANHOLES, DETENTION SYSTEMS, AND WATER QUALITY THE WATER MUST BE ENCASED IN CONCRETE. GV&B GATE VALVE & BOX UL UNDERWRITERS LABORATORY PROJECT: TO CONTROL DEVICES (MUTCD) AND THE LOCAL AUTHORITY. AND DEBRIS PRIOR STRUCTURES ARE TOTO FINALEANED APPROVAREMOVE ALL CONSTRUCTION SILT L. 18 ALL CONCRETE FOR ENCASEMENTS SHALL HAVE A MINIMUM 28 DAY GW GROUND WATER UP UTILITY POLE LIFE STO RAG E COMPRESSION STRENGTH OF 3000 P.S.I. HCR HANDICAP RAMP VCP VITRIFIED CLAY PIPE REDEVELOPMENT 16. THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING ADDITIONAL BENCHMARK 9. IF ANY EXISTING UTILITY STRUCTURES TO REMAIN ARE DAMAGED DURING HOR HORIZONTAL VERT VERTICAL INFORMATION IF REQUIRED. THE CONTRACTOR IS RESPONSIBLE FOR HT HEIGHT VGC VERTICAL GRANITE CURB CONSTRUCTION, IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO 19. CONTRACTOR IS RESPONSIBLE FOR COMPLYING WITH THE SPECIFICATIONS LOCATING AND PROTECTING ALL EXISTING BENCHMARKS. IF IT IS AND/OR REPLACE THE EXISTING STRUCTURE AS NECESSARY TO OF THE LOCAL AUTHORITIES WITH REGARDS TO MATERIALS AND HW HEADWALL 435 HIGHLAND AVENUE REPAIR AN NECESSARY TO RELOCATE A BENCHMARK, IT SHALL BE RELOCATED BY A INSTALLATION OF THE WATER, SEWER, GAS AND ELECTRICAL AND Y HIGHWAY Wp WOOD SALEM, MA MASSACHUSET RETURN TO EXISTING CONDITIONS OR BETTER AT NO ADDITIONAL COST.TS PROFESSIONAL LAND SURVEYOR AND DONE SO AT THE HW TELECOMMUNICATIONS LINES. H HYDRANT WG WATER GATE CONTRACTOR'S EXPENSE. 10. ALL STORM PIPES ENTERING STRUCTURES SHALL BE GROUTED TO ENSURE WM WATER MAIN CONNECTION AT STRUCTURE IS WATERTIGHT. 20. ALL NECESSARY INSPECTIONS AND/OR CERTIFICATIONS REQUIRED BY CODES ID INSIDE DIAMETER WMH WATER MANHOLE PROJECT NO. 2570-01 DATE: 06/25/2019 0 17. ALL BUILDING DIMENSIONS ARE MEASURED TO THE OUTSIDE FACE OF THE AND/OR UTILITY SERVICE COMPANIES SHALL BE PERFORMED PRIOR TO IN INCHES WSO WATER SHUTOFF BUILDING. . 11. ALL STORM DRAIN MANHOLES SHALL HAVE TRAFFIC BEARING RING & ANNOUNCED BUILDING POSSESSION AND THE FINAL CONNECTION OF INCL INCLUDE ti COVERS & SHALL BE LABELED "DRAIN". SERVICE. INST INSTALLED SCALE: NONE DWG.NAME: C257001 018. ALL RADII ARE 3 FEET UNLESS OTHERWISE NOTED. z 21. DOMESTIC WATER SERVICES SHALL BE INSTALLED WITH APPROPRIATELY INV, I.E. INVERT, INVERT ELEVATION DESIGNED BY: SJL/BES CHECKED BY: CMQ � 19. ALL PARKING LOT AND AISLE DIMENSIONS ARE TAKEN FROM THE FACE OF 12. THE CONTRACTOR SHALL ADHERE TO ALL TERMS & CONDITIONS AS CURB AND INDICATE EDGE OF PAVEMENT. OUTLINED IN THE GENERAL N.P.D.E.S. PERMIT FOR STORM WATER SIZED GATE, BOX, AND TEE FITTINGS. PREPARED BY: �n DISCHARGE ASSOCIATED WITH CONSTRUCTION ACTIVITIES. z 22. ALL WATER MAIN APPURTENANCES, MATERIALS, METHODS OF INSTALLATION 20. CONSTRUCTION DURING WET WEATHER OR WINTER CONDITIONS IS TO BE ►� 13. CONTRACTOR SHALL ENSURE POSITIVE DRAINAGE AWAY FROM BUILDINGS AND TESTING REQUIREMENTS SHALL MEET OR EXCEED THE LOCAL Q ANTICIPATED AND PROVISIONS TO ADEQUATELY ADDRESS THESE CONDITIONS FOR ALL NATURAL AND PAVED AREAS. MUNICIPALITY REQUIREMENTS. SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR AT NO ADDITIONAL m COST. 14. CONTRACTOR SHALL APPLY STABILIZATION FABRIC TO ALL SLOPES STEEPER 23. PRESSURE AND LEAKAGE TEST, DISINFECTION AND FLUSHING SHALL BE IN °p THAN 3H:1V. ACCORDANCE WITH ALL LOCAL MUNICIPAL STANDARDS AND REQUIREMENTS. �I 21. THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING AND PAYING FOR ANY 24. CONTRACTION SHALL BE RESPONSIBLE FOR ALL COSTS IN CONNECTION QT PERMITS AND/OR CONNECTION FEES REQUIRED TO CARRY OUT THE WORK WITH THE UTILITY TESTS, FLUSHING AND INSPECTIONS AS REQUIRED BY ALLEN V�, MAJOR / 15. ALL DRAINAGE SYSTEM COMPONENTS SHALL CONFORM TO LOCAL of INCLUDING BUT NOT LIMITED TO DEMOLITION. REQUIREMENTS. THE LOCAL MUNICIPALITY. ASSOCIATES, 1N • r� N 22. DISPOSAL OF ALL DEMOLISHED MATERIALS INCLUDING EXISTING MISC. 25. SEWER PIPE BEDDING MATERIAL SHALL BE AS SPECIFIED ON THE civil & structural engineering ♦ land surveying v CONSTRUCTION DEBRIS IS THE RESPONSIBILITY OF THE CONTRACTOR AND UTILITY NOTES: DRAWINGS. IF LOCAL OR STATE AUTHORITIES REQUIRE DIFFERENT BEDDING environmental consulting ♦ landscape architecture i MUST BE DISPOSED OF OFF-SITE IN ACCORDANCE WITH ALL FEDERAL, OR BACKFILL MATERIAL, THEN THE MORE STRINGENT SHALL APPLY. w w w . a 1 1 e n m a j o r . c o m STATE, AND LOCAL MUNICIPAL REQUIREMENTS AT NO ADDITIONAL COST. 1. THE LATEST STANDARDS OF THE LOCAL MUNICIPALITY SHALL BE FOLLOWED WHEN INSTALLING ANY SANITARY SEWER AND STORM DRAIN WORK. BOTH 26. DRAWINGS DO NOT NECESSARILY SHOW ALL EXISTING UTILITIES. 100 COMMERCE WAY, SUITE 5 23. ALL DISTURBED AREAS NOT NOTED TO RECEIVE OTHER TREATMENT ARE TO SEWER AND STORM DRAIN WORK WILL BE INSPECTED BY THE LOCAL woBURN MA 8 TEL: (781) 935-6-6889 RECEIVE SIX INCHES (6 ) MINIMUM OF TOPSOIL & SEED, AND BE GOVERNING AUTHORITY PERSONNEL AND ALL COSTS SHALL BE THE FAX: (781) 935-2896 MAINTAINED UNTIL ESTABLISHED & ACCEPTED. RESPONSIBILITY OF THE CONTRACTOR. WOBURN, MA ♦ LAKEVILLE, MA ♦ MANCHESTER, NH z 24. EXISTING STRUCTURES WITHIN CONSTRUCTION LIMITS ARE TO BE 2. THE LATEST STANDARDS OF THE LOCAL MUNICIPALITY SHALL BE FOLLOWED THIS DRAWING HAS BEEN PREPARED IN ELECTRONIC FORMAT. PROTECTED, ABANDONED, REMOVED OR RELOCATED AS NECESSARY. WHEN INSTALLING ANY WATER LINE WORK. WATER LINE WORK WILL BE DIG SAFE CLIENT/CLIENTS REPRESENTATIVE OR CONSULTANT MAY BE Q INSPECTED BY THE LOCAL GOVERNING AUTHORITY PERSONNEL AND ALL 25. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL RELOCATIONS, INCLUDING COSTS SHALL INCLUDE PRESSURE TESTING, DISINFECTING, AND FLUSHING PROVIDED COPIES OF DRAWINGS AND SPECIFICATIONS ON MAGNETIC o MEDIA FOR HIS/HER INFORMATION AND USE FOR SPECIFIC BUT NOT LIMITED TO, ALL UTILITIES, STORM DRAINAGE, SIGNS, & POLES, OF LINES. INSPECTION COSTS SHALL BE THE RESPONSIBILITY OF THE APPLICATION To THIS PROJECT.DUE TO THE POTENTIAL THAT THE ETC. AS REQUIRED. ALL WORK SHALL BE IN ACCORDANCE WITH THE CONTRACTOR. THE CONTRACTOR SHALL BE RESPONSIBLE FOR INSTALLATION MAGNETIC INFORMATION MAY BE MODIFIED UNINTENTIONALLY OR LOCAL MUNICIPALITY'S GOVERNING AUTHORITY'S SPECIFICATIONS AND SHALL AND REMOVAL OF ALL NECESSARY DISINFECTING AND FLUSHING TAPS AS OTHERWISE,ALLEN&MAJOR ASSOCIATES,INC.MAY REMOVE ALL BE APPROVED BY SAME. DIRECTED BY THE CITY INDICATION OF THE DOCUMENTS AUTHORSHIP ON THE MAGNETIC . oI MEDIA.PRINTED REPRESENTATIONS OF THE DRAWINGS AND 26. THE CONTRACTOR SHALL COORDINATE WITH ALL UTILITY COMPANIES TO 3. THE CONTRACTOR SHALL REFER TO ARCHITECTURAL & PLUMBING DRAWINGS SPECIFICATIONS ISSUED SHALL BE THE ONLY RECORD COPIES OF ALLEN&MAJOR ASSOCIATES,INC'S WORK PRODUCT. DETERMINE EXACT POINT OF SERVICE CONNECTION AND DISCONNECTION AT AND SPECIFICATIONS FOR ACTUAL LOCATION OF ALL ROOF DRAIN LATERALS EXISTING UTILITY. AND UTILITY ENTRANCES TO INCLUDE SANITARY SEWER LATERALS, DOMESTIC BEFORE YOU DIG DRAWING TITLE: SHEET No. v AND FIRE PROTECTION WATER SERVICE, ELECTRIC, TELEPHONE, AND CALL 811 OR 27. ALL ELEVATIONS SHOWN ARE IN REFERENCE TO THE BENCHMARKS SHOWN NATURAL GAS SERVICE. THE CONTRACTOR SHALL COORDINATE INSTALLATION 1-888-DIG-SAFE ON THE EXISTING CONDITIONS SITE PLAN AND MUST BE VERIFIED BY THE OF UTILITIES IN SUCH A MANNER AS TO AVOID CONFLICTS AND 1-888-344-7233 ABBREVIATIONS & NOTES C-00 Z Copyright©2019Allen&Major Associates,Inc. All Rights Reserved EROSION CONTROL NOTES EROSION & SEDIMENTATION CONTROL NOTES: EROSION & SEDIMENTATION CONTROL NOTES (CONTINUEDY: MAINTENANCE: 1. EROSION CONTROL SHALL BE INSTALLED PRIOR TO CONSTRUCTION AND SHALL BE ALL MEASURES STATED ON THE STORMWATER POLLUTION PREVENTION PLANS, SHALL BE ADEQUATE TO MAINTAIN SEDIMENT ON SITE. ANY MODIFICATIONS TO SILT CONTROLS 18. ALL DISTURBED OR EXPOSED AREAS SUBJECT TO EROSION SHALL BE STABILIZED WITH MAINTAINED IN FULLY FUNCTIONAL CONDITION BY CONTRACTOR UNTIL NO LONGER REQUIRED SHOWN ON THE APPROVED PLANS AS A RESULT OF ACTUAL FIELD CONDITIONS OR MULCH OR SEEDED FOR TEMPORARY VEGETATIVE COVER. NO AREA, SUBJECT TO FOR A COMPLETED PHASE OF WORK OR FINAL STABILIZATION OF THE SITE. ALL EROSION CONSTRUCTION PRACTICES SHALL BE INSTALLED IN ACCORDANCE WITH B.M.P. (BEST EROSION SHALL BE LEFT DISTURBED AND UNSTABILIZED FOR PERIODS LONGER THAN AND SEDIMENTATION CONTROL MEASURES SHALL BE CHECKED BY A QUALIFIED PERSON IN MANAGEMENT PRACTICES) PER THE E.P.A. 2017 "CONSTRUCTION GENERAL PERMIT" IS ABSOLUTELY NECESSARY TO CARRY OUT THAT PORTION OF THE CONSTRUCTION ACCORDANCE WITH THE CONTRACT DOCUMENTS OR THE APPLICABLE PERMIT, WHICHEVER IS MANUAL, AND MASSACHUSETTS 2003 EROSION & SEDIMENT CONTROL GUIDELINES FOR WORK OR SIX MONTHS AFTER SOIL HAS BEEN DISTURBED WHICHEVER IS LESS. MORE STRINGENT, AND REPAIRED IN ACCORDANCE WITH THE FOLLOWING: URBAN AND SUBURBAN AREAS, ANY SUCH MODIFICATIONS FROM THE ABOVE MANUALS SHALL BE INSTALLED AS APPROVED BY THE ENGINEER OR THE LOCAL MUNICIPALITY. 19. CULVERT/PIPE INLETS AND OUTFALLS SHALL BE PROTECTED BY TUBULAR BARRIER 1. INLET PROTECTION DEVICES AND BARRIERS SHALL BE REPAIRED OR REPLACED IF THEY FILTERS AND STONE CHECK DAMS UNTIL DISTURBED AREAS ARE PERMANENTLY SHOW SIGNS OF UNDERMINING, OR DETERIORATION. 2. AREAS OF EXPOSED SOIL UNDERGOING CONSTRUCTION THAT WILL f OT BE STABILIZED. COVERED AND OR FINISHED GRADED SHALL BE STABILIZED AS SOON AS PRACTICABLE 2. ALL SEEDED AREAS SHALL BE CHECKED REGULARLY TO SEE THAT A HEALTHY STAND BUT IN NO CASE MORE THAN 14 DAYS AFTER THE CONSTRUCTION ACTIVITY (UNLESS 20. TUBULAR BARRIER DIKES SHALL BE CONSTRUCTED AT ALL EXISTING & PROPOSED OF GRASS IS MAINTAINED. AREAS SHOULD BE FERTILIZED, WATERED, AND RESEEDED AS MUNICIPALITY HAS STRICTER REQUIREMENTS WHICH SHALL BE FOLLOWED) IN THAT CATCH BASINS. NO SEDIMENTATION SHALL ENTER THE ON-SITE OR OFF-SITE DRAINAGE NEEDED. PORTION OF THE SITE HAS TEMPORARILY OR PERMANENTLY CEASED. TEMPORARY SYSTEMS AT ANY TIME. EROSION CONTROL MEASURES SHALL INCLUDE EROSION CONTROL MESH, NETTING OR 21. ALL EROSION CONTROL MEASURES SHALL BE ROUTINELY INSPECTED, CLEANED AND 3. ALL SEDIMENT CONTROLS SHALL BE REPAIRED TO THEIR ORIGINAL CONDITIONS IF MULCH AS DIRECTED BY THE OWNER'S REPRESENTATIVE AND SHOWN ON THE DESIGN REPAIRED OR REPLACED AS NECESSARY THROUGHOUT ALL PHASES OF CONSTRUCTION. DAMAGED. SEDIMENT SHALL BE REMOVED FROM THE TUBULAR SEDIMENT CONTROLS PLANS. IF MULCH IS USED, STRAW MULCH SHALL BE APPLIED AT THE RATE OF 4 IN ADDITION INSPECTIONS SHALL TAKE PLACE WEEKLY AND BEFORE AND AFTER EACH WHEN IT REACHES HALF THE HEIGHT OF THE CONTROL MEASURE OR AS REQUESTED BALES PER 1,000 SQUARE FEET. APPLICATION AREA SHALL BE SUFFICIENTLY COVERED RAINFALL EVENT. BY THE OWNER OR ENGINEER. WITH MULCH TO AVOID ANY VISIBLE SOIL EXPOSURE. MULCH SHALL BE KEPT MOIST TO AVOID LOSS DUE TO WIND. MULCH AND NETTING SHALL BE APPLIED IN THE BASE OF 22 ALL PROPOSED SLOPES STEEPER THAN 3:1 SHALL BE STABILIZED WITH JUTE MESH 4. THE CONSTRUCTION ENTRANCES SHALL BE MAINTAINED IN A CONDITION WHICH WILL . ALL GRASSED WATERWAYS, IN VEGETATIVE SLOPES WHICH EXCEED 15% AND DISTURBED PREVENT TRACKING OR FLOW OF MUD ONTO PUBLIC RIGHTS-OF-WAY. THIS MAY AREAS WITHIN 100 FEET OF WETLANDS OR STREAMS. AND PROTECTED FROM EROSION UNTIL WORK IS COMPLETE AND GROUND COVER IS REQUIRE PERIODIC TOP DRESSING OF THE CONSTRUCTION ENTRANCES AS CONDITIONS ESTABLISHED. DEMAND. 3. IF DISTURBED AREAS DO NOT RECEIVE FINAL SEEDING BY OCTOBER 1ST OF THE 23. THE CONTRACTOR SHALL KEEP ON SITE AT ALL TIMES ADDITIONAL TUBULAR BARRIERS CONSTRUCTION YEAR, THEN ALL DISTURBED AREAS SHALL BE SEEDED WITH A WINTER 5. THE TEMPORARY PARKING AND STORAGE AREA SHALL BE KEPT IN GOOD CONDITION COVER CROP AT THE RATE OF 3 LBS PER 1,000 SQUARE FEET. WINTER SEEDING FOR INSTALLATION AT THE DIRECTION OF THE ENGINEER OR THE TOWN ENGINEER TO (SUITABLE FOR PARKING AND STORAGE). THIS MAY REQUIRE PERIODIC TOP DRESSING SHALL BE COVERED WITH EROSION CONTROL MESH (MULCH AND NETTING). HEAVY MITIGATE ANY EMERGENCY CONDITION. OF THE TEMPORARY PARKING AS CONDITIONS DEMAND. GRADE MATS SHALL BE USED IN THE BASE OF ALL GRASSED WATERWAYS ON 24. AS CONSTRUCTION DISTURBANCE IS GREATER THAN 1 ACRE A NATIONAL POLLUTANT VEGETATED SLOPES IN EXCESS OF 15%, AND ANY DISTURBED AREAS WITHIN 100 FEET DISCHARGE ELIMINATION SYSTEM (NPDES) CONSTRUCTION GENERAL PERMIT N01, AND 6. OUTLET STRUCTURES IN THE SEDIMENTATION BASINS SHALL BE MAINTAINED IN OF WETLANDS OR STREAMS. MULCH AND NETTING SHALL ALSO BE PROVIDED FOR OPERATIONAL CONDITIONS AT ALL TIMES. SEDIMENT SHALL BE REMOVED FROM SEDIMENT ADDITIONAL WINTER PROTECTION. STORM WATER POLLUTION PREVENTION PLAN (SWPPP) WILL NEED TO BE SUBMITTED TO BASINS OR TRAPS WHEN THE DESIGN CAPACITY HAS BEEN REDUCED BY 50%. THE EPA. THE NPDES PERMIT FOR STORM WATER DISCHARGE, & CONSTRUCTION 4. ALL TOPSOIL SHALL BE COLLECTED, STOCKPILED, SEEDED WITH RYE AT 3LBS PER 1,000 GENERAL PERMIT NOI WILL BE REQUIRED TO BE SUBMITTED AT LEAST 14 DAYS PRIOR SQUARE FOOT AND MULCHED, AND REUSED AS REQUIRED. TUBULAR BARRIERS SHALL TO COMMENCING CONSTRUCTION BY THE CONTRACTOR. CONSTRUCTION GENERAL PERMIT NOTES AND NARRATIVE: BE PLACED DOWN GRADIENT FROM STOCKPILED LOAM. LOAM SHALL BE STOCKPILED AT LOCATIONS DESIGNATED BY THE OWNER AND ENGINEER. 25. OWNER AND CONTRACTOR ARE RESPONSIBLE FOR COMPLIANCE WITH THE CONSTRUCTION NARRATIVE: THE STORMWATER POLLUTION PREVENTION PLANS CONSIST OF THE SITE GENERAL PERMIT N01. WEEKLY SWPPP INSPECTION REPORTS TO BE PERFORMED BY CONTRACTOR. COPIES OF ALL SWPPP INSPECTION REPORTS SHALL BE PROVIDED TO PREPARATION PLAN TOGETHER WITH AN EXISTING CONDITIONS PLANS, GRADING PLANS, 5. ALL TUBULAR BARRIERS, SILT SACKS, AND EROSION CONTROL BERMS SHALL BE ABBREVIATIONS AND NOTES SHEETS, AND DETAIL SHEETS. INSTALLED ACCORDING TO THE SITE PREPARATION PLAN. THESE SHALL BE MAINTAINED ` THE LOCAL MUNICIPALITY, EPA, DEP, OR ANY OTHER AUTHORITY REQUESTING WITHIN 3 �(N DURING DEVELOPMENT TO REMOVE SEDIMENT FROM RUNOFF WATER. ALL THE FILTER DAYS OF EACH INSPECTION. THE EROSION CONTROL PLAN WILL BE IMPLEMENTED T0: 14` BARRIERS AND EROSION CONTROL BERMS SHALL BE INSPECTED AFTER ANY RAINFALL OR RUNOFF EVENT, MAINTAINED AND CLEANED UNTIL ALL AREAS HAVE AT LEAST 26. APPLICABLE WORK AND MATERIALS SHALL COMPLY WITH ALL LOCAL, MA DEP, EPA A. TREAT EROSION AS SOON AS POSSIBLE AFTER DISTURBANCE. Of 85-90% VIGOROUS PERENNIAL COVER OF GRASSES. CONSTRUCTION GENERAL PERMIT STANDARDS. ALL CONSTRUCTION SHALL CONFORM TOs THE APPLICABLE SITE PLAN REGULATIONS FROM THE LOCAL AND USDA SOIL ' TLMIOTHY CONSERVATION SERVICE VEGETATIVE PRACTICES IN SITE DEVELOPMENT. B. PREVENT SEDIMENT FROM LEAVING THE CONSTRUCTION AREA AND ENTERING THE #� J.6. ADJACENT ROADS SHALL BE PERIODICALLY SWEPT OR WASHED TO AVOID TRACKING MUD, RECEIVING WATERS. � wfu>AMs DUST OR DEBRIS FROM THE CONSTRUCTION AREA AS OFTEN AS NECESSARY (WHICH 27. A WATERING TRUCK SHALL BE USED TO PERIODICALLY SPRINKLE CONSTRUCTION AREAS CI1L COULD BE ON A DAILY BASIS) TO REMOVE ANY SOIL OR SEDIMENTS AT NO ADDITIONAL C. CONSTRUCTION ACTIVITIES SHALL BE SCHEDULED TO MINIMIZE EROSION. No.43119 COST TO THE OWNER. A WATERING TRUCK WILL BE USED TO PERIODICALLY SPRINKLE IN ORDER TO KEEP THE LEVEL OF DUST TO A MINIMUM DURING THE DRY MONTHS .off ft _ CONSTRUCTION AREAS IN ORDER TO KEEP THE LEVEL OF DUST TO A MINIMUM DURING AND AS REQUIRED. D. ONLY DISTURB, CLEAR, OR GRADE AREAS NECESSARY FOR CONSTRUCTION. SSVONAI.�`� THE DRY MONTHS AT NO ADDITIONAL COST TO THE OWNER. 28. IF DEWATERING IS NECESSARY IT SHALL ONLY BE COMPLETED AS FOLLOWS: THE 7. THE CONTRACTOR SHALL USE EXTREME CAUTION TO AVOID ALLOWING SEDIMENTS TO DISCHARGE SHALL BE STOPPED IMMEDIATELY IF THE RECEIVING AREA SHOWS ANY SIGN PROFESSIONAL ENGINEER FOR ENTER THE STORM DRAIN SYSTEM DURING CONSTRUCTION. BOTH EXISTING AND OF INSTABILITY OR EROSION. ALL CHANNELS, SWALES, AND DITCHES DUG FOR ALLEN & MAJOR ASSOCIATES, INC. PROPOSED CATCH BASIN INLETS SHALL BE PROTECTED DURING CONSTRUCTION BY THE DISCHARGING WATER FROM THE EXCAVATED AREA SHALL BE STABLE PRIOR TO USE SILT SACKS AND/OR TUBULAR BARRIERS AROUND EACH INLET AS NOTED ON THE DIRECTING DISCHARGE TO THEM. IF A CONSTRUCTION EQUIPMENT BUCKET IS USED, IT PLANS. INLET PROTECTION MAY BE REMOVED ONLY AFTER FINISHED AREAS ARE PAVED SHALL EMPTY THE MATERIAL TO A STABLE AREA. NO DEWATERING SHALL OCCUR AND THE VEGETATED SLOPES ARE ESTABLISHED WITH AT LEAST 85-90% OF VIGOROUS DURING PERIODS OF INTENSE, HEAVY RAIN. FLOW TO THE SEDIMENT REMOVAL STRUCTURE SHALL NOT EXCEED THE STRUCTURE'S CAPACITY TO SETTLE AND FILTER PERENNIAL GROWTH. FLOW OR ITS VOLUME CAPACITY. WHENEVER POSSIBLE, THE DISCHARGE FROM THE 8. AS APPLICABLE, EROSION CONTROL MESH SHALL BE APPLIED IN ACCORDANCE WITH THE SEDIMENT REMOVAL STRUCTURE SHALL DRAIN TO A WELL-VEGETATED BUFFER BY PLANS OVER ALL FINISHED SEEDED AREAS AS SPECIFIED ON THE DESIGN PLANS. SHEET FLOW WHILE MAXIMIZING THE DISTANCE TO THE NEAREST WATER RESOURCE AND MINIMIZING THE SLOPE OF THE BUFFER AREA. THERE SHALL BE NO DIRECT DISCHARGE 9. AT A MINIMUM, ALL TUBULAR BARRIERS AND FILTER FABRIC SHALL REMAIN IN PLACE TO EXISTING WETLANDS OR STREAMS. ALL DISCHARGE SHALL BE IN COMPLIANCE WITH UNTIL SEEDINGS OR PLANTINGS HAVE BECOME 85-90% ESTABLISHED. THE LOCAL STATE, LOCAL, AND FEDERAL REQUIREMENTS. REV DATE DESCRIPTION CONSERVATION COMMISSION MUST APPROVE THE REMOVAL OR RELOCATION OF ANY OF 29, INITIATE STABILIZATION OF EXPOSED AREAS IMMEDIATELY IF CONSTRUCTION WORK APPLICANT\OWNER: THE TUBULAR BARRIERS AND FILTER FABRIC. ONCE THE TUBULAR BARRIERS ARE TEMPORARILY OR PERMANENTLY CEASES. LIFE STORAGE REMOVED THE AREAS ARE TO BE LOAMED AND SEEDED TO ACHIEVE FULL STABILIZATION. 30. ALL DISCHARGES FROM POLLUTION SOURCES ARE PROHIBITED ONSITE SUCH AS FUELS, 6467 MAIN STREET 10. AT THE OWNER'S DISCRETION ADDITIONAL EROSION CONTROL MEASURES MAY BE WASTEWATER FROM WASH OUT OF CONCRETE, WASTEWATER FROM CLEAN OUT OF WILLIAMSVILLE, NY 14221 REQUIRED TO MAINTAIN STABILITY OF EARTHWORKS AND FINISHED GRADED AREAS. THE PAINTS, FORM RELEASE OILS, SOLVENTS, ADHESIVES, CURING COMPOUNDS, POLLUTANTS CONTRACTOR, AT HIS EXPENSE, WILL BE RESPONSIBLE FOR PROVIDING AND INSTALLING USED FOR MAINTENANCE OF VEHICLES AND EQUIPMENT, SOAPS & SOLVENTS TOXIC OR ANY ADDITIONAL MEASURES AS SPECIFIED BY THE OWNER. THIS INCLUDES BUT IS NOT HAZARDOUS SUBSTANCES, CHEMICALS AND OILS. IF A POLLUTANT IS DISCHARGED IT PROJECT: p /� LIMITED TO REQUESTS BY MA DEP, THE ENGINEER AND THE LOCAL MUNICIPALITY, AS NEEDS TO BE IMMEDIATELY CLEANED UP BY REMOVING THE CHEMICAL AND AFFECTED LIFE STORAGE AUTHORIZED BY THE OWNER. FAILURE TO COMPLY WITH THE OWNER'S DIRECTIONS WILL SOIL OR AREA OF SPILL FROM THE SITE IN ACCORDANCE WITH BOTH THE RESULT IN DISCONTINUATION OF CONSTRUCTION ACTIVITIES. MANUFACTURER RECOMMENDATIONS, FEDERAL, STATE, AND LOCAL REQUIREMENTS. DO REDEVELOPMENT NOT CHEMICALS USED ON THE 11. INSPECTIONS AND MONITORING MAINTENANCE MEASURES SHALL BE APPLIED AS NEEDED SHALL OSE BE INOLVEAK-PROOF CONTAINERS ST REDN AD SPREAD SPILLED ITEM. L AWAY FROM WETLANDS, SURFAICE 43 5 HIGHLAND AVENUE DURING THE ENTIRE CONSTRUCTION CYCLE. WEEKLY INSPECTIONS SHALL BE HELD WATERS, STORMWATER INLETS, AND DRAINAGE MEASURES. SPILL KITS SHALL BE THROUGH THE DURATION OF CONSTRUCTION ACTIVITY. WEEKLY INSPECTION REPORTS AVAILABLE ONSITE FOR EMERGENCY USE. THERE SHALL BE A SECONDARY CONTAINMENT SALEM, MA SHALL BE MAINTAINED BY THE CONTRACTOR AND LOCATED IN THE CONTRACTORS FIELD MEASURE OF ALL CHEMICALS IN ADDITION TO SPILL-PROOF CONTAINERS. OFFICE ONSITE. IN ADDITION TO THE NORMAL WEEKLY INSPECTIONS, THE CONTRACTOR o SHALL PERFORM AN INSPECTION OF ALL EROSION CONTROL MEASURES AFTER EACH 31. PRIOR TO COMMENCEMENT OF CONSTRUCTION, APPLICABLE CONTRACTOR PERSONNEL PROJECT NO. 2570-01 DATE: 06/25/2019 RAINFALL OR RUNOFF EVENT, AND PERFORM THE NECESSARY REPAIRS. THE MUST HAVE AN UNDERSTANDING OF THE EPA CONSTRUCTION GENERAL PERMIT INSPECTIONS SHALL INCLUDE BUT NOT BE LIMITED TO THE SITE'S DOWN STREAM REQUIREMENTS AND THEIR SPECIFIC RESPONSIBILITIES UNDER THE PERMIT. AT A SCALE: NONE DWG.NAME: C-2570-01 Z DISCHARGE POINTS. MINIMUM, PERSONNEL MUST BE TRAINED AND UNDERSTAND THE FOLLOWING: LOCATION OF ALL STORMWATER CONTROLS AND HOW TO MAINTAIN THEM, PROCEDURES FOR DESIGNED BY: SJL/BES CHECKED BY: CMQ �3 12. IF ANY EVIDENCE OF SEDIMENTATION IS OBSERVED AT THE STORMWATER COMPLYING WITH THE POLLUTION PREVENTION REQUIREMENTS. PROCEDURES FOR MANAGEMENT AREA INLETS, THE CONTRACTOR SHALL, AT HIS OWN EXPENSE, PROVIDE A CONDUCTING INSPECTIONS, RECORDING FINDINGS, AND TAKING CORRECTIVE ACTION. PREPARED BY: Z PLAN TO THE ENGINEER TO REMOVE ANY ACCUMULATED SEDIMENT IN THESE AREAS. THE CONTRACTOR SHALL ALSO IMMEDIATELY PROVIDE ADDITIONAL ON SITE EROSION AND 32. ALL SEDIMENT TRACKED ONTO ROADWAYS MUST BE REMOVED AT END OF EACH WORK SEDIMENTATION CONTROL MEASURES TO PREVENT FURTHER DEGRADATION OF THE AREA. DAY. m 13. FOLLOWING THE TEMPORARY OR FINAL SEEDINGS, THE CONTRACTOR SHALL 33. ALL USE OF CATIONIC TREATMENT CHEMICALS (EXAMPLES INCLUDE POLYMERS, Q INSPECT THE WORK AREA SEMI-MONTHLY TO ENSURE THE AREAS HAVE A CHITOSAN, CATIONIC PAM, FLOCCULANTS OR OTHER CHEMICAL UTILIZED FOR I MINIMUM OF 85-90% VEGETATED VIGOROUS GROWTH. RE-SEEDING SHALL BE CARRIED STABILIZATION) ARE PROHIBITED. IF ALL OTHER AVAILABLE STABILIZATION MEASURES ARE o OUT BY THE CONTRACTOR WITH FOLLOW UP INSPECTIONS IN THE EVENT OF ANY NOT POSSIBLE AND USE OF CATIONIC CHEMICALS IS ABSOLUTELY NECESSARY THE ALLEN & MAJOR FAILURES UNTIL VEGETATION IS ADEQUATELY ESTABLISHED. o CONTRACTOR WILL NEED TO CONTACT THE EPA NEW ENGLAND OFFICE IN WRITING FOR LO APPROVAL AND SPECIFIC REQUIREMENTS (MAXIMUM DOSAGE RATE, RESIDUAL TESTING, ASSOCIATES, INC. cV 14. CONTRACTOR & ALL SITE SUBCONTRACTORS SHALL BE FAMILIAR WITH & FOLLOW ALL SPECIFIC LIMITATIONS, ETC) PRIOR TO USE. APPROVED PERMITS AND CONDITIONS. CONTRACTOR SHALL MAINTAIN A COPY OF ALL civil & structural engineering ♦ land surveying APPROVED PERMITS ONSITE. ALL CONDITIONS & RECOMMENDATIONS WITHIN THE environmental consulting ♦ landscape architecture z APPROVED PERMITS SHALL BE COMPLETED. 34. IF USING NON-VEGETATIVE STABILIZATION MEASURES, IT MUST BE COMPLETED NO LATER w w w . a 1 1 e n m a j o r c o m THAN 14 DAYS AFTER INITIATING STABILIZATION. ALL AREAS OF EXPOSED SOILS MUST BE COVERED 100 COMMERCE WAY, SUITE 5 . 15. ALL EROSION MEASURES SHALL BE INSTALLED PRIOR TO CONSTRUCTION AND SHALL BE WOBURN MA 01801 v ADEQUATE TO MAINTAIN SEDIMENT ON SITE. ANY MODIFICATIONS SHALL BE INSTALLED TEL: (781) 935-6889 AS DIRECTED BY THE ENGINEER OR THE LOCAL MUNICIPALITY. 35. INSPECTIONS OF EROSION CONTROL MEASURES SHALL BE AT LEAST ONCE EVERY 7 FAX: (781) 935-2896 DAYS BY THE CONTRACTOR. AT A MINIMUM INSPECTIONS SHALL INCLUDE ALL DISTURBED Z 16. EROSION AND SEDIMENTATION CONTROL MEASURES SHALL BE MAINTAINED DURING AREAS, ALL STORMWATER CONTROLS AND POLLUTION PREVENTION MEASURES, ALL WOBURN, MA ♦ LAKEVILLE, MA ♦ MANCHESTER, NH Q CONSTRUCTION, AND SHALL REMAIN IN PLACE UNTIL ALL SITE WORK IS COMPLETE AND LOCATIONS WHERE STABILIZATION MEASURES HAVE BEEN IMPLEMENTED, EQUIPMENT AND GROUND COVER IS ESTABLISHED. MATERIAL STORAGE AREAS, ALL AREAS WHERE STORMWATER FLOWS AND ALL POINTS OF THIS DRAWING HAS BEEN PREPARED IN ELECTRONIC FORMAT. DISCHARGE. WHEN CORRECTIVE ACTIONS ARE REQUIRED, THE CONTRACTOR MUST CLIENT/CLIENTS REPRESENTATIVE OR CONSULTANT MAY BE IMMEDIATELY TAKE ALL STEPS TO PREVENT POLLUTANT DISCHARGES UNTIL A PROVIDED COPIES OF DRAWINGS AND SPECIFICATIONS ON MAGNETIC 17. TOP OF STOCKPILES SHALL BE COVERED IN SUCH MANNER THAT STORMWATER DOES MEDIA FOR HIS/HER INFORMATION AND USE FOR SPECIFIC � NOT INFILTRATE THE MATERIALS AND THEREBY RENDER THE SAME UNSUITABLE FOR PERMANENT SOLUTION IS IMPLEMENTED. AS NECESSARY NEW OR MODIFIED CONTROLS APPLICATION TO THIS PROJECT.DUE TO THE POTENTIAL THAT THE FILL USE. MUST BE INSTALLED AND OPERATIONAL, THE REPAIR MUST BE COMPLETED WITHIN 7 MAGNETIC INFORMATION MAY BE MODIFIED UNINTENTIONALLY OR o DAYS FROM THE TIME OF DISCOVERY. WITHIN 24 HOURS OF A TRIGGERING CONDITION OTHERWISE,ALLEN&MAJOR ASSOCIATES,INC. MAY REMOVE ALL o OCCURRING THAT REQUIRES A CORRECTIVE ACTION, A CORRECTIVE ACTION REPORT INDICATION OF THE DOCUMENTS AUTHORSHIP ON THE MAGNETIC MUST BE COMPLETED. MEDIA.PRINTED REPRESENTATIONS OF THE DRAWINGS AND N SPECIFICATIONS ISSUED SHALL BE THE ONLY RECORD COPIES OF ALLEN&MAJOR ASSOCIATES,INC.'S WORK PRODUCT. DRAWING TITLE: SHEET No. o - ABBREVIATIONS & NOTES C-002 Z Copyright(D2019 Allen&Major Associates,Inc. All Rights Reserved WE HEREB Y CER TIFY THAT THIS PLAN lS THE RESULT OF AN ACTUAL ON THE GROUND SURVEY PERFORMED ON OR BETWEEN LEGEND OCTOBER 24 A D N VEMB DRAIN MANHOLE (DMH) HANDICAPPED PARKING SPACE DRAIN LINE I3 ER 1, 2018. LOCUS REFERENCES DRILL HOLE (DH) O GAS METER QG WATER LINE ` - -CITY OF SALEM ASSESSORS MAP 3, LOT 127 IRON ROD (IR) 0 ELECTRIC METER QE SEWER LINE S -DEED BOOK 68995, PAGE 326 PROFESSIONAL LAN U VEYOR FOR G (�l -, ��5 P, �a -L.C.C. 7159-1, K & M SEWER MANHOLE (SMH) QS PAINTED ARROW GAS LINE C ALLEN & MAJOR ASSOCIATES, INC. `� P� -PLAN BOOK 333, PLAN 1 ELECTRIC MANHOLE (EMH) QQ PARKING SPACE COUNT 16 OVERHEAD WIRES ON N - 0P ��qRk PLAN REFERENCES CATCH BASIN (CB) ❑ WETLAND FLAG ►A31 FINISHED FLOOR ELEVATION FFE sT UTILITY POLE CONCRETE ' ° a° a a BITUMINOUS BIT. -PLAN BOOK 333, PLAN 1 UTILITY POLE W/LIGHT BUILDING CONCRETE CONC. Locus �� _ _ � FIRE HYDRANT � WETLAND GRANITE GRAN. tH oFa.,gss'cy NOTES Q � FSP ____ ,�� NORMAN I. L 1. NORTH ARROW IS BASED ON MASSACHUSETTS GRID COORDINATE FIRE STANDPIPE BUFFER ZONE BOTTOM CENTER (BC) LIPSITZ Q� SYSTEM (MAINLAND ZONE) (NAD 83). WATER SERVICE 1' CONTOUR - - -53--- TOP OF BELL TB 9N0.28446P �u 2. BOOK/PAGE AND PLAN REFERENCES ARE TAKEN FROM ESSEX WATER GATE 5' CONTOUR - -55 - - REINFORCED CONCRETE PIPE RCP69 (SOUTH) REGISTRY OF DEEDS IN SALEM, MA. GAS GATE GG O PROPERTY LINE POLYVINYL CHLORIDE PIPE PVC s u R� q 1, J. VERTICAL DATUM IS NAV0 88. q� 4. CONTOUR INTERVAL IS ONE FOOT (1'). BOLLARD 0 ABUTTERS LINE - - CORRUGATED METAL PIPE CMP Locus MAP CLEANOUT co EDGE OF PAVEMENT - - - NOW OR FORMERLY N/F INVERT (INV) m CURB BOOK BK. (NOT TO SCALE) SIGN CHAIN LINK FENCE X PAGE PG. SIGN ® STOCKADE FENCE o LAND COURT CASE L.C. I x� lb .--° D � DMH RIM=112.96 1NV(a)=1OZ91 ( \ BIT. BERM \ INV(b)=108.06 lNV(c)=107.91 � BIT. BERM 1 BIT. BERM G • DMH '�o((( ___ G 4-- C CB G 6" BARE ST Lf_L (1901) G _-C \ RIM=115.48 rt I \ INV(o)=109.98 x \ RIM=109.98 CB lNV(b)=112.03 16" WA 7 W \\ INV=f 06.08 Jr " y 1 ErJ Tel?_ RIM=115.10 y INV(c)=112.28 t \ rs INV=110.90 G INV(d)=110.28 METAL GUARDRAIL \ o HIGHLAND AVENUE \ GRAN. CURB ROUTE 107 - P'U6LIC - VARIABLE MOTH � lNV(e)=110.08 � _,.____,_GRAN._.CURB. _....._ \ _.�. __. .._ _. YELLOW PAINT LINE - �\ � ( ) METAL GUARDRAIL 12" f?uP f __.._._ ._. �'`� INV(f)=111.28 -_.. __ _ A \ e YELLOW PAINT LINE-- `' `� H.H. 'ar 18 RCP r _GRA CURB J ` 1 - _. - \ \ o _ a/ D c,d 'r +. \ SMH \ 12" RCS D D----- _- D-18 '- -- - Gt NMITE PAINT LINE YELLOW PAINT LIA(E o._ - ti Dll/T-- - ^ RIM=111.78 R=1953.26 �ti DMH R/M=112. 4 RIM=110.31 �a i(VV=f05.73(BC) _L=31.J9' WHl7F PAINT LINE \ R/M=115.00 RIM=111.49 C /1 r`�� SHUT WHl1L� PAINT LINE /NV=104.59B( RIM=111.81 CH=31.59' INV=111.80 INV(a)=105.19 � ._ _ _ _ -, / - -- _ _ TB=10s 21 " INv(b)=NPv / - ._.. -- ------IAr N19 22 56 E � y _ -- -_ 4» rA TER .`-.--- -r .. C;9"k-PAIN INEJ 1 12 HDPE -- lNV(c)=f05.99 T -- - __ -`32�,L ,t,,;_.. ___�T _ at INV(d)=f05.79/ - -�� - -=_'_ _. -- - - -1 .�' �,Y -"' �U B ` - L 12 CLAY 1? �t'r _ _. Cf 1�. . { GRAAI:�URB-_ _ 15 -- - OHiN #1590 OF rsl ! - L741 �- -- 1589 _ WOOD tWAL y. CB WOOD WALL r' / t7 b 4 3 I l RIM=111.30 •a UNABLE TO OPEN c=.�-(} NG---' E CB trn f'- clj. j \ WOOD WALL CO R BROKEN ® D ° ; 24 RIM=111.11 r 1" WA TER \ I INV q 107 41 \ Q -- 0 `1V HO CB1 FSP �._...INV(b)=10Z51 l 1 -� 4.9' 3 ® I v FFE=112.69 FFE=111.71 FFE=111.72 FFE=112.13 J 3 S65'34'17"E REV DATE DESCRIPTION o FFE=112.90 FFE=112.93 FFE=112.90 FFE=112.15 CB � '-� m � CB DMH RIM=111.84 125.00 APPLICANT\OWNER: ci R1M=111.88 /NV QM_ 07 22 C/TY OF SALEM TB=109.54 1 LIFE STO RAG E lNV(a)-f06.98 ( ) 2 STORY RwB REALTY 77?usT '� � v INV(b)=lOZ 18 /NV(b)=1OZ62 ASsESSoRS MAP 3 LOT 127 6467 MAIN STREET t CONC. BLOCK BK.50840/PG.232 1 �' FFE=112.94 /NV(c)=107.52 BUILDING AREA=79 692 f S.F. I •; N/F r 7 f ' C)t 112 BOSTON STREET WILLIAMSVILLE, INV=f06.93 r �f (1.83-�Ac.) cATE E I� 1 REALTY Llc IRON ROD NY 14ZZ1 / t CON7ROL BK.79414/PG.437 GATE I� `1 "0 ❑ � (FOUND BENT PROJECT: r l CONTROL FFE=112.27 FFE=112.70 r� U ) LIFE STO RAG E IFFE=112.96 FFE=11295 FFE=112.57 LOCATED BASE 1 C) �� " " ~1 1 Z~\ r -----. J STOCKADE N06.4523"W REDEVELOPMENT `BIT. 18" RCP 15" FENCE 43.08' (TIE) 435 HIGHLAND AVENUE 34.6 - ,✓ !� ��b \�a '� "`- FFE=112 42 �- - .- _.._ .- - - 1 � - 1 I SALEM, MA FFE=112.16 CB FFE=112.28 FFE=11251 _-- __ FFE=11247 R1M=111.55 N20�46'03" 125.70' �- �400 W CB • ( I i� INV=108.75 CON HAIN!UNK E�C � / � S74'06'37'E R1M=111.56 PIPE IS HALF WALL S 1 1 70.55' PROJECT N0. 2570-01 DATE: 06/25/2019 ! LZ /NV(a) 106.36 2 STORY BURR/ED /N i 10 / 6 -- I�1�1�,(( Y lNV(b)=106.66 `\ CONC. BLOCK ASPHAULT - \ -I" " G - SCALE: 1'-30' DWG. NAME: S-2570-01-EC R1M=112.27 G I �(� CB 100' WETLAND BUILDING 4" r L ST, SE CB INV-1 f0.52 \ 1 _ C) R1M=111.70 RIM=111.70 \ \ f t = ' I i �7 DRAFTED BY: A1R CHECKED BY: NIL x= 7B�ob-'NPV INV(o)=107.40 \ \ BIT. ( \ 2 i X ( ) lNV(b)=109.90 PREPARED BY: CHAIN LINK FENCE i INV(c)=NPV � � FFE=112.46 FFE=112 43 /NV(c)=110.60 FFE=112.50 FFE=112.48 v! NIF FIORE FAMILY �E� \ orn CB1T. 1 10 NOMINEE TRUST \ ,. \ N ai \ BK.68780/PG.344 I�� '' �`'• 12--`� N Cs er ".+-`-..r' b CONC WALL BENCHMARK SUMMARY \ \��` b! N - lAr Lrr _I a. c � - +. ,a_. o, ----- ----- . _ _ 1 1? - EDGEFA i/E19Et7'.s D _ 8, .._ 0 7`" i ( CONCH, WA L \ - ' NI ALLEN & MAJOR S1855 13"'W TBM# DESCRIPTION ELEV. INV=106.12 488.50' a ,,,_; N/F ROBERT A. & STOCKADE �j ' -C- - n STOCKADE P✓C DIANA M. RIDGE FENCE HYDRANT FLANGE BOLT FIORE FAMILY / ti ALBIN J. & Q 119.51 GCl 51T( 4 \GCS / +2 FENCE 1�LLlAM A�UZINSKI \ MARCIA S. PSZENNY BK.32072/PG.214 N19'33'21"E ASSOCIATES INC. OVER MAIN OPENING \ NOMINEE ]RUST �� BK.14294 G.580 \ \ / 2 K.14881/PG.225 39.89 (TIE) \� �• BK.68780/PG344 -� \ civil & structural engineering ♦ land surveying RAILROAD SPIKE 113.61 \ \ ) F` IRON ROD environmental consulting ♦ landscape architecture IN UPI 1589 \\\\ IRON W� CAP �. ��� \ (FOUND & HELD www . aIIenmajor . com \\\ GC4 (FOUND .58 COMMERCE WAY,FROM CORNER) FOR LINE) 100 WOB RN MA 801 8501E 5 \' N70'20'00"E TEL: (781) 935-6889 \ 34.44' (TIE) FAX: (781) 935-2896 C5 \ WETLAND LINE WOBURN, MA ♦ LAKEVILLE, MA ♦ MANCHESTER, NH GC6 GC8 GC9 THIS DRAWING HAS BEEN PREPARED GC10 CLIENT/CUE I NTS REPRESENTATIVE OR CONS ULTANT TANT MAY BE PROVIDED COPIES OF DRAWINGS AND SPECIFICATIONS ON MAGNETIC GC7 MEDIA FOR HIS/HER INFORMATION AND USE FOR SPECIFIC UTILITY STATEMENT ' APPLICATION TO THIS PROJECT.DUE TO THE POTENTIAL THAT THE MAGNETIC INFORMATION MAY BE MODIFIED UNINTENTIONALLY OR OTHERWISE,ALLEN&MAJOR ASSOCIATES,INC.MAY REMOVE ALL THE UTILITIES SHOWN HAVE BEEN LOCATED FROM FIELD INDICATION of THE DOCUMENT'S AUTHORSHIP ON THE MAGNETIC SURVEY INFORMATION AND EXISTING DRAWINGS. ALLEN & MEDIA.PRINTED REPRESENTATIONS of THE DRAWINGS AND MAJOR ASSOCIATES, INC. (A&M) MAKES NO GUARANTEE GRAPHIC SCALE SPECIFICATIONS ISSUED SHALL BE THE ONLY RECORD COPIES OF THAT THE UTILITIES SHOWN HEREON COMPRISE ALL SUCH ALLEN&MAJOR ASSOCIATES,ING'S WORK PRODUCT. 30 0 15 30 60 120 UTILITIES IN THE AREA, EITHER IN SERVICE OR ABANDONED. DRAWING TITLE: SHEET No. A&M FURTHER DOES NOT WARRANT THAT THE UTILITIES SHOWN ARE IN THE EXACT LOCATION INDICATED. A&M HAS NOT PHYSICALLY LOCATED THE UNDERGROUND UTILITIES. ( FEET 1 inchh = 30 ft. EXISTING CONDITIONS EX-1 N:\PROJECTS\2570-01\SURVEY\DRAWINGS\CURRENT\S-2570-01-EC.DWG Copyright020l9AIlen&MajorAssociates,Inc. All Rights Reserved 16" WA TWFR W ~y W W W W�,>� W W �I W 16" WATER t� E; GUARDRAIL _ f HIGHL„�IND 1l�'NU�' , �'�;_ _�..... u`t z G R, PUNT LINE ....._. �...... _ _ o _ _...._ __... _ _.� .�, ( OUTS 107 PUBLIC VARIABLE ---? i -- ..._. .... ._ � ... ..... :.._.._.........._. ..."_.«..«..... ..—..._..._..........._.... _._..._..._,...-b3..„.."...,..t' `,.,..—„z.3--\,_..�...._..._ Sa....,........Ci._..",.."_....Li......._...KE _^�.,..a .a-�e^,. F'?°t::�r .,. [�/e � � /."."..n n ..__.£1..�._._..Sa,."..,.......',at._....._.. n .tiT.. .._�............� t' n _.a.___._ f`_ ..t7...�....._.f t .:_� �..,..,..... »::..:�,'....... r t' � Y . _. _ C` z r ,1L n ......_...... ._... _.. .. ......^-- ...-^ •t F t £"}s fI Y T.;- .'.". -"- sk. �%Us�t YELt.C��, t�F'.:.ri 1..It�x_ .;.... p p D 18 RCP _ __ _ pL. PAIN i LINE __......_...Y� 1s�. , .>.1 Lt�x. ..... b �t , - - - - f"k REMOVE EXISTING --- ?_ t�,r r REMOVEzOEXISTING `- - M PIt -11C. t DRAINAGE STRUCTURES �~ d . + {x=11 .� CUT & CAP EXISTING WOOD WALL/PLANTER w�wl7T �,.,NT f_L,'VE _. ,11. 3,� 0 ; r lTM_ . REMOVE EXISTING AND PIPES PER CITY, OF LIN _____. _. _ _ WATER_.S RVJCE,�f#Ta, HE _ __ _..........__�___ . .. 1iv�; �--1J° •1 x - W.00D_WALL/P_.LANTER-_.-- ._ —..___SALEM_REQUIREMENTS - -- L � ��� CUT AND CAP SEWER _._. _ _ rNv z;v ;f . . _ . _ __ _ ._. _.. _ _ _. _._ _. _ _.. ._.. ........ ... .. .._ MAIN. PER C�lY1E1`SA EM f SERVICE AT THE MAIN _W__ - �RE(�UtREMENTS g.,n�:,L' „� \ W INV(d)=105,/L�� _ A. M � � _ _._..�......._ AL ...... ' E - 4" wa TER W '' ° =REQU—REQUIREMENTS' M _-..... _ -� _.. _12 .CLA S _ _._ �._ _ 12 CLAY . _ __ 12" CLAY 12 CLAY S �� _ s ............._ C In �75 k ..... ... ._...... ._. _ _ - ----- f w 000 ! EXISTING "LIFE 4.. f .. Lt.. , i� s I STORAGE SIGN o N ._ f r "° p D " p 1s" TO REMAINLEGEND REMOVE EXIST f ® O C x # ;' <y, 24" HDPE "x_ 5 R �z �� �^ f t /r 3sar t PAVEMENT �.. HDP WOOD M o D try V'(0), a7 4` 1" WATER 'f LIMIT OF DISTURBANCE ■ ■ I 131�ht.-'zd7:5, I r I I o ` D REMOVE EXISTING "} W W 24 HOPE PAVEMENT ' p � /_ ® � �/ LIMIT OF CLEAR AND GRUB EXISTING BLOCK ' =� t, F:�P - - WALL TO REMAIN y\ ` BUILDING TO E REMOVED REMOVE EXISTING DRAINAGE PAVEMENT TO BE REMOVED + + + + + �`v REMOVE WATER SERVICE STRUCTURES AND PIPES r` ! -�- REMOVE EXISTING AND STRUCTURE PER CITY PER CITY OF SALEM _ __ f UTILITY CUT AND CAP E- DRAINAGE STRUCTURES -. ........-. ---. ------ '� ' - OF SALEM REQUIREMENTS REQUIREMENTS Q) 'I : 111 88 f ILA 1 t £ r, " ") ❑ AND PIPES PER CITY OF �� ,,�,s,�r� .w1c�,w=s= 11�'V�r�)---1C'7.2<:� REMOVE '` � ~``' �' EXISTING TREES TEMPORARY FENCE —x x SALEM REQUIREMENTS „( , 107.62 ,tJJt 7.1 1r � � Wt c� R T �.., � �,� � , 2 sTvf1v BOLLARD REMOVE TO REMAIN R�:W� A Y MUST o ✓ !=r`� ICJ! REMOVE e- RAZE r�F r. lL Cc� EXISTING ; r, L1utL1�; 1�, EXISTING EXISTING BOLLARDS ' BOLLARDS STRUCTURE = 12 REMOVE REMOVE WATER SERVICE EXISTING AC ;IE , �, r r TE AND STRUCTURE PER CITY UNIT , , i r' `'17 X OF SALEM REQUIREMENTS REMOVE GAS SERVICE `� � REMOVE EXISTING BOLLARDS �, w, PER UTILITY COMPANY ' r .. I REQUIREMENTS `j� t l i 3 i �# i .,, „ .i.«„�., .,,, ,,,fg,., ,o >. ,,,_"l.�•. '�1 :</• .ej�,-1' s..,.��r...r:r..,./.fir• ....�� _..,:...._;�..� .-_.. ...,..'i # C.) REMOVE EXISTING DRAINAGE f STRUCTURES AND PIPES PER T 4� w }' ,N CITY OF SALEM REQUIREMENTS t TtMo HY � REMOVE EXISTING _ .._w. 1. tri ; i. REMOVE'_._ # , r rr; PAVEMENT ; F D 1s" RCP 1 '® (! CUT AND CAP WATER AND GAS SERVICES. CONNECTION AT v �LLIL 8 ML EXISTING f I i EXISTING HYDRANT • ;�,t� ( �� ,� � -� � � �� MAIN TO REMAIN FOR PROPOSED UTILITIES. CONTRACTOR � I? No.a3119 - "- ._ i TO VERIFY CONDITION OF UTILITIES IN FIELD. I TO REMAIN �o..�. . _ ._,.,r.�.:,,._�;�.,,�.._->>;-,;,. � � UNDISTURBEDONAL � o !y ; 9r---� -r ,DURING 11 j Ilii , , \ � REMOVE EXISTING I m_ ? "W CONSTRUCTION _ - � PROFESSIONAL ENGINEER FOR IN 106 7a DRAINAGE STRUCTURES 4u f j �' f = ALLEN & MAJOR ASSOCIATES INC. 111. i PI,=�E is '_41T AND PIPES PER CITY OF � �; , / ` ` R I �� � � ��, A , REMOVE., � � �' 1N SALEM REQUIREMENTS jjj cr,�°,N � �� �-�, � TN if`(� 1=10s'xC S t z Q - ' � rat.,,,,I I'I�..�;_�" EX ISTI N G +c ,ss r �c, /4T� t?R Y, FENCE! :> Q �� ca, °,. :_`ac. Q ; , s„ VIRo REMOVE �. RAZE REMOVE , W Wc w ' 1 1 ' EXISTING 100' WETLAND EXISTING rE EXISTING ,;,.�. .: �``�-; , c � r � 0 I i C SETBACK F % "� 4" PLASTIC EXISTING/CHAIN CHAIN LINK a f STRUCTURE BOLLARDS , BOLLARDS r REMOVE EXISTING ~" '. t n __ .... I j � DRAINAGE STRUCTURES 4 Y \ ❑ FENCE TO BE REMOVED. m � f Y 1 t �V I ' z ; ; , AND PIPES PER CITY OF 'I41 ; ' CONTRACTOR TO PROTECT`t Cif' 1d 1 1 SALEM REQUIREMENTS � � NEIGHBOR'S STOCKADE =I �`.�,� � i � � � � �� FENCE' REV DATE DESCRIPTION fn `fly.' '.r ':^b�i'L/ .., rr r1146 l ` _ REMOVE 1// PP : EXISTING ; ..�,.. f� ,, �., ,fir ,�,,,,�. %�.... �; F. RE NG , � REMOVE - c� ' z" r*� A LICANT�OWNER• MOVE EXISTI EXISTING `" } f ' FENCE LIFE STORAGE r PAVEMENT €=;C {SLIGHT POLE t \ / J I NOMINEE T`uCT `��' - �` � � � P� REMOVE EXISTING ` BrT ���f{{ ' � �� ; � 6467 MAIN STREET ux.s �u� 4 's REMOVE EXISTING o' ,, _ PAVEMENT I EXISTING PAVEMENT A' --1 4 .. _._. ! }. `� \ ' ` ,, , , + WILLIAMSVILLE NY 14221 HEADWALL, PIPE 1 S, c� I . / 3�2 3 i AND STRUCTURE i �..._ -... ....T._____......._. _ .._. D�A rr C a L _ �.. IN LINE 1 D i r " . � � - PROJECT. ._w c r _ .._ _ � ..._ - _._ _�-____"__-----.. __ ___.__. .... TO REMAIN " w � .-- -- - � _ LIFE STO RAG E tN _..1C�06,12- - __- Gc2 I wl _ -�, REMOVE RG9E r s. _ r 1 �_ REMOVE l EXISTING CONCRETE p. a�,fitrf / {Tr; ;Er ,I REDEVELOPMENT l! REMOVE EXISTING S Tz CAIA) 4" c A,� N �? ,� EXISTING EXISTING CONCRETE RETAINING � RETAINING WALL TO WALL AND FENCE TO REMAIN. : .•r'c; f�7- '1 A1vr.,r: EXISTING I I GC3 ' DRAINAGE,STRUCTURES �� FENCE �1�� EXISTING ���,� ,�, G PS, AIN, LIGHT POLE GC1 `sT , C� `�- REMOVE <;f ; I LIGHTv POLE REMAIN F� 1 � � - ,3 REMOVE TREE TO 43 5 HIGHLAND AVENUE I ANDd- M APES PER CITY OF r r t EXISTING SALEM MA P�sEXISTING 145 r !� x. REMAIN �`'REQUIREMENTS r � REMOVE ti � FENCE � " LIGHT POLE EXISTING t EXISTING 4 PVC DRAIN 'LINE TO REMAIN. TIE INTO I LIGHT POLE , i PROPOSED DRAINAGE. i SEE SHEET C-103. PROJECT N0. 2570-01 DATE: 06/25/2019 \ GC4 t \ SCALE: 1"-20' DWG.NAME: C-2570-01 DESIGNED BY: SAIBES CHECKED BY: CMQ WETLAND LINE O \ NOTES: PREPARED BY: LLj \GC5 1. THE LOCATIONS OF EXISTING UNDERGROUND UTILITIES ARE SHOWN IN AN APPROXIMATE WAY ONLY AND HAVE NOT BEEN INDEPENDENTLY VERIFIED BY THE OWNER OR ITS REPRESENTATIVE. THE CONTRACTOR • SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK, AND ccs cce ccs AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT BE OCCASIONED BYiiiiiiiiiiiiiiiiiiiiiillillill GC10 THE CONTRACTOR'S FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL UNDERGROUND o . UTILITIES. ALLEN & MAJOR lVGC7 2. THE INFORMATION SHOWN ON THIS PLAN IS THE SOLE PROPERTY OF ALLEN & MAJOR ASSOCIATES, N INC. ITS INTENDED USE IS TO PROVIDE INFORMATION. ANY ALTERATION, MISUSE, OR RECALCULATION OF ASSOCIATES, INC. V INFORMATION OR DATA WITHOUT THE EXPRESSED, WRITTEN CONSENT OF ALLEN & MAJOR ASSOCIATES, civil & structural engineering ♦ land surveying INC. IS STRICTLY PROHIBITED. environmental consulting ♦ landscape architecture ti 2 w w w . a l l e n m a j o r . c o m W 3. THE CONTRACTOR SHALL CONTACT "DIGSAFE" AND THE CITY OF SALEM DEPARTMENT OF PUBLIC WORKS 100 COMMERCE WAY, SUITE 5 AT LEAST 72 HOURS PRIOR TO ANY EXCAVATION WORK TO REQUEST THE LOCATION OF THE EXISTING WOBURN MA 01801 V UTILITIES. TEL: (781) 935-6889 FAX: (781) 935-2896 DIGSAFE: 1-800-344-7233 ? CITY OF SALEM DEPT. OF PUBLIC WORKS: 1-978-744-3302 WOBURN, MA ♦ LAKEVILLE, MA ♦ MANCHESTER, NH S o /� 4. ALTHOUGH CERTAIN ITEMS HAVE BEEN NOTED ON THIS DRAWING FOR DEMOLITION, NO ATTEMPT HAS THIS DRAWING HAS BEEN PREPARED IN ELECTRONIC FORMAT. DIG G SAFE CLIENT/CLIENTS REPRESENTATIVE OR CONSULTANT MAY BE J BEEN MADE TO DELINEATE EACH AND EVERY ITEM THAT REQUIRES DEMOLITION FOR THE COMPLETION PROVIDED COPIES OF DRAWINGS AND SPECIFICATIONS ON MAGNETIC o' OF THE PROJECT. THE CONTRACTOR WILL BE RESPONSIBLE FOR ALL NECESSARY DEMOLITION WORK TO MEDIA FOR HIS/HER INFORMATION AND USE FOR SPECIFIC v ri COMPLETE THE PROJECT. ALLEN & MAJOR ASSOCIATES, INC. IS NOT RESPONSIBLE FOR SITE APPLICATION TO THIS PROJECT.DUE TO THE POTENTIAL THAT THE DEMOLITION ITEMS NOT SHOWN ON THE SURVEY, OR SPECIFICALLY NOTED. THE DEMOLITION NOTES AND MAGNETIC INFORMATION MAY BE MODIFIED UNINTENTIONALLY OR o ARROWS ON THIS PLAN ARE TYPICAL AND DO NOT REFLECT QUANTITY. OTHERWISE,ALLEN&MAJOR ASSOCIATES,INC MAY REMOVE ALL INDICATION OF THE DOCUMENTS AUTHORSHIP ON THE MAGNETIC MEDIA PRINTED REPRESENTATIONS OF THE DRAWINGS AND LO SPECIFICATIONS ISSUED SHALL BE THE ONLY RECORD COPIES OF GRAPHIC SCALE ALLEN&MAJOR ASSOCIATES,INC.'S WORK PRODUCT. W BEFORE YOU DIG 20 a 1I i +o so DRAWING TITLE: SHEET No. o CALL 811 OR 1-888—DIG—SAFE IN FEET SITE PREPARATION PLAN C-1 01 z 1-888-344-7233 1 inch = 20 ft. CvPyrig6tQ2019A1/en&MajorrvedAssociates,Inc. 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STEEL BOLLARD ., BOLIARDs, TYP• BUILDING ; I ;; , mot I, ' HEAVY DUTY CONCRETE �. :, AT BUILDING t MAINTAIN":MINIMUMTYP. , 1,110 .'OVERHANG yy y �: ADA CL °. �, €: ,, _ h CORNER, TYP. _..— EARANCE = '. , SIDEWALK STEEL BOLLARD 1 .. - , v mom,, r x c ,.� <�. us < : �� BETWEEN a 0 LA T, 1 B L ROS. ..- r A7 BUILDING .: „ �,, ,�. 10 IDE YARD .., , i I , L,1._��,, .�jr�,,. ..,rS � c� . ;;, ,_ ADA ACCESSIBLE RAMP ,,,,., CONCRETE SIDEWALK, .,,. ,., . 3 DOORS TYP. :. „ ���.,,: ,.w �,.:�, K- .,, . �.:.� € _ SETBACK LINE .. � ,.:k.._.. ., .m. ._ >.,. , LANDSCAPE AREA l 3 _� x: I x < x � ,f. gg . 1_ AT PEA TYP.. r. _.1. _....,. _.,._ � r- - ADA WARNING SURFACE ��a„�,.�tf �,t.L7"r A DET. e� „ i LLG 6 BLACK VINYL COATED . :: , ° r .< x ¢ f. ! ,� 4 «..I . �.. G. SETBACK LINE xx ;,, -.., ADA ACCESSIBLE , 1 CHAIN LINK FENCE WITH � _ � � , �., \... , ,r-.- 6 BLACK VI !;x .'..r. �:i r PARKING NYL�COATED • A ACES W ,,..: �� 20 WIDE VERTICAL I �.. �.- �:.�_�,��. ,, , ;. �. , , r ,., � : � � .,. ,. PARKING COUNT 10 I L— „ ,, CHAIN' O GATE WITH OPERATOR c . :. ACCOMPANYING RAMP &, N LINK FENCE WITH �. r..r , �. ;� € " I t WARNING , 3 WIDE ;PEDESTRIAN . , <> AND KEYPAD, TYP. . . .... . � � � CHAIN LINK FENCE _x_x r, ( a; ACCESS: GATE,,AND 20 ��., .:.. 10 SIDE YARD . . 7- K �, ._,,,,. R. . 8 ADA PARKING SIGN �, x I �x �,.,. .,., —VERTICAL�._. , .,,e, _. _.> SETBACK LINE '�., , N. ,,� .�.,,, WIDE 'LIFT l �. ,..::. ,,,,�x ._,;�.. ,� _ _.. �, .. ,,� I r > � . �� w d � ��. n ...� . ..� PROPOSED -STORY _ I �.��.. ;�. GATE WITH OPERATOR ' , . ,,.._s. .AND� K PAD TYP. �` EY �. .,. , , 6 CHAIN - ,.' ��.., ,N�,. � � _ LINK x � ��- 24.0 � � r � 1 ('„ . bl.a FE STORAG P � � I � FENCE, I ` � � � � PAC LITY � � � � � ',✓''� -�-�,tr�;� TYP. : � 6 CHAIN LINK FENCE p� x € a l; 1- � �.���� ' �� �> TYP. CONTRACTOR TO�0 078t S.�. FOOTPRINT I .. 4 swam ur .tea.x::xt>rte, .,,uN.+ s x,u,.., ::z �. , ... w��.°..., M ... . PROTECT EXISTING I - TIMOTHY STEEL. BOLLARD . : ��. w �_ �., ,w, 8 STANDA D 3 r .,.�.,. � �: � � � ,� ADJACENT STOCKADE .-� . .. .., _ € J. �. K .. WILLIAMS ATwwBUILDING .... , ., e . , ,�._ . ..::: .. .:. ..... . ,�,. ;,,,,a � � _, � � � . 0 234 .GROSS S.F, a �, �� PARKING STALL TYP. ...... ..�. € _ ... 1 SIDE YARD CIVILti � _. .. a , k �. � ,. - ... .. « ... l_..._.__.___.__.. .._ . -- FENCE. , 0 DOORS TYP., . ,. r ,. � � ,- , w.. �,.,.........,. . ,.-�. � ._..__ .__ No.43119 SETBACK LINE .� . ... .a„. ... ..a ... m .w. , �., ..ems. r n .,. ,. , n 44 .., .. ', ...rn .n ! { emu.,., STEEL BOLLARD, ..., . r , f ',AT BUILDING ; = . l t ;: f PROFESSIONAL ENGINEER FOR a. . DOORS . TYP. , .� � € „ „ . f T S .i .,d.ti< ALLEN & MAJOR ASSOCIATES INC. 3 � r i� fi r J t �i €K.,s.. fj . r Wiz, _ -- w9aiw,x.,..:•F`�nX,..✓snucr.v, . tK:y,z,»a. ,§�d .. /iJV YL)LS'J , y, .. n $ >.: g& � � ffjfjf ff Q F r �; SETEACK b' 03 / „ STEEL BOLLARD r ' u, _ ` 'STEEL BOL RD t�—�'1 € c� _.... x d, 9.0 STANDARD DUTY _ r '; .; n - AT BUILDING wr.. �� AT BUILDING s BITUMINOUS I a w CO NER TYP. ,, ry I_......_._... . c CORNER, TYP. CONCRETE p � 0 0 x , , �. - '� l � �,N� .� . . �._ �.��,� � o PAVEMENT TYP. - a, 9.0 „ 0 ..FQOT;,�t EAR, YA ELK ,� RD S BACK F;^ F,4M14'_ ° t N STANDARD DUTY 1 2 l I REV DATE DESCRIPTION PRECAST BITUMINOUS \ APPLICANT\OWNER: EXISTING 12 FIRE }C.fi7c f,'G. .x Oe G1 z 1 ' ..,. CONCRETE CURB, CONCRETE ��► I of ACCESS TO REMAIN w TYP. PAVEMENT, TYP. `� LIFE STORAGE xll,. _. _.__ ._.�.__..... _..._ ._.. �.__.. 6 STOCKADE _ .. _.._.�...�......_____..�....,�..,_........ �......_._. ,,. , � ->,3';�i..' �" w�, <�� ��:3=7�`'4ts",�.�X,�".4�.;::.�i�et'`i^ti�:E ^'�j3:�v ..��cnw�` b o ao o 1 h t � O 6467 MAIN STREET F 0 o _ . _.. _ ..__ _...... _ ..., 0 o __ FIRE ACCE SS,.. ❑� . _ _ _ _ �_ TYP. WILLIAMSVILLE, I NY 14221 9 x18 STANDARD € cc2 ............ . Yf HEAVY DUTY CONCRETE PRECAST F ,Z f n, ._PARKING-,STALL, TYP. I PROJECT: ¢- t r EXISTING RETAINING CONCRETE CURB, ' � '`� GRAVEL AREA IN ALR,"N , 3 DUMPSTER PAD' W/ ;�;�Cf7�/. .>; i cc3 F/ ,Rf ,RAWLY �' I t,� fr WALL TO REMAIN FRONT OF EXISTING '�_% PSZ h.�>Y FENCE ENCLOSURE TYP. LIFE STORAGE cct sr r � Fnr { z{S X ALLIA A. c�,1z{ylsKr RETAINING WALL K 87� IT 344 K,14881,�P .22u � � REDEVELOPMENT � 435 HIGHLAND AVENUE SALEM, MA GC4 i o i PROJECT NO. 2570-01 DATE: 06/25/2019 WETLAND LINE Q SCALE: 1'-2V DWG.NAME: C-257MI W NOTES: DESIGNED BY: SJL/BES CHECKED BY: CMQ IGC5 1. THE LOCATIONS OF EXISTING UNDERGROUND UTILITIES ARE SHOWN IN AN APPROXIMATE WAY ONLY AND HAVE NOT BEEN INDEPENDENTLY BY: VERIFIED BY THE OWNER OR IT'S REPRESENTATIVE. THE CONTRACTOR occs cc8• cc9 SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES ccto OCCUPANCY PARKING SUMMARY TABLE BEFORE COMMENCING WORK, AND AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT BE OCCASIONED BY THE • ` / CONTRACTOR'S FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND �GC7 ALL UNDERGROUND UTILITIES. o I WHOLESALE MERCHANDISE BROKERS. SERVICE INDUSTRY ESTABLISHMENTS SUCH AS PLUMBING. ALLEN & MAJOR of CARPENTRY, SHEET METAL AND PRINTING SHOPS. WAREHOUSING AND INDUSTRIAL USES 2. THE INFORMATION SHOWN ON THIS PLAN IS THE SOLE PROPERTY OF ALLEN & MAJOR ASSOCIATES INC. IT'S INTENDED USE IS TO PROVIDE N ONE (1) SPACE FOR EACH COMPANY VEHICLE, PLUS ONE (1) SPACE FOR EACH TWO (2) INFORMATION. ANY ALTERATION MISUSE OR RECALCULATION OF ASSOCIATES INC. ZONING TABLE - BUSINESS HIGHWAY (132) EMPLOYEES, PLUS ONE (1) SPACE FOR EACH THOUSAND (1,000) SQUARE FEET OF GROSS FLOOR INFORMATION OR DATA WITHOUT THE EXPRESSED, WRITTEN CONSENT OF RESIDENTIAL USES OR MIXED USE--NEW CONSTRUCTION AREA OF THE BUILDING, EXCLUDING STORAGE AREA. ALLEN & MAJOR ASSOCIATES, INC. IS STRICTLY PROHIBITED. civil & structural engineering ♦ land surveying ZMENEM environmental consulting ♦ landscape architecture ITEM EXISTING REQUIRED/ PROPOSED COMPANY VEHICLES = 1 3. THE CONTRACTOR SHALL CONTACT "DIGSAFE" AND THE CITY OF SALEM w w w 100 COMMERCE WAY, SUITE 5 a l l e n m a j o rc o m ALLOWED (1 VEHICLE x 1 SPACE/VEHICLE) =1 SPACE DEPARTMENT OF PUBLIC WORKS AT LEAST 72 HOURS PRIOR TO ANY WOBURN MA 01801 EXCAVATION WORK TO REQUEST THE LOCATION OF THE EXISTING TEL: (781) 935-6889 MINIMUM LOT AREA (SQUARE FEET) 79,692t S.F. 12,000 S.F. 79,692t S.F. TOTAL EMPLOYEES = 3 UTILITIES. FAX: (781) 935-2896 Z MINIMUM LOT FRONTAGE (FEET) 352.9 FT 100 FT 352.9 FT (3 EMPLOYEES / 2 SPACE PER EMPLOYEE) =2 SPACES DIGSAFE: 1-800-344-7233 WOBURN, MA ♦ LAKEVILLE, MA ♦ MANCHESTER, NH Q MINIMUM LOT WIDTH (FEET) 352.9 FT 100 FT 352.9 FT CROSS FLOOR AREA = 28,149f S.F. SALEM DEPT. OF PUBLIC WORKS: 1-978-744-3302 � DIG SAFE THIS DRAWING HAS BEEN PREPARED IN ELECTRONIC FORMAT. o MAXIMUM LOT COVERAGE BY ALL BUILDINGS (�) 39.6% t 25% 37.7% (28,149 S.F./1,000 S.F. x 1 SPACE/1,000 S.F.)= =29 SPACES CLIENT/CLIENTS REPRESENTATIVE OR CONSULTANT MAY BE MINIMUM FRONT YARD DEPTH (FEET) 33.8 FT 30 FT 40.0 FT ____________________-------------___________________________ 4. ALL RADII ARE 3 FEET UNLESS OTHERWISE NOTED. PROVIDED COPIES OF DRAWINGS AND SPECIFICATIONS ON MAGNETIC o TOTAL PARKING REQUIRED =32 SPACES MEDIA FOR HIS/HER INFORMATION AND USE FOR SPECIFIC MINIMUM SIDE YARD WIDTH (FEET) 24.9 FT 10 FT 34.4 FT 5. SEE ARCHITECTURAL PLANS FOR EXACT LOCATIONS & DETAILS OF ALL APPLICATION TO THIS PRaEcr.DUE TO THE POTENTIAL THAT THE MINIMUM REAR YARD DEPTH (FEET) 29.7 FT 30 FT 37.3 FT DOORS, RAMPS, RAILINGS, STAIRS, ETC. MAGNETIC INFORMATION MAY BE MODIFIED UNINTENTIONALLY OR ' ____________________________________________________________ MAXIMUM BUILDING HEIGHT (FEET) 21.5 FT 30 FT 34 FT ADA PARKING REQUIREMENTS: OTHERWISE,ALLEN&MAJOR ASSOCIATES,INC MAY REMOVE ALL INDICATION OF THE DOCUMENT'S AUTHORSHIP ON THE MAGNETIC MAXIMUM BUILDING HEIGHT (STORIES) 2 STORIES N/A 3 STORIES THERE ARE BETWEEN 26 AND 50 PARKING SPACES; REQUIRING 2 OF THEM TO BE ADA GRAPHIC SCALE MEDIA PRINTED REPRESENTATIONS OF THE DRAWINGSAND ACCESSIBLE. 2 ADA STALLS WILL BE PROVIDED. N MAXIMUM HEIGHT OF FENCES AND WALLS 10 FT t 10 FT 10 FT f so o �o so 4o eo SPECIFICATIONS ISSUED SHALL BE THE ONLY RECORD COPIES OF ALLEN&MAJOR ASSOCIATES,ING'S WORK PRODUCT. FLOOR AREA RATIO 0.78t NONE 1.13t BEFORE YOU DIG STANDARD PARALLEL ACCESSIBLE TOTAL DRAWING TITLE: SHEET No. o CALL 811 OR SPACES SPACES SPACES PROVIDED o. o ( IN FEET ) 1-888—DIG—SAFE TOTAL SITE PARKING PROVIDED 27 10 2 39 1 inch = 20 ft. LAYOUT & MATERIALS PLAN C-1 02 Z 1-888-344-7233 Coppight(D2019A11en I MajorAssociates,Inc. Al/RI hts Reserved __...... ..................... __ ... . .__. .. ... _ _._.__.._ ._ ........... _.. ......,_. _....__ .. __._._.. .__._.. _. _... ......... ...__.. _.. _. _.. _...._._ _ ._ _ .. . . __ - - . I I I . . . Q� " �� � 1-� \ \ / \ \, `�_, I I Ile" V�AIITT'141 "\ \ \ 1, :e -16" W;,'TEP I I I _A",______L.............................. . .....-.1..........I....................I...I.............................-)�� -41 ....�............w................. 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', ,��, � I �,,:1`-,i,�', � ':" . \ I I _�� !��,,�� , ," , , )--�'l 08 27�', ""�, 4 1 -�� � ,-� , I, 11 , 4��1'07.75( ' , x2' I I i / UNDERDRAIN INVERT�=106.85-_ �_ / S=1.00%,,,, �, I . _ " 1� ,,-- i �, , , I , " UT�=108.17 -' " 1i I I -......1 I _Z�l , � 1, I ,� i, ' I , , , "- �' , I" I , �11, -_ , "') I � """, , - I ,,,�','i���,5�� , I ,z i�l - �1� ' " , , , �"Ok I �, I , ' 1$ �, i 1111 --GAS I 1 BC=1 16.15 � ;A, _ - - . �_, il �, �,I I,,,, I � , , 1 ,� �3 ,�, ,�,, I � , 1,2�, /-, - ,, ,�� , I , , '' I """", "I'' ,�,� " i' , , � '', - . ; _' TOP_`OF STONI� """' I NV`- ,,, ,,�, , � , , �, �_" 1, , " �l � , �� 5LF,' 1, ;� I " � , ," I 1, , -,,,,, ��" I ,�,, , � I , I I 1� , _', I , I , ��, ',�' �r:,i, -_1'1'�, �', ��i,-Z""', �' , - ,� ,i, �t "-,�,",� , �� -,:,','�,�, ;��_ �:-:"', ,�111,, I ;",�"",��,_'' ", , 0 , � -, �, �"" ,_ , "It� ,'' , , - ,�_', ,� ��,,"� � ' 'ii"', .il,"I I l,,, '/,,,,, �' ,,-� 1, ,- ,-,`?�Z, I I ,,'-,'�f_,4i': ,'� ,,,�', , \ I �i 67,60 , �, � ,,,,,,�i;,:i, I"�' , , , ���:�:,',,`,',,�,,,l,`k�,,, ,� ,� i, PIPE INVERT= I, '1�7 � :� ,�� I \ \C �,111 , " � �__ �'' '1�z ,,>',� I I J.,�Z,� ,,,- , ,---,�",,"""',�` ,�`,'��-','-�,j,,�":, !""', ", / � j I'll ,�,,�,,,�%,,,, , , ,,,, I I " -,'i,',ii,�ly" �, , �� V �e �� x ,,,�,,�,,,�,%, -INV��110.00' "' ' ,,,,-i',,�',�,,,',',��', ' ,,,OUT=1 07.65 ': , � ", , 18"HbPE ,�,,,:i � �, \ \ , � i I , - ,� - , '���",,,�,",'�,,��,,,""�,��",',,,�,� _ 6 1 � . 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I "I . ,�� l�-, , , _ ,� N�l \ - -40 , � , ,, ,,,,,-:,1-,-,, I I -" ' ' "'",'� ,,,,�� , _ � ; ! - , �,, ,, - �7 if 6- \ _-, E' "'''' "'' '- i'll CF$`1`2"H , , I�, I -' ", 114 , ,i I L -OF-36* I-, � ' � ,, "' " '�' ' , , , , " , ' ' /"_ " Z�= , 11,, _44 ,_-, " � I _ , , ", 11 �_; lw3 � 12.00T , , � � , , � , � I � -,,�; -," , ,,,, ,", `��`FFE-11 114.00'�"'' I I '0'lkt�w/ ,� � \ '�7 , ,_, 5LF,24"HDP k'' �I - �"i� � i "", , I � �i,, _ , , ,� �� , S I 1,�,lii,�i" � , 5.00% -, I - , , , � , TrI ,,,, ,,,, - ," ,,, `,";', , I ' '- I- , ,� , lhl, � . I I ," = � ,�'_ �, ", , """', - -- �.........ii,"';�-,"," 'I', , �,,,, - -, �'C) �, �"IMPERMEABIL BARRIER �&� 6" / / ,_ � " a , ,� � ��_1011 1'z,_ _liv,_ �, , � ,� �, I' I � � , � ,, , l" , " I ,,,,� ,�,,� ,,,, , _"�,�", � � I -_ I 11 ,� -l' 1 ��?�4"� ,,,_ �,� , � - - -Ff i, -11 4�`,!, _ ,ttlll,"','' - -- I ", I �_ 1, . 4 I , ii;� �11 113.85 �_. �_ 1�1 1� _1r__1 ( 11 I , i i, -,�,,��� L=i izA,j--\ -FF'cz I / I I ,I ,,-- � I ZE REV DATE , DESCRIPTION UNDLR,,�UHAIN - I i I�, � . F 172,46 / 1111-11,1114z�-111.1���Izal-��Ill"IZI�111,116��l-,!Z�l-!�--�-YI 11A!z61z`Z114\ I // / __', 11 . F-113.85 " . \ I 111, I I ( �5 U) , ,�.Z,// // zz&,///,/&&/,/,/,',Z/,'///- __ei � TOTAL STORAGE=61`tlkC.F. \ I 1 lz��/Zi///11 .......I.- -I ...I I U 11zr1_1411_11z1_1111 ,//,/,�/f,,�- _zii,/_zzz&/ I . I � I �'! � , 11 ( 1, y-lizz,n�1zallaIZZI "Zz",,� ` " 11 � I 1--�, ,-?,_,�r,r",,,., ; / 1111,vz-llvl:��-IAI-11-"-11-1�*,Ilel-,,�//��Z&-/YZ&Z4�-/41� 1 � . I 'j�_j ! il � Ii \ \1 \ "IlIZ4�ZIIIYIIII�IIZ-1,,Ll&ZIZZ&allll�Z 11 �L�I'z I /jr, i I . z- ,i�, I APPLICANiNOWNER: � _M�,� �i,l I .. .. � I �� I I ; I 1-1 __��',IeJ�11 . 73-1777 , 1, I I I ' '� � -11, _ i, I �.� - . I I , , . , 3:1 LAN15S"CAPED SLOPE.' 1, \ ---------- L__ ", 'N'4 �, ,',� F,� t, n 113' .90 1 - I . 11 \ P I I I - � �1 kN IF,', !,"'l j,"il 1p"", !L-, L � �, � . ,� \ , ' =1"I (14 �_?1111 ,lii 0 � �', I � 11 ,�-,, F",� V� RIM, � , I "k , . \ : \ \ I � I I I I UL)----===_ - -- I .. . ; I - . z I I I -- ii, "�. -= I 'I'll .1 . I \ 1 t . �� I i I 11- - x \ 4"! _11, / .. . , \1 N� i . - HK 6s/p/0'A,"'.,�,f"f �, ,� #,,,�4,,, V llz�- N - 1� , , __ \ . , I if � ,,,!',,�", jz:," t-1 L! t,4 f"I �7--r-- I f7T f, , 1� '77--_I � V,I , � *i, 11 1\\I : \�� I \ I -q��___ LIFE STORAGE I - tSEEV_�SHEtT;C-1b5A'-,' , - 11 I , ,.p ,,�,, f"' , �� __ 0-1 i 11 �- I I � \ i __� " 0 �\ \ -- 113.5 E=nmwn=�_ 1��i . \1 1. -_ I � I i 4/,_. .. I � I I . , \ � 177.zl--__---- -= . 1 1 3.90 I 14.00--";� 1 .1� \ ! \ Q Il�'�,) I I I � � i 6467 MAIN STREET . , CB 11 , / / N : , � _i_�,le. -� i \ I . I t i \ . . I 1\ � - 113.9 _- .,O-/ ," 11 i I � , 1 113.5 11*� "\ ,� 0 "\ == - I i i I �� 1 777-� C> ___�l � I \ : \ I \ \ 1\ "I i 1 , , I :\ \1 F , I I . RIM=1 13.35 1 , \ r-1 13.90 ..____ I I I I WILLIAMSVILLE, NY 14221 1 � \,",N\ I ........_- _ - -.1 I ;j ," " - , 11 I I 11 11 . 7� � � . OUT=1 10.30 "I � 1_�!, -..........-...-"4-- -,-- ---------------------[_ - - V -1r, __- I , 1 14.'00 \ i \1 , , ::__ I I .1 - I � \ ; _____- �, -_ Fm ��", : - , I , I -------- ".." __i - �� .=. 1 j 114 1 \11, 11 - 11 z . , "M nLLL:�� n � I -_----.-..-1------"....... � I I_-_ -, , 11 I ,�� � i � � __ ,��" ...___ - I I '\ro�,,,,,�'. &lu_ \ I ......I. 0 . __ ��.__I - �.... - I - ........ I �,;�� :::;��_.i�� __ __.- ___ - _" - _I=__=*:.*7__..._ , � _ - __.- . -.......��...... ��_ .-...-- I-— "I ____ I . ; S=1.00% � -_ 13 _ J -..----* _ __ ._ _. __.. -_ -_ -N, 11 1� --- - � - __ - \ - _\ t ! I r NIF I LIFE STORAGE ; "HDPE I , 13 El . - 1 1 11 0 - [j.0 0 - i��al ....... __',`,�_�__ - .., _...'' ,I] -- . .00 \ \ PROJECT: ___ 1 _77 1 . - iNi� 1 TC�=,l 16.75 --// 8OLF,1 2 _:E, - I - _��= .... = Z. _ _ - .... ::::- 1 1 3 _r _3141 � � !;%,V---I 05,12 ---,.--- - I I __\___ I _j - __ V I \- DMH5 i ,,,,-, I I I ,3E,`,�`7' A, & I DMH4 _�_ pillIA'AA �V, RIDGE I- I . . XISTING , ". I i � 1� i B C=)1 6�.-2�,�-vA[�,�- , 1� .. � - - ��-- CB5 S,T,n-KA tic- -1 -_ __j \ RIM=1 13.75 '�'/ RIM=1 13.35 'I \_ 4"O LEVEL PERF. PVC I T i%11��,E' . I I GC2 _____�� \- C137 . . -' - J_'DMH1 0 IF I P_ RIM=1 13.45 4- -/-� 1, P"N' 11, CIZ i b'K Z,20 121P'13,214 INV=106.12(OUT) /, - -- . "I ; I � ( I I �G X�"_ ,-, \ -7 RIM=111-35- \ IN(TEE)=14i.70 ps�_t,.,IO UT=1 0 9.45 . UNDERDRAIN, I I / ! \ R I W=4 1 3.46�/ OCS 1-6'0 "I, ii�, ' \ IN(CB6)=10'9.20 ONNECT - i GC1 �5T � 1 � �)ST OUT 1 1 b.48 \1 ,�Ii \ =1 08- `0 1,26LF,1 2"HDPE INV.=1 12.0 i - RIM=1 13.55 -'� \ <�- IN(CB7) .1 5,It -- i " I . I \� , . 1� lk/-`�'0'06.7' �, `� N(6'146)'�=",I`0 8.��B"'d'�,�'" EXISTING 4"PVC S=5.00% � EXISTING I 435 HIGHLAND AVENUE ' b if r'_2-1 f 0 16-.e" IN(x2)=106.85 I + 1% 84LF,12"HDPE 7 IN(DMH4)=108.15 i 102LF,4"PVC(PERF) RETAINING WALL I \ \ _", - ; 'H�BXSIN * I OUTL_"1'0�.� 0" DRAIN PIPE TO i. � I CONVERT EXISTING CATC 9LF,24-HDPE UNDERDRAIN \';l-, S=2.00% 55LF,12"HDPE OUT=1 08.05 S=0.00% TO REMAIN i SALEM, MA TO DRAIN MANHOLE. CONTRACTOR '�� i I 1� , , . TO CLEAN OUT STRUCTURE AND i I S=1.10% IN(x2)=107.50 \���MSTEM #1 -j � S=1.00% 4LF,12"HDPE � i i i � I DET.SYS.(24-) BOTTOM _OF, STONE=1 06.85 C136 S=5.00% i I I VERIFY INVERT TO OUTFALL PRIOR R �\ i I . \\� UNDERDRAIN INVERT=106.85 \ RIM=1 13.35 GRAVEL A EA , i I i PROJECT NO. 2570-01 DATE: 06/25/2019 TO CONSTRUCTION'\\ ,,� WEIR=1 10.45 ABOVE UNDERDRAIN \ � I . � RIM=112.00± \\ \� GC4 . 4"ORIFICE=106.75 PIPE INVERT=107.60 . IN(EX.4")=1 10.20 AREA=300± S.F. ' 4"X4"W PVC TEE � . . . I I DWG.NWE: C-2570-01 � Q IN=106.50 \\ � . 6"ORIFICE=108.45 TOP OF STONE=111.85 OUT=109.35 . INV.(IN/OUT)=1 12.00 . I i SCALE: 10-20' Q I \ I Q) � '\\ � 3LF,12"HDPE � � i ; 11;K 1 20OLF OF 36"PIPE W/ 6LF, 4"O SOLID PVC I t I - S=5.00% S=5.00% � DESIGNED BY: SJLJBES CHECKED BY: CIVIQ r . I I ;� ,, -HDPE I - , \\,,,,,� WE7LAND LINE 5LF,24 IMPERMEABLE BARRIER & 6" 1 \ I \ 1 UNDER DRAIN � � 1� I S=1.00% . I PREPARED BY: I Q . \ TOTAL STORAGE=2,967 C.F. . � : I . I : _1d . . I I \GC5 � . NOTES: I I I Q) Z;l . �I�� I- Q . I 1. THE LOCATIONS OF EXISTING UNDERGROUND UTILITIES ARE SHOWN IN AN 111111 . I 111111111111111 I GC8 GC9 iiiiiiiiii��ll��ll��l��illillillillillillillI IK APPROXIMATE WAY ONLY AND HAVE NOT BEEN INDEPENDENTLY VERIFIED BY I ��illillillillill Ii.._^- �I � 1 \7 /011- * _1*)GC10 . . THE OWNER OR IT'S REPRESENTATIVE. THE CONTRACTOR SHALL DETERMINE � . . � . THE EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK, (Z * I LLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH ALLEN & MAJOR- I . . VGC7 . MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO EXACTLY LOCATE R � . � UTILITIES. LO . ASSOCIATES, INC. N I I . I . � civil & structural engineering * land surveying U . . I 1 2. THE INFORMATION SHOWN ON THIS PLAN IS THE SOLE PROPERTY OF ALLEN & environmental consulting * landscape architecture �_ I I I . I MAJOR ASSOCIATES, INC. IT'S INTENDED USE IS TO PROVIDE INFORMATION. ANY www . aIIenmajor . com . Z: . ALTERATION, MISUSE, OR RECALCULATION OF INFORMATION OR DATA WITHOUT . I w I 100 COMMERCE WAY, SUITE 5 Q� I THE EXPRESSED, WRITTEN CONSENT OF ALLEN & MAJOR ASSOCIATES, INC. IS WOBURN MA 01801 I,- . STRICTLY PROHIBITED. Z3 . . TEL: (781) 935-6889 U __ I I FAX: (781) 935-2896 1 1 � . I . . 3. THE CONTRACTOR SHALL CONTACT "DIGSAFE" AND THE CITY OF SALEM . Z_� I DEPARTMENT OF PUBLIC WORKS AT LEAST 72 HOURS PRIOR TO ANY WOBURN, MA * LAKEVILLE, MA * MANCHESTER, NH I §i . . EXCAVATION WORK TO REQUEST THE LOCATION OF THE EXISTING UTILITIES. . THIS DRAWNG HAS BEEN PREPARED IN ELECTRONIC FORMAT. i� I CLIENT/CLIENT'S REPRESENTATIVE OR CONSULTANT MAY BE � Q DIG SAFE . DIGSAFE: 1-800-344-7233 �_ I PROVIDED COPIES OF DRAV41NGS AND SPECIFICATIONS ON MAGNETIC __ ,�I" , , I �_11 I " , �,- MEDIA FOR HIS HER INFORMATION AND USE FOR SPECIFIC I I I - = I� I LIC WORKS: 1-978-744-3302 APPLICATION TO THIS PROJECT.DUE TO THE POTENTIAL THAT THE (i � I I SENCHMARK SUMMARY I �_ I , A � MAGNETIC INFORMATION MAY BE MODIFIED UNINTENTIONALLY OR � "I � 1, - Q) "I ��, � - OTHERVOSE, N MAJOR 0 ,IN .MAY REMOVE ALL I I , � I ,� I "I TBM# DESCRIPTION EL,Ev. INDICATION OF THE DOCUMENTS AUTHORSHIP ON THE MAGNETIC , . , ", I , ,,'� �� ' ' 1,,,� I GRAPHIC SCALE MEDIA.PRINTED REPRESENTATIONS OF THE DRAWNGS AND I e lk", ""' LO ,,,, � HYDRANT FLANGE BOLT SPECIFICATIONS ISSUED SHALL BE THE ONLY RECORD COPIES OF � I � . . (N :�, ,1,- 4& OVER MAIN OPENING 119.51 20 0 .10 20 40 80 ALLEN&MAJOR ASSOCIATES,INC.-S WORK PRODUCT. � , "I ! I I I I I ! i _______ I � � I I 6mi row z!� - �2 1 1 1 RAILROAD SPIKE I I . I DRAWING TITLE: SHEET No. U BEFORE YOU DIG A IN Upi 1589 1 1j.61 1 � . ------.a I !� I 1 (z) CALL 811 OR . ( IN FEET ) I � 1-888-DIG-SAFE . 1 inch = 20 f t. GRADING & DRAINAGE PLAN C-1 03 1 ') -I ` , - �_ " "' , * "" ' , - - __ " ,\n __` ___ ( '000004 , , I , � - 1, -, R - __ �, - -, .,.- ___ =�� ... - -- , �, _, _ - __,= - ....- - - -�/ , ,/j__t'll� __N_:_�,�_� I— 114 - ___- I\, 11� I , -__ , ___ - � E i��139 It"�'I..I�-- ====� I'm ' 'd 11__1� 11 = , - 11 - I- : I I - - i _;;:� --- 11 1 1�.3 1 ",� _r/----,-----X��_ 11 � 1� __ - I I I I � I -�� -` , I 11 '"' I'll 11 I— I, -_ I '11-11"!" T I I I ___ . I . � I . :� . I � CopyTigbit(D2019 Affen&MajorAssociates,Inc. . Aflk��bts Reserved I I I � � . . . � . I . .......... ............... ....................... ....................... ................................MEA L GUARDRAIL ....................... ........................... ...........4 ...................0 f�OR A N. F CuRt_ .......... ......... ............ ...... .................. HIGHLAND A VEN%[_1AE.w C\............. '75, ---D...............--- I 1.1.11,11,il —, - \_: . (ROIJTE 107 PUBbC,,- VARIABLE WIDTH)b 1- 9 =!I 78 LEGEND tPROPOSED DOGHOUSE MANHOLE I I 0......................1 1 4 9 BOLTED SHUT OVER EXISTING SEWER LINE. SEWER MANHOLE 1 9 17 CONTRACTOR TO VERIFY SMH1 7 7 1_ EXISTING UTILITY POLE TO RIM=1 11-.G' 7 I 0 21 REMAIN. INSTALL RISER FOR--'-CONDITIONS-,OF SEWER-UNE-WITH 1, I i 12" SEWER LINE N 105�99 -166.66 CCTV VIDEO PRIOR/ TO IN BUILDING ELECTRIC AND 4 YIA 71-R OUT(Bb)=105.22 TELE/DATA PER U' CONCRETE PIPE ENCASEMENT TILITY C0_M1_'PANY--RtQUIRE ........... .......... ................IENIS,I .... ...... ......... _w ....... ........ WATER LINE S,12' CLA Y 12 .......................................... _W-F WATER (FIRE SERVICE) ............. . .. ..... 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'P -",,3"STORY 5 ED ",X PRO ....... WDTHY I T (CLASS 52) WATER. tfT j,'I 'G E,,,�FACI L: J. X' .....L I F E S TT O PROPOSED 6" C.L.D.I. S' O PRI N 1 30`078±!S�F T 0. CONNECT TO EXISTING 6 X� R,0 S",sn IF SALEM STANDARDS.IPROFESSIONAL ENGINEER FOR 34 "',G 9 0 WATER LINE PER CITY OF........... ALLEN & MAJOR ASSOCIATES, INC. i 0 x w L.......Ix i;4i .. .... CONNECT E�ISTINIGGAS LINE.. To PROVIDER TO D ERMINE 'FINA L LOCATION' SIZEj AND LINK IATERfAL OF SERVIalle":111 REV DATE DESCRIPTION x APPLICANT\OWNER: ..........IF -7, T,F7 OR E F VIL y ILIFE STORAGE B,K.FE 7 34 4 x D 6467 MAIN STREET 11 1 3 5 WILLIAMSVILLE, NY 14221 x D L __13 13 D E311---Lb[3 13--13—13 13 Lj---—---------....... PROJECT: .................. .. ...... A G R i- A LIFE STORAGE V�I 0 2 GC2 F? 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IS STRICTLY PROHIBITED. ASSOCIATES, INC.3. ALL C.L.D.I. WATER PIPE SHALL BE CLASS 52. civil & structural engineering * land surveying environmental consulting * landscape architecture 4. FIRE & DOMESTIC WATER SERVICE SIZE TO BE CONFIRMED BY MEP ENGINEER. www . aIIenmajor . com 100 COMMERCE WAY, SUITE 5 5. D LOCATION SHALL BE DETERMINED BY SERVICE WOBURN MA 01801 PROVIDER. TEL: (781) 935-6889 FAX: (781) 935-2896 6. THE CONTRACTOR SHALL CONTACT "DIGSAFE" AND THE CITY OF SALEM WOBURN, MA LAKEVILLE, MA * MANCHESTER, NH LIC WORKS AT LEAST 72 HOURS PRIOR TO ANY EXCAVATION WORK TO REQUEST THE LOCATION OF THE EXISTING UTILITIES. THIS DRAWNG HAS BEEN PREPARED IN ELECTRONIC=RMAT.Q DIG SAFE CLIENT/CLIENTS REPRESENTATIVE OR CONSULTANT MAY BE DIGSAFE: 1-800-344-7233 PROVIDED COPIES OF DRAWNGS AND SPECIFICATIONS ON MAGNETIC TION AND USE FOR SPECIFIC SALEM DEPT. 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THE CONTRACTOR SHALL DETERMINE W GC10 THE EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK, o ` / AND AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH ALLEN & MAJOR 0 �Gc7 MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO EXACTLY LOCATE N ' AND PRESERVE ANY AND ALL UNDERGROUND UTILITIES. ASSOCIATES, INC. v 2. THE INFORMATION SHOWN ON THIS PLAN IS THE SOLE PROPERTY OF ALLEN & civil & structural engineering ♦ land surveying environmental consulting ♦ landscape architecture MAJOR ASSOCIATES, INC. ITS INTENDED USE IS TO PROVIDE INFORMATION. ANY w w w . a I I e n m a i o r . c o m ALTERATION, MISUSE, OR RECALCULATION OF INFORMATION OR DATA WITHOUT 100 COMMERCE WAY, SUITE 5 THE EXPRESSED, WRITTEN CONSENT OF ALLEN & MAJOR ASSOCIATES, INC. IS WOBURN MA 01801 STRICTLY PROHIBITED. TEL: (781) 935-6889 v FAX: (781) 935-2896 i 3. THE CONTRACTOR SHALL CONTACT "DIGSAFE" AND THE CITY OF SALEM o DEPARTMENT OF PUBLIC WORKS AT LEAST 72 HOURS PRIOR TO ANY WOBURN, MA ♦ LAKEVILLE, MA ♦ MANCHESTER, NH EXCAVATION WORK TO REQUEST THE LOCATION OF THE EXISTING UTILITIES. THIS DRAWING HAS BEEN PREPARED IN ELECTRONIC FORMAT. CLIENT/CLIENTS REPRESENTATIVE OR CONSULTANT MAY BE O DIG SAFE DIGSAFE: 1-800-344-7233 PROVIDED COPIES OF DRAWINGS AND SPECIFICATIONS ON MAGNETIC v o r` ` SALEM DEPT. 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J", 0 -> 1%T, r, - 1111� rr * - 1 (7�--_iiiiiiii� ", � 11 tlll� ( ,�� - -isc Jr ,--,.�,(� I....... ,_5r�C - .I '1� . - I ...I _rr�, - I IF I rc--i I L11 ",�'_ I . lz�� \ . '),, 1 FG-7-i � 0 r r,,-rrr.r -h-_ - C_��,_- �, X 'I .�,, I , _> .1 _ - "�, � .,;r ��Irl"",_"i J,'"" l! ,,,��,j�....:r� 'T"':i. .5-"P. "' , ��-,,J 1,-___... 1)........._����, I FIC-ii, . ! 11 ,�3 11-1...... -:-, I�r _:�0 I FL6q___,,PC 0 70 � �r ! _> _> -.1-ii __/ - '__. -.11- I . ,.!., , � -3�1 . r � __, - "', , 14D,r"�-j 11 , NOTES: . . . � ...- n ---- , 1'�� ,r . 01 t i- LO �! -,J . -- , - V I—— .. 0 ��, 9 1iif[)""" r ; I '10 ��,. �", (, I - � . \ _ic,r-'.'�,'1, 1:z� __� \_3 / _ 1> ,'� I I ", � --A 41f"--,4n �10" (51 I \,',,,, 11 (A I, '1, , , 0 1 1 \ ,ii, i ,111 �,��"��," , 10�: 0 . i & MAJOR ASSOCIATES, INC. ITS INTENDED USE IS TO PROVIDE INFORMATION. ! r, . I "' . . � \ - " . J! 0 I \�, ;A _ _-_�__ > 1"�.....................__� \� , . .3�1 ��, I ,J� I . � 0" -----------�_o z . '�1�_�+ I __1 I /"-4j^ ---5�, , � . '� 7! ! 1�( 'r,.-+_-_Q' -_ .--.----------- ba . . "p-�, - FR 0 - ' 0 1 . � kl� I ........U;P,M�......r - n+ )11______ 0 _� V, D�� � - � _> i (5�1_1� _>Ow��'__ r . .-",----\. . to � "\ 1. THE INFORMATION SHOWN ON THIS PLAN IS THE SOLE PROPERTY OF ALLEN (.14 , _> �e,wl , 0 1 �'o .�p _> *(..,I .__3 .. D" U� "i "Ji-3 , �A 0A V-) CP _> - CP , r- .......I , _ _k c' - , \ �� ul . " 1, _-ii�.......-1-1--_ � 111-11`..1...1_111... -_ - 11 - f) C. . I 4"'1_'.'.'_____ ,w I I I 0 : ANY ALTERATION, MISUSE, OR RECALCULATION OF INFORMATION OR DATA ��o . " I > do - _> . ", I . 0 I Vo _� , r, _�> - , CP Lrl �11_),_ ".... ......-A-)..........��____._ ......,_"_,rrr1r111 '14), 0 . ;, I , 11� . - . (J� 2,jr 11 . . , ----�,J 1 F C G", "i,� � * - . � 0 � 1_3 �, cp , �*:, . (JA , �o...... _> WITHOUT THE EXPRESSED, WRITTEN CONSENT OF ALLEN & MAJOR � (O �3 . I ,,_-r t '_ ------- _____ (5) (.)A . , -, - P I ') -,----,,,,, CA cr� . 130 �,,c '.. � 1, CP -�> . (P �_3 - - _> lginwi ,0\ C, .Jj0,__1__,(. I q I ; V3 0) _�, (l - ____i (51 - -�.� . _7 - 0 \ _>�,r, I ASSOCIATES, INC. IS STRICTLY PROHIBITED. , � V3 -,) E!* - "o, _,"_ 'i .-�" __,� I I I -1 ur-- iiiii -L N - - tq _--i- - --iii . f�,��, "i 0 _> ,�7, 1 i I 'All�, - - T,_ . e,;, \_3 7 14 ;1 Ir ,7 /,,,j r, /A- D 1, I -�777/ , ,�� .�> V :(5Y-;-1,1177,-771;rll,�,�,11,'I;;��",'/7, ,,, , / ��,�,' - ,' . I . - �,,L_ Z,_;_,?,\_//_\/ ,� , . . . 01 \-) --�,,��41/,, 1 1 C, "-\� ! L.A , 7,-�17,7111'71'�11�17777Z7+ � �ZW 11 i 4, -CP �_" ;,�;,,_1//711,'�,��1'7-7 (��w/1 1 7--'�- 1� , cp . I �V�11 _ ( (-P- ,;:�� ,7,- 7 - -17,77 - 1-1x_111_7__1A11>17--1-,7,-,-�,z,, ,,, ,,, * I 1, ,� ;1 . _/, , ,7 _ ,7 ,�,,r"'� 10 I J.") i; ,�" ""_,7 ,/ / ,�_, 77 '77�i�, - -w--, __7 __- r . , ;_/7 / 77;, / _7�_', , 71' 1_4- "r." I, I 0 .....6 I .I ��A ,_P -I _±,x 1 777,�,l /,.,, ,77,7/777.�� /977;� ( - ___,_ *(,� -i \� 2. FOOT CANDLE VALUES SHOWN ON THE PLAN ARE PRODUCED UTILIZING 1� - I... J:��� (.11 -A- .1 I ;1: lr� a�. --w Q _,� . -4 * �' ' 11 'I" � I _�> _> 11 r . '� 'r r� ,�,, r ' ,`,�� _�> (JA z �-� , : � 0*,O k 1� I _ I r. I , I � I t ; �� t3 ,,'x; I I I ry ,;�i, '' � V3 �, 0 (� . _> (JA 31 _) I I ; �"` I 11,' � I r- I I r 'r I r _.� 1,�> ! i �� `ji`,�._, , 1 -y ,I vi�'I . I . 11 I 0 I(A (5\ . � *-> , \,, __> �, pr-) METRICS SOFTWARE AND ASSOCIATED IES FILES BY .1 �','� - - I I '' I - , - I I r 1� I �. (15)\, -�i I &1� . I � ; ,n I - . 1 I-,-� ,,,,,��-�,, -w � I .,�\ '_1 � I , 1 *(.,' � N 0 j . I . _> !X> ,-' " _G1 __,'', , JJJ __�, , , I 11 11�11�11 I "I, _,_� I�!::F-," I I 11 -_, " '',�",,- I 0, I 1� , �� r rr � Z /� I I R THE PROPOSED LIGHT FIXTURE. _ 11 111�sll�;11:11_ I I I I I I I � I I ' ""r " I 11''. I ,\ � �> ��',,,-7-,--_---------, do 1,�, , I I I --- , � � _"� *(5% ; �,"',�r I", > . � I I . I , , I��, I I 1_ � �"" I I ' I- _' I , \ , ti 6 � � , , , " ,, "",- I I I�I I 'I'll-1 I I I",I�,I I � "I I- '?"Z.�r""'"' ',":r""�r I,,I, "�, w I I . -.,- i \ \, 1 r- : 0 (P�' , I I I �r, , '�' r �, �,,�,,_I-,", ",_,rl "', - .1 \ , � I " ,1, ' i� 1--, , , 11--1, , r I � -�.,,r I I � , l'i) 1 . _q, (-A.; I I , r ", r, I I � I I I , ,�, I 1. �,`,I I"'i,,,, � ' ' -� I I � ,I � ""11". I I" , I - I " I I , "I - jr, ,"'I ,�'�", �� I � _3 \......., . ..4> , , r I , , "I ,�: - I : � � , ,� i, 11, ,'11� -,-,ii, _,,�,�_ � I 11 �,I" I ,r "� . I , �, , , ��, �' I ,� � ,r,,,,,, """"i r IL � ___p_', ......�_ ""';__� I ,, (,�'.�> I . I ��, , , �",�, ,", � �� , "a ,, ,,, I I I ,", . I" JJ"__1_1____.__--�,i I A 0 . 1. 1!� _ , , I �, ,,," ,g, , " , , ...11, " " " I . , � ", " /11, �,:- , , ,�, I , ,,, � ",1 �, ,,, 1," I . I /, , �`,,,� , , , '' " ,","" , $r _ � I I , ,, , ,,,, 1-1 I— �I r ", � `%� 1i I I I ,n �_ ' "'� � ' " � 1)�.,,�'�, � ,,, : ,", �,`,': ,�� -�11 I : " , V3�'I"�1, "'�'r��' ' il � I 0 � � " ,� '�,`r� I , " - - -, r "' --1 . r 1��, � � , I ko ,_Y� , , I,,�, �, ,�I ,r� r , , , , """, "",� , , "-:""� ""-,"',"""""",, ,,I :, " , , 'O , �\ , --A 11, , , r , 0 " - I, ��,',',e,-r,,;%" , I I I i "u, i I - , , , , �' �_ 11 , I r ,�` - , , - �---� � , � , 11" 0 INI - i - I _> I I , , I , ,, , ,�,-� -, , """,,, , , -i, i, ,�: ,I 1) ,I ,�,,,, ,,,,� i I " r I , , , �, ,,]i ,J I �I �` ", � ' �� �\�,, , I � _>I I ki 1� �,� r 11 ,� - ,",,,,,,,�" ",,�� � - -, ,,-,,,,,�,�,,�:� ��� "I 1�,I 1`1 I""�- --4-- ,-,,, ", I �, , 0 I � '' '' ,71 I " �� ,,::"_, -, -,,, - 3. ALL PHOTOMETRIC DATA REFERS TO UNITS IN FOOT CANDLES (FC). THE LIMIT . � 11,111 ,,',_,,�,��,:,: I , ,�, ',�,',,,.� -,'!' " " " : , - � 'J �i �!I I I " '- , "," I ,Z I I : ,�," �" 1, - , ��: 11,11,1101111"', �� �,_i'1� �,�, , """A"', � r':'� �, 1 1 'I,' � _\j . ""' " 1`1 C_ I I I . (5\ , `�', 1'1�1 �''��,V' � r'. - ,,,,,, ,�-,,,,_,,,,,,, ,�,,�": , > ,;,,,,,,,,��Is"i �, , , , I I '� , I , t, '_ I `��n,,� "', , X; ,, �� � �, , , ,,�,, � , , , , ", i�� I p , '1'111�x� ,", 1, � � 1�, �, , �,,:�"',',i",',,� ,,,�_"` _>ii� . ,� I r� ,�, ,, I I- I � ,,,,��� I ,,,_� I I , �11;� " ,,, I " , I I , " , 1�, .;-, jl�i,j � � A I I 11 I I I , 11 I I I . . j � ��I I"_11"� ,,, � 11"" ,,, � I " � ,,,,� ,� " ' r';_�',, "�;���_�_�I I , I - 1�, 11 ; ,�, 0 r . * :V/ 0 t��,�,11 �I i I I , , -',',�', , ", � ,�n"�, I I �I� I I 1, I � �� �,' � 0 I �` ,� C,_> j �, '�,T :�'� ."'1'1�11_/ � �"," " , I "�"',"', ,r�"" I I I I ! I ;,;' OF 1.0 FC ILLUMINATION IS SHOWN IN A RED SOLID LINE AND THE LIMIT OF � "" I ' ' " "I I � , " I i �A I � I I -11, I " r ,�,�,",�, : ,�� :,�,,, I 1� I `� _, I , I I � ", ,�,_, :�_, I '1% �\_I -, --A �, � ,�,� I .11 1, I _ ' ' " � � "I , ,I : 1 i, �� I � ," �z� - 'i� ,� ,,�,','' ' ,'j, � ",.1 A �`�� '�'I ,, ,I ' '",... 11 -, "I , � ':""' ' "�� ' - ; ,,,, , �."re , �� � I � . , I 1� 11 ., 1 _= 1',." " , , , I � I I 11i,1� ", I I , 117�1 z! I "' '11- I �,�'. � ,_ � k , !/,�_ I jST I I '�ir_ , ,,, - _:,r",",, ,� _'4 ,�,n , , I`r� -�I " I ,111 I - I-, ,'. 11 ' ��,, "�_,"_',�__,�,�:,_r-,,� , �, '4��, ., -, 11 _'� I: - "I � I ,'�,�� " ""�-,,0'r" '"'.".'r 'FLI : ' r �> I , . y �i �k" i "_,�, "__�, I I r -"� , �, , - � , ":", 'r -_11, ���l,1,��I�,I - I I , "I I 1� 11 I 1, "I I ,. --A ;� �- ' rr r A 11", C�A � - I I" "I''� �i, , ,", I r , '1� 1, 'j'�,, '' �, I 11 : I 1: ' ' ,r ,�� �,_ , , , _ -� i 'i THE 0.5 FOOT CANDLE (FC) ILLUMINATION IS SHOWN IN BLUE. , , r, I 1.��11 �, ��vll I- ' 'I' ll'' I I - ''I " r ,r , '-_ �"� "�,",,"..,r" " , I 0 (_ (5\ �� ''I I I 11, r r' "�, � �� .......�',__ , ,Z':"�'� I ,, i�' �) - I ' ' I I , . � ", ,r �, " �'� 0 � I ,�'L , r, "I", ,�" � , " , '� " �'�_" ' ', ' ", 1, I , '_ I'll " , , "' I "'," �1111�10'xlll, , 1, "" � "",L, ,' , � , _ L I , '��" �'� ' ''r r - ) I ,I I __� " _1 , " , I 11 I �'�U'L L, �13�1 , �,�,1.��, I�I 1� I ' r I L I I - I , L I , ,_,_ 1"'__`_,�Pl� I " _,_ , 111w� � �_ ,� ,�""',` - -, �� , _ , I 11_;_;� 11 " ' ' I'll I'll I ,' r' `1�', ,,�," � ,I . , , "I 11, I I ""'' - _�, -.1',11,L - , �I " "'�'r , I 11, I I 'I'll L r ,_ �':� I I i I I � � �1 i I . 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I a I RIJ - - , �, 11, tAc+ffw � PHOTOMETRIC 10 �1.1 I 2- a I fRIJ 111.11� - Q) CALLOUT SYMBOL DESCRIPTION MOUNTING NOTE I TOTAL LAMP QUANTITY d1series 11,, d1series I S CHhT D UL E LUMENS DEPRECIA TION jft ,:F� ALLEN & MAJOR K W- In Q) I A Lithonia Lighting, DSX1 LED P3 30K BLC POLE Mounting Height 9570 0.9 2 N MVOLT 1 61-69' Specifications 1-I I I AVERAGE 1.55 0-0 : ASSOCIATES, INC. ___ : . (j Luminaire Back Box (BBW) Specifications �_ ; : FOOT-CANDLES � : civil & structural engineering * land surveying -iiiiiiii' 1.01 ft2 ! i li- EWP Lithonio Lighting, DSXW2 LED 20C 350 WALL Mounting Height 2793 0.9 6 Width: 1 8-1/2" Weight: 21 lbs Width: 5-1/2" BBW 1 Ibis EPA: (0.09 MJ . environmental consulting * landscape architecture lot (.4"0"i (1�5 Irg) (74.0 cirri) Weight: (0.5 ka) W :�: MAXIMUM Ill -o of . (), ! www . aIIenmajor . com w 6.2 30K T3M MVOLT 33" 1, I I 101, Length: -, ! Q-- FOOT-CANDLES Depth: Depth: 1-1/2" (133.1cm) ........11 ; ! ! 100 COMMERCE WAY, SUITE 5 % - W2S Lithonia Lighting, DSXW2 LED 30C 1000 WALL Mounting Height 10468 0.9 7 (254 cm) 0.8 cn�I Width: 13" .--.! WOBURN MA 01801 (j MINIMUM 0.0 0 Height- 7-5/8" Height: 4" (33,0m) - L __ 30K T2S MVOLT 21'-O" (19.4 cmi) (10.2 crn) . ..................pl-i I TEL: (781) 935-6889 (f) FOOT-CANDLES . Height Hl: 7-1/2 �_.. ...........I I_&I H2 FAX: (781) 935-2896 For 3/4 NPT (19.0m Q) D ---w side-entry _D , I i 11 I - Z . W3M Lithonia Lighting, DSXW2 LED 30C 1000 WALL Mounting Height 10505 0.9 2 - � conduit Height H2: 3-1/2" "I-- �_W I STER, NH §i U 21 P-0" ��. I ] - WOBURN, MA * LAKEVILLE, MA * MANCHE il . � AH' Weight 27 lbs (max): 02.2 ikii) THIS DRAVONG HAS BEEN PREPARED IN ELECTRONIC FORMAT. Q DIG SAFE W4M U Lithonia Lighting, DSXW2 LED 30C 1000 WALL Mounting Height 10365 0.9 1 �m_,_____,__ -:: I� �11]I--), . CLIENTICUENT'S REPRESENTATIVE OR CONSULTANT MAY BE 1 I I 11 30K T4M MVOLT 211-019 1 1 PROVIDED COPIES OF DRAWNGS AND SPECIFICATIONS ON MAGNETIC S: ��, . = . I __ I I . MEDIA FOR HISIHER INFORMATION AND USE FOR SPECIFIC (j jj � li�l APPLICATION TO THIS PROJECT.DUE TO THE POTENTIAL THAT THE ii,_ I I I WALL MOUNTED LED LIGHT POLE MOUWED LED UGHT � I I MAGNETIC INFORMATION MAY BE MODIFIED UNINTENTIONALLY OR Q, "I LITHONIA UJIGHTING-D-SERIES LITHONIA LIGnNG -[)-SERIES OTHERNSE,ALLEN&MAJOR ASSOCIATES,INC MAY REMOVE ALL I - � I� 11� INDICATION OF THE DOCUMENT'S AUTHORSHIP ON THE MAGNETIC �� � _�, ""', GRAPHIC SCALE MEDIA.PRINTED REPRESENTATIONS OF THE DRAWNGS AND L0 I'll i N ,� I'll SPECIFICATIONS ISSUED SHALL BE THE ONLY RECORD COPIES OF __ I I 1 20 0 10 20 40 so ALLEN&MAJOR ASSOCIATES,INC-S WORK PRODUCT. �Q I I I . 6w ,lliJJJJJJJJJii ol ! 1 I -1 C.) I � Ell EMMMEMI P DRAWNG TITLE: SHEET No. LQ BEFORE YOU DIG I a CALL 81 1 OR ( IN FEET ) CL 1-888-DIG-SAFE 1 inch = 20 ft. 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APPLICANT\OVNER: I ; 1" _ i LIFE STORAGEG�_ . , ` 1 \\ 1 6467 MAIN STREET , !II \ I WILLIAMSVILLE, NY 14221 PROJECT: LIFE STORAGE GENERAL NOTES SEED MIXES: REDEVELOPMENT , PLANTING SCHEDULE-TREES, SHRUBS, GROUNDCOVERS & PERENNIALS 435 HIGHLAND AVENUE NEW ENGLAND WETLAND PLANTS SALEM, MA1. THE LOCATIONS OF EXISTING UNDERGROUND UTILITIES ARE SHOWN IN AN 820 WEST STREET, AMHERST, MA 01002 . APPROXIMATE WAY ONLY AND HAVE NOT BEEN INDEPENDENTLY VERIFIED BY PHONE: 413-548-8000 FAX 413-549-4000 I THE OWNER OR IT'S REPRESENTATIVE. THE CONTRACTOR SHALL DETERMINE EMAIL: INFO@NEWP.COM WEB ADDRESS: WWW.NEWP.COM PROJECT NO. 257001 DATE: 06/25/2019THE EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING DECIDUOUS TREES NEW ENGLAND EROSION CONTROL/RESTORATION MIX FOR DRY SITES WORK, AND AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES SCALE: in-20' li NAME: C-257001WHICH MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO EXACTLY KEY QUANTITY BOTANICAL NAME MIN. SIZE SPACING COMMENTS GROUND UTILITIES. BOTANICAL NAME WETLAND INDICATOR DESIGNED BY: SJL/BES CHECKED BY: CVQ 2. THE INFORMATION SHOWN ON THIS PLAN IS THE SOLE PROPERTY OF ALLEN MR 7 RED JEWEL CRABAPPLE 2-2.5" CAL. AS SHOWN B&B ELYMUS CANADENSIS CANADA WILD RYE FACU+ C FESTUCA RUBRA FACU PRD BY: & MAJOR ASSOCIATES, INC. ITS INTENDED USE IS TO PROVIDE INFORMATION. LOLIUM MULTIFLORUM ANNUAL RYEGRASS z ANY ALTERATION, MISUSE, OR RECALCULATION OF INFORMATION OR DATA NS 1 NYSSA SYLVATICA UPELO 2.5-3" CAL. AS SHOWN B&B LOLIUM PERENNE PERRENIAL RYEGRASS z WITHOUT THE EXPRESSED, WRITTEN CONSENT OF ALLEN & MAJOR PANICUM MRGATUM SWITCH GRASS FAC 3 ASSOCIATES, INC. IS STRICTLY PROHIBITED. EVERGREEN TREES SORGHASTRUM NUTANS INDIAN GRASS UPL SCHIZACHYRIUM SCOPARIUM LITTLE BLUESTEM FACU 2 3. ALL LANDSCAPED AREAS WITH SHRUBS, TREES, AND PERENNIALS TO HAVE 2TO 4 AGROSTIS PERENNANS FACU z FEET MINIMUM DEPTH OF TOPSOIL. TWO FEET OF TOPSOIL AROUND TREES HUJA OCCIDENTALIS TECHNYTMISSION. ARBORVITAE 5-6 HT. AS SHOWN B&B THE NEW ENGLAND EROSION CONTROL RESTORATION MIX FOR DRY SITES PROVIDES —I T INCLUDE AMENDED PLANTING SOIL WITHIN TREE / TQ SHRUBS AN APPROPRIATE SELECTION OF NATVE ANDNATURALIZED GRASSES O A L L E N & M A O R I SHRUB PIT FOR FULL DEPTH OF ROOTBALLS. SEE PLANTING DETAILS FOR ENSURE THAT DRY AND RECENTLY DISTURBED SITES WILL BE QUICKLY REVEGETATED z PLANTING DEPTH AT SHRUBS AND TREES. ALL AREAS OF LOAM AND SEED HY 14 HYDRANGEA A. 'INCREDIBALL' NCREDIBALL HYDRANGEA #5 AS SHOWN POT AND THE SOIL SURFACE STABILIZED. IT IS AN APPROPRIATE SEED MIX FOR ASSOCIATES INC.TO HAVE 6" MINIMUM DEPTH OF TOPSOIL. TOPSOIL TO BE TESTED BY ROAD CUTS. PIPELINES, STEEPER SLOPES, AND AREAS REQUIRING QUICK COVER N DURING THE ECOLOGICAL RESTORATION PROCESS. THE MIX MAY BE APPLIED BY I CONTRACTOR, AND APPROVED BY A&M PRIOR TO PURCHASE AND OR RL 15 ' ' RHODODENDRONNDMARK 5 AS SHOWN POT civil & structural engineering * land surveying BEQ L CONTRACTOR DEMOLITION CONTRACTOR AND LANDMARK HYDRO—SEEDING, BY MECHANICAL SPREADER, OR ON SMAL SITES FTC rSPREAD BY HAND. LIGHTLY RAKE OR ROLL TO ENSURE PROPER SOIL—SEED environmental consulting * landscape architectue LANDSCAPE CONTRACTOR TO COORDINATE PROPER DEPTH OF EXISTING VC 10 VIBURNUM CASSINOIDES WITHEROD VIBURNUM 3-4' HT. AS SHOWN B&B CONTACT. www . aIIcnmajor . com W MATERIAL REMOVAL ACROSS SITE SO THAT 2 FEET MINIMUM AND 6" MINIMUM BEST RESULTS ARE OBTAINED WITH A SPRING OR LATE SUMMER SEEDING. LATE 100 COMMERCE WAY, SUITE 5 PROPOSEDDEPTHS OF TOPSOIL NOTED ABOVE ARE MET AT NO ADDITIONAL PERENNIALS/GRASSES SPRING THROUGH MID—SUMMER SEEDING WILL BENEFIT FROM A LIGHT WOBURN MA 01801 Q COST TO OWNER. SEE TOPSOIL DETAIL. MULCHING OF WEED—FREE STRAW TO CONSERVE MOISTURE. IF CONDITIONS ARE DRIER TEL: (781) 935-6889 THAN USUAL, WATERING WILL BE REQUIRED. FERTILIZATION IS NOT FAX: (781) 935-2896 _ BA 34 BAPTISIA AUTRALIS LUE FALSE INDIGO #3 STAGGERED REQUIRED UNLESS THE SOILS ARE PARTICULARLY INFERTILE. PREPARATION OF A CLEAN WEED FREE SEED BED IS NECESSARY FOR OPTIMAL RESULTS. z RUDBECKIA FULGIDA GOLDSTURM BLACK EYED WOBURN, MA * LAKEVILLE, MA * MANCHESTER, NH § RF 30 1GOLDSTURM' USAN #2 24" O.0 STAGGERED PRICE PER LB $15.00 MIN. QUANITY 5 LBS. TOTAL: $75.00 THIS DRAWING HAS BEEN PREPARED IN ELECTRONIC FORMAT. DIG SAFE APPLY: 35 LES/ACRE :1250 SQ FT/LB CLIENT/CLIENTS REPRESENTATIVE OR CONSULTANT MAY BEQ PROVIDED COPIES OF DRAWINGS AND SPECIFICATIONS ON MAGNETIC _ MEDIA FOR HIS/HER INFORMATION AND USE FOR SPECIFIC APPLICATION TO THIS PROJECT.DUE TO THE POTENTIAL THAT THEQ MAGNETIC INFORMATION MAY BE MODIFIED UNINTENTIONALLY OR OTHERWISE,ALLEN&MAJOR ASSOCIATES,INC.MAY REMOVE AL INDICATION OF THE DOCUMENTS AUTHORSHIP ON THE MAGNETIC o GRAPHIC SCALE MEDIA.PRINTED REPRESENTATIONS OF THE DRAWINGS AND n SPECIFICATIONS ISSUED SHALL BE THE ONLY RECORD COPIES OF (N 20 0 10 20 40 80 ALLEN&MAJOR ASSOCIATES,INC.-S WORK PRODUCT. Q DRAWING TITLE: SHEET No. Q BEFORE YOU DIG 1 C888-DIG-SAFE (IichFEE20 ) ft. LANDSCAPING PLAN L-101 :� 1-888-344-7233 Copymigbt(D2019 Allen&Major Associates,Inc. All Rkahts Reserved I - LANDSCAPE NOTES SEED. SEE REMOVE ARBORKNOT AFTER ONE LANDSCAPE '� GROWING SEASON 1. ALL WORK SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS OF THE TOWN OF SALEM, MA. PLAN FOR NOTES TYPE 2. PLANTING PLAN IS DIAGRAMMATIC IN NATURE. FINAL PLACEMENT. OF PLANTS TO BE APPROVED ARBORKNOT BY DEEP ROOTS OR 1. TREES SHALL BEAR SAME RELATIONSHIP TO FINISH GRADE AS IT BORE BY THE LANDSCAPE ARCHITECT IN THE FIELD. Ir APPROVED EQUAL TO NURSERY OR FIELD GRADE. ROOT FLARE SHALL BE 2" ABOVE II VI�I OFFSITE COMPACTED FINISH GRADE. REMOVE SOIL FROM TRUNK FLARE OF TREE TO 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONTACTING ALL UTILITY COMPANIES, ANY I SCREENED DETERMINE ACTUAL TOP OF ROOTBALL AREA. PERMITTING AGENCIES, AND DIG-SAFE (1-888-344-7233) AT LEAST 72 HOURS IN ADVANCE TOPSOIL 3" BARK MULCH IN SAUCER OF ANY WORK THAT WILL REQUIRE EXCAVATION. CONTRACTOR SHALL NOTIFY THE OWNERS GENERAL NOTE (NO STONES 2. INSTALL THREE GUYS PER TREE; EQUALLY SPACED AROUND BALL. REPRESENTATIVE OF NAY CONFLICTS IN WRITING. ;,•.' %` .` ;,' PLANT SAUCER, 4 CONTINUOUS WITH # 3 ABOVE m..;"` w "::.. �.. LARGER BARK MULCH FOR DEPTHS `_; : THAN 3/8") 3. ATTACH GUYS AT 2/3 HEIGHT OF TREE. 4. NO PLANT MATERIAL SHALL BE INSTALLED UNTIL ALL GRADING AND CONSTRUCTION HAS BEEN .'A.'.2.. •::. ... .: '! WARNING FLAG 18" ABOVE FINISH COMPLETED IN THE IMMEDIATE AREA, ANY TREES NOTED AS "SEAL OR SELECTED SPECIMEN" COMPACTED GRADE 4. BACKFILL WITH PLANTING MIX. PLANT MIX TO BE: 50% NATIVE TOPSOIL, SHALL BE TAGGED AND SEALED BY THE LANDSCAPE ARCHITECT. SUBGRADE SOILS. y - FINISH GRADE 20% COMPOST (LEAVES & ORGANIC MATERIAL, NO ASH) 20% PEAT MOSS, 10% SAND. 5. ALL TREES SHALL BE BALLED AND BURLAPPED (B&B) UNLESS OTHERWISE NOTED OR SET ANGLE OF GUYS TO ENTER 5. ADD MYCORRHIZA SOIL ADDITIVES AND SLOW RELEASE FERTILIZER WHEN APPROVED BY THE OWNER'S REPRESENTATIVE AND LANDSCAPE ARCHITECT. TEXTURE CLASS % OF TOTAL WEIGHT GROUND AT LIMIT OF BRANCH PLANT HOLES ARE 50% FILLED AND WATER THOROUGHLY AT 6. CONTRACTOR SHALL VERIFY QUANTITIES SHOWN ON PLANT LIST. QUANTITIES SHOWN ON PLANS SAND 45% - 65% COMPLETION. SHALL GOVERN OVER PLANT LIST. SILT 15% - 35% --- - -� STEEL EYE STAKES BY DEEP ROOTS CLAY 5% - 20% 7. ANY PROPOSED PLANT SUBSTITUTIONS MUST BE APPROVED IN WRITING BY OWNER'S OR APPROVED EQUAL �TB REPRESENTATIVE AND LANDSCAPE ARCHITECT 8. ALL PLANT MATERIALS INSTALLED SHALL MEET THE GUIDELINES ESTABLISHED BY THE SIEVE % PASSING `- - ...... PLANTING SOIL MIX: BACKFILL IN LOOSE STANDARDS FOR NURSERY STOCK PUBLISHED BY THE AMERICAN ASSOCIATION OF NURSERYMEN. 3/8" 100 LIFTS OF 6"-8" DEPTH. SETTLE WITH NO. 4 85-100 �3 X DIA. OF THOROUGH WATERING. SEE NOTES 3&4. NO. 40 60-85 ROOTBALL 9. ALL PLANT MATERIALS SHALL BE GUARANTEED FOR ONE YEAR FOLLOWING DATE OF NO. 100 38-60 WITH SLOPED CUT AND REMOVE BURLAP AND ACCEPTANCE. N0. 200 10-35 SIDES WIRE BASKETS ENTIRELY. 20 u m LESS THAN 5% 10. ALL DISTURBED AREAS NOT OTHERWISE NOTED SHALL RECEIVE 6" OF SUITABLE LOAM & SEED LAWNS WITH 3:1 OR GREATER SLOPES SHALL BE PROTECTED WITH AN EROSION CONTROL BLANKET. NOTES: EVERGREEN TREE DETAIL 1. TOP OF LOAM (TOPSOIL) IS FINISH GRADE. 2 11. ANY FALL TRANSPLANTING HAZARD PLANTS SHALL BE DUG IN THE SPRING AND STORED FOR NOT TO SCALE FALL PLANTING. 2. ALL TOPSOIL (BOTH ONSITE AND OFFSITE SOURCES) SHALL BE COMPOSED OF A NATURAL, FERTILE, FRIABLE SOIL TYPICAL OF 12. TREES SHALL HAVE A MINIMUM CALIPER AS INDICATED ON THE PLANTING SCHEDULE TAKEN ONE FOOT ABOVE THE ROOT CROWN. CULTIVATED TOPSOILS OF THE LOCALITY. OFFSITE SOIL SHALL BE SUITABLE FOR THE GERMINATION OF SEEDS AND SUPPORT OF N OTES: GENERAL NOTES 13. ALL PLANT BEDS AND TREE SAUCERS TO RECEIVE 3" OF PINE BARK MULCH. GROUND COVER VEGETATIVE GROWTH, WITH ADDITIVES, C REQUIRED, TO ACHIEVE SHRUBS SHALL HAVE THE SAME RELATIONSHIP TO FINISH GRADE AREAS SHALL RECEIVE 1" OF PINE BARK MULCH PARTICLE DISTRIBUTION AND ORGANIC CONTENT BELOW. TOPSOIL ER PLANTING AS THEY HAD AT THE ORIGINAL NURSERY SETTING. SET 1 SHALL BE TAKEN FROM AWELL-DRAINED, ARIABLE SITE, FREE OF RUB 1"-2" ABOVE FINISH GRADE. 14. ALL DECIDUOUS TREES ADJACENT TO WALKWAYS AND ROADWAYS SHALL HAVE A BRANCHING V SUBSOIL, LARGE STONES, EARTH CLODS, STICKS, STUMPS, CLAY 1. THE LOCATIONS OF EXISTING UNDERGROUND UTILITIES ARE SHOWN IN AN L LUMPS, ROOTS, OTHER OBJECTIONABLE, EXTRANEOUS MATTER OR KFILL WITH PLANTING MIX. PLANT MIX TO BE: 50% NATIVE TOPSOIL, APPROXIMATE WAY ONLY AND HAVE NOT BEEN INDEPENDENTLY VERIFIED BY PATTERN TO ALLOW FOR A MINIMUM OF 7' OF CLEARANCE BETWEEN THE GROUND AND THE % COMPOST LEAVES & ORGANIC MATERIAL, NO ASH 20% PEAT MOSS,DEBRIS NOR CONTAIN TOXIC SUBSTANCES. ( ) THE OWNER OR IT'S REPRESENTATIVE. THE CONTRACTOR SHALL DETERMINE LOWEST BRANCH.SAND. TIN40THY 3. ADD MYCORRHIZA SOIL ADDITIVES AND SLOW RELEASE FERTILIZER WHEN THE EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING G 3. THE CONTRACTOR SHALL PROVIDE THE OWNER / LANDSCAPE WORK, AND AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES 15. ALL TREE STAKES SHALL BE STAINED DARK BROWN. WILUAMS PLANT HOLES ARE 50% FILLED AND WATER THOROUGHLY AT COMPLETION. c��L � ARCHITECT WITH TOPSOIL TEST RESULTS (RECOMMEND UMASS WHICH MIGHT BE OCCASIONED BY THE CONTRACTORS FAILURE TO EXACTLY 4. SHRUB BEDS TO HAVE 24" MIN. OF CONTINUOUS PLANTING SOIL. 16. CONTRACTOR RESPONSIBLE FOR WATERING AND RESEEDING OF BARE SPOTS UNTIL A UNIFORM No.43119 AMHERST SOIL TESTING LAB) FOR APPROVAL PRIOR TO OBTAINING AND LOCATE AND PRESERVE.ANY AND ALL UNDERGROUND UTILITIES. PLACING THE SOIL. IF ANY TOPSOIL IS PURCHASED OR PLACED STAND OF VEGETATION IS ESTABLISHED AND ACCEPTED. s� PRIOR TO APPROVAL BY OWNER / LANDSCAPE ARCHITECT, IT IS AT 2. THE INFORMATION SHOWN ON THIS PLAN IS THE SOLE PROPERTY OF ALLEN J� �O.N.AL CONTRACTORS RISK, AND IT CAN BE REMOVED AT NO ADDITIONAL & MAJOR ASSOCIATES, INC. IT'S INTENDED USE IS TO PROVIDE INFORMATION. 17. ALL PARKING ISLANDS PLANTED WITH SHRUBS SHALL HAVE 18" OF TOP SOIL. FINISH GRADE COST TO THE OWNER. IF THE PLANTING SOIL (BOTH ONSITE AND ANY ALTERATION, MISUSE, OR RECALCULATION OF INFORMATION OR DATA SHALL BE EQUAL TO THE TOP OF CURB. PROFESSIONAL ENGINEER FOR OFFSITE SOURCES) DOES NOT FALL WITHIN THE REQUIRED SIEVE WITHOUT THE EXPRESSED, WRITTEN CONSENT OF ALLEN & MAJOR 18. SOIL SAMPLES, TESTS, AND SHOP DRAWINGS SHALL BE PROVIDED TO THE LANDSCAPE ALLEN & MAJOR ASSOCIATES, INC. ANALYSIS, TEXTURAL CLASS, ORGANIC CONTENT, OR PH RANGE, IT ASSOCIATES, INC. IS STRICTLY PROHIBITED. ARCHITECT OR THE OWNER FOR APPROVAL PRIOR TO CONSTRUCTION. SHALL BE ADJUSTED TO MEET THE SPECIFICATIONS THROUGH THE 3" BARK MULCH REMOVE SOIL FROM ADDITION OF SAND, COMPOST, LIMESTONE, OR ALUMINUM SULFATE TO STEMS TO DETERMINE 3. ALL LANDSCAPED AREAS WITH SHRUBS, TREES, AND PERENNIALS TO HAVE 2 BRING IT WITHIN THE SPECIFIED LIMITS AT NO ADDITIONAL COST TO 4" EARTH SAUCER WHERE ROOT AREA FEET MINIMUM DEPTH OF TOPSOIL. TWO FEET OF TOPSOIL AROUND TREES 19. ALL PROPOSED LANDSCAPE AREAS INCLUDING MOWED LAWNS, TREES, SHRUB BEDS, AND THE OWNER. _ BEGINS AND SHRUBS DOES NOT INCLUDE AMENDED PLANTING SOIL WITHIN TREE / PERENNIALS SHALL BE PROVIDED WITH WATER EFFICIENT UNDERGROUND IRRIGATION. DESIGN FINISHED GRADE SHRUB PIT FOR FULL DEPTH OF ROOTBALLS. SEE PLANTING DETAILS FOR AND INSTALLATION OF IRRIGATION SYSTEM TO BE PERFORMED BY AN APPROVED IRRIGATION 4. TOPSOIL SHALL HAVE A PH VALUE BETWEEN 5.5 AND 6.5. TOPSOIL OOT BALL •;. ;.;•;':,� ;��: ;-__= DESIGN BUILD CONTRACTOR OR BY AN APPROVED EQUAL, TO BE DETERMINED BY THE OWNERS ��•,�� PLANTING DEPTH AT SHRUBS AND TREES. ALL AREAS OF LOAM AND SEED REPRESENTATIVE AND LANDSCAPE` ARCHITECT. IRRIGATION SYSTEM IS TO BE DESIGNED FOR SHALL CONTAIN BETWEEN 4% AND 8% ORGANIC MATTER OF TOTAL DRY ~ ' '` 6" MIN. TOPSOIL, TO HAVE 6 MINIMUM DEPTH OF TOPSOIL. TOPSOIL TO BE TESTED BY EFFICIENT WATER USAGE INCLUDING: USE OF DRIP IRRIGATION FOR SHRUBS AND PERENNIALS, L •..�5.V�v` l� WEIGHT AND SHALL CONFORM TO THE FOLLOWING GRADATION AND ROOT BALL ';•;,r; '1�=" NEW OR EXISTING CONTRACTOR, AND APPROVED BY A&M PRIOR TO PURCHASE AND OR IRRIGATION SYSTEM WITH HEAD-TO-HEAD COVERAGE, A CENTRAL SHUT-OFF VALVE, AND A TEXTURE CLASS ABOVE. PLACEMENT. GENERAL CONTRACTOR DEMOLITION CONTRACTOR AND CUT & ROLL DOW :; : :• .,- �:'°= '�'' RAIN SENSOR TO SHUT OFF IRRIGATION DURING RAIN EVENTS. `" """ "'"'' `"°' 'Y'' PLANTING MIX LANDSCAPE CONTRACTOR TO COORDINATE PROPER DEPTH OF EXISTING REV DATE DESCRIPTION BURLAP ® TOP }3 MATERIAL REMOVAL ACROSS SITE SO THAT 2 FEET MINIMUM AND 6" MINIMUM __ BACKFILL SEE 20. A MINIMUM 18 WIDE BARRIER OF 1 GRAY OR TAN PEASTONE SHALL BE INSTALLED IN ALL OF ROOT BALL. IF 2 &3 DEPTHS OF PROPOSED TOPSOIL NOTED ABOVE ARE MET AT NO ADDITIONAL PLANT BEDS WHICH ABUT THE BUILDINGS IF BUILDING MATERIAL IS FLAMMABLE. MULCH SHALL APPLICANT\OWNER: NOTES TOPSOIL FOR LAWN, TREES, SHRUBS, & PERENNIALS SYNTHETIC, REMOVE # COST TO OWNER. SEE TOPSOIL DETAIL. NOT TO SCALE ENTIRELY. " NOT BE NEWLY APPLIED WITHIN 18 INCHES OF ANY COMBUSTIBLE PORTION OF ANY BUILDING LIFE STORAGE 9 3 X DIA. OF UNDISTURBED SOIL PER THE LATEST EXECUTIVE OFFICE OF PUBLIC SAFETY AND SECURITY DEPARTMENT OF FIRE 6467 MAIN STREET (MIN) ROOTBALL SERVICES REGULATION (527 CMR 17.00). INSTALL 6 DEEP OF PEASTONE WITH MIRAFI WEED WITH SLOPED FABRIC BENEATH AND STEEL EDGING BETWEEN THE PEASTONE AND ADJACENT MULCH BED. WILLIAMSVILLE, NY 14221 SIDES SHRUB PLANTING DETAIL PROJECT:3 LIFE STO RAG E NOT TO SCALE LOAM AND SEEDING NOTES: REDEVELOPMENT CONTRAREAS SHOWN ON THE PLAN PER SPECIF ICATIONS ONS BELOW AREAS NOT NOTED TO RECEIVE OTHER MATERIALS, AND AT 435 HIGHLAND AVENUE SCIENTIFIC NAME COMMON NAME PROPORTION PERCENT PERCENT SALEM, MA h TREE / DRIPUNE BY WEIGHT PURITY GERMINATION ./ FESTUCA RUBRA CREEPING RED 37% 95% 90% PROJECT NO. 2570-01 DATE: 06/25/2019 (2) MIN. 2" X 2" X 8' ARBOR TIES BY DEEP ROOTS "RUBRA" FESCUE WOOD POSTS FOR OR APPROVED EQUAL SCALE: AS NOTED DWG.NAME: C-2570-01 " 1. ALL TREES SHALL HAVE THE SAME RELATIONSHIP TO FINISH GRADE METAL STAKE TREES UNDER 3 CAI IPEPEMOVE STAKES AFTER ONE AFTER PLANTING AS THEY HAD AT THE ORIGINAL NURSERY SETTING. PAO PRAENTENSIS BARON KENTUCKY 40% 85% 90% GROWING SEASON ROOT FLARE SHALL BE 2" ABOVE FINISH GRADE. REMOVE SOIL FROM "BARON" BLUEGRASS DESIGNED BY: SJL/BES CHECKED BY: CMQ o " TRUNK FLARE OF TREE TO DETERMINE ACTUAL ROOTBALL AREA. 90�, PREPARED BY: 10 -0 FOR TREES > 3 CAL. _ \ LOLIUM PERENNE PALMER PERENNIAL 15% 95% Z 8'0" FOR TREES 3" CAL. AND •� CONSTRUCTION FENCE "PALMER"3" BARK MULCH 2. BACKFILL WITH PLANTING MIX. PLANT MIX TO BE: 50% NATIVE TOPSOIL, o PALMER RYEGRASS UNDER 4" EARTH SAUCER WITH 20% COMPOST (LEAVES & ORGANIC MATERIAL, NO ASH) 20% PEAT FESTUCA RUBRA WILMA CHEWINGS 8% 95% 80% MOSS, 10% SAND. EDGE OF TREE TRUNK Z 6" MIN. TOPSOIL, BARK MULCH COMMUTATA WILMA NEW OR EXISTING - 3. ADD MYCORRHIZA SOIL ADDITIVES AND SLOW RELEASE FERTILIZER WHEN ADJUST FOR FIELD CONDITIONS ~r' 1. SEED TO BE SPREAD AT MINIMUM RATE OF 5 LBS. PER 1000 SQ. FT. - UT & REMOVE BURLAP PLANT HOLES ARE 50% FILLED AND WATER THOROUGHLY AT " o PLANTING MIX 3'0" MIN' ' AND WIRE BASKET ENTIRELY. COMPLETION. NOTE: 2.SEEDING TO BE COMPLETED IN SEASON BETWEEN APRIL 1 TO JUNE 15 OR AUGUST 15 TO ALLEN & MAJOR I BACK FILL SEE 1• CONSTRUCTION FENCE TO BE 'VISUAL BARRIER FENCE" AS MANUFACTURED OCTOBER 1, EXCEPT FOR RESEEDING OF BARE SPOTS. IF UNABLE TO SEED WITHIN THESE NOTE 2 &3. �, TIMEFRAMES, CONTRACTOR TO INSTALL EROSION CONTROL MATS ON ALL SLOPES 3:1 AND OVER, BY EXXON CHEMICAL COMPANY ATLANTA, GA; KONTROL SAFETY FENCE AS " ASSOCIATES ADD SOIL STABILIZER "FLUX TERRA HP-FGM SOIL STABILIZER INC N 3 X DIA. OF MANUFACTURED BY MIRAFI, CHARLOTTE, N.C. OR APPROVED EQUAL. HYDROSEED ALL EXPOSED AREAS, . v UNDISTURBED SOIL ROOTBALL AS MANUFACTURED BY "PROFILE" TO HYDROSEED (AT RATE OF 3,000 LBS PER ACRE), AT NO civil & structural engineering ♦ land surveying ROOTBALL WITH SLOPED 2. IF GROUPS OF TREES ARE TO BE PROTECTED, EXTEND FENCE AROUND ADDITIONAL COST TO THE OWNER. CONTRACTOR TO COMPLETE ALL ABOVE "OUT OF SEASON" environmental consulting ♦ landscape architecture W SIDES PERIMETER TO CONFORM TO MINIMUM DIMENSIONS FOR TREE REQUIREMENTS AND THEN ALSO BE RESPONSIBLE FOR RE-GRADING AND RE-SEEDING ALL w w w . a J I e n m a j o r . c o m c TRUNKS AND DRIPLINE. DISTURBED, ERODED, OR BARE SPOTS WITHIN NEXT CLOSEST PLANTING SEASON IN FALL OR 100 COMMERCE WAY, SUITE 5 SPRING AT NO ADDITIONAL COST TO OWNER. CONTRACTOR RESPONSIBLE FOR ALL MAINTENANCE WOBURN MA 01801 v ROOTBALL , s o.c. (Tw.) METAL POSTS UNTIL FINAL ACCEPTANCE OF LAWN AREAS INCLUDING: WATERING, ADDING FERTILIZERS AND LIME TEL: (781) 935-6889 AND MOWING AT NO ADDITIONAL COST TO OWNER. FAX: (781) 935-2896 REINFORCED RUBBER HOSE TEMPORARY 3.COMMERCIAL FERTILIZER SHALL BE APPLIED AT THE RATE OF 25 POUNDS PER 1000 SQ. FT. OR ? x Q '- AS RECOMMENDED BY THE TESTING AGENCY. LIME TO BE SPREAD AT THE RATE OF 100 wosuRN, MA ♦ LASEVILLE, MA ♦ MANCHESTER, NH m CONSTRUCTION o TREE PIT g _ FENCE POUNDS PER 1000 SQ. FT OR AS RECOMMENDED BY THE TESTING AGENCY. COMMERCIAL THIS DRAWING HAS BEEN PREPARED IN ELECTRONIC FORMAT. O N C)� M FERTILIZER SHALL BE A COMPLETE FERTILIZER CONTAINING AT LEAST 50% OF THE NITROGEN OF CLIENT/CLIENTS REPRESENTATIVE OR CONSULTANT MAY BE 3 POSTS FOR ALL TREES I WHICH IS DERIVED FROM NATURAL ORGANIZE SOURCES OF UREAFORM. IT SHALL CONTAIN THE PROVIDED COPIES OF DRAWINGS AND SPECIFICATIONS ON MAGNETIC - � FOLLOWING PERCENTAGES BY WEIGHT: NITROGEN (N) 10%, PHOSPHORUS (P) 6%, POTASH (K) MEDIA FOR HIS/HER INFORMATION AND USE FOR SPECIFIC v 3" CALIPER & OVER APPUCAT ON TO THIS PROJECT.DUE TO THE POTENTIAL THAT THE ��� �i;: °f ,� : � N� 4%. LIME SHALL BE AN APPROVED AGRICULTURAL LIMESTONE CONTAINING NOT LESS THAN 85% 3 X DIA. °O `> OF TOTAL CARBONATES. LIMESTONE SHALL BE GROUND TO SUCH FINENESS THAT 50% WILL MAGNETIC INFORMATION MAY BE MODIFIED UNINTENTIONALLY OR ROOTBALL DECIDUOUS TREE PLANTING DETAIL PASS A 100 MESH SIEVE AND 90% WILL PASS THROUGH A 20 MESH SIEVE. OTHERWISE,ALLEN&MAJOR ASSOCIATES, MAY REMOVE ALL INDICATION OF THE DOCUMENTS AUTHORSHIP ON THE MAGNETIC c WITH SLOPED SIDES 4 NOT TO SCALE 5 TEMP. CONST. FENCE TREE PROTECTION 4.LAWN AREAS TO BE SEEDED BY SOWING EVENLY WITH AN APPROVED MECHANICAL SEEDER AT MEDIA PRINTED REPRESENTATIONS OF THE DRAWINGS AND r� � NOT M ScuE THE RATE OF TEN POUNDS PER 1000 SQUARE FEET. SPECIFICATIONS ISSUED SHALL BE THE ONLY RECORD COPIES OF CN 5.CONTRACTOR RESPONSIBLE FOR WATERING, MOWING, AND RESEEDING OF LAWN BARE SPOTS ALLEN&MAJOR ASSOCIATES,INC.'S WORK PRODUCT. ti UNTIL A UNIFORM, HEALTHY STAND OF GRASS IS ESTABLISHED AND ACCEPTED. DRAWING TITLE: SHEET No. LANDSCAPING PLANS L-1 02 Z Copp ghtQ2019Allen&Major Associates,Inc. All Rights Reserved HANDICAP PARKING SIGN/POST (SEE DETAIL) µ, 1�1HITEPA1Nd Xk, 3 � �t ' € ea,.:v a•.,«dazar,».n3d-3awa'E.mib: aiwWub" m::3 y BLUE PAINT' . i 1 f_O" o -- y I Z Z z 80 g _ 3'_ /2" r- r r MAX CROSS 2 2.5" � 1 -1 ff 4" m m SLOPE 1:50 �_ f 2r A DIRECTIONS ,roe _3 � ;. ff ALL � . ' COL4R 'REFLECTIVE .PAINT-` 4' �� �'-g" � �',. � , � n.. ..,. . .. ..,_�`A 1'(TYP) Off 4► STOP LINE R ADIUS 4 2 f " 4 3 . zk ��P IN � r, ��:!TE'�. A .T. -s l t 6'-0" 6'-0" ff & 89 " 6.75 fH' PAINTED SYMBOL 3 -1 (SEE DETAIL) RADIUS �` 2'(NP) �---� �s f 2 (TYP) WIDTH VARIES d- � 00SEE LAYOUT PLAN x% SEE SIDEWALK TRANSITION DETAIL 20' I 23' �• to 8.0' W, . y NOTE: V r 7' s• I 10 LANE LINE STRIP: THIS IS LOCATED IN THE LINE WITH EACH 12'-0" 8'-0" `O SYMBOL TO BE CENTERED ON WIDTH OF PARKING STALL. SYMBOL IS LANE LINE AND HALF THE STRIP ON EACH SIDE. REQUIRED TO CONTRAST WITH BACKGROUND. USE WHITE ON BLUE O MID LINE STRIP: THIS IS LOCATED MIDWAY BETWEEN EACH (COLOR #105090 IN FEDERAL STANDARD 5952) DOUBLE COAT. LANE LINE STRIP. TYPICAL ACCESSIBLE HANDICAP PARKING STALL I WHITE THERMOPLASTIC LETTERING/ARROWS ACCESSIBLE PARKING STALL PAVEMENT MARKING 3 CROSSWAK STRIPING 4 NOT TO SCALE NOT TO SCALE O NOT TO SCALE NOT TO SCALE . 29-6" 12"xl8"x.080 GA. FINISH GRADE, SEE PLAN FOR RETRO REFLECTORIZED MATERIALS. A ! ALUMINUM SIGN RESERVED VERTICAL GRANITE CURB, 6" REVEAL, #` p PARKING VA-4 t �> ; l , J. 7{RA07HY y INTERNATIONAL SYMBOL GRANULAR K BASE COURSE�PER SO{L{ FZEPOtT r� B1 w.il ins OF ACCESSIBILITY. 2500 PSI CEMENT ,r wa _ r �, � G�4L y CV �% ' .1 f Y ° x BORDER AND CONCRETE FULL y \ / �,'� y �\ y v A No.43119 LETTERING IN WHITE LENGTH FRONT SIDE i , yGRANUTAR .wSUB=BASE/GOUR5E ER SOIL REPORT '� B2 ��t � ON BLUE BACKGROUND C,," / ADDITIONAL SIGN STATING-,,,." - i i {([ �_ (S08GRADE PER..-...SOIL REPORT ' -=: i - I PROFESSIONAL ENGINEER FOR "VAN ACCESSIBLE SPACE" VAN TOP COURSE -- _ - I 7.5 I I GEO TEXTILE FABRIC, �( � _ I. I ALLEN & MAJOR ASSOCIATES, INC. REFER TO SIGN LEGEND WHERE INDICATED ON SITE �' PLAN AS "VAN" 6" BINDER COURSE NOTES: (SEE 'SECTIONS) ' _ " " 1.5" RADIUS " 1. SURFACE COURSE, BASE, AND SUB-GRADE ARE SHOWN PER THE GEO-TECHNICAL ENGINEER'S ca 2 x2 x8 -0 SQUARE 2 SQUARE SIGN POST. (TYP) 5 -O RECOMMENDATIONS FOR LOCAL SOILS OR DRAINAGE CONDITIONS AND/OR METHODS. FOR HANDICAP SIGNAGE 18 _I o STEEL SIGN POST " (OR PER 2. SUB-GRADE SHALL BE COMPACTED TO 95% OF PROCTOR. ONLY SET IN 6 PIPE LOCAL CODE) : _. 3. COORDINATE PAVEMENT DETNL WITH GEO-TECH & ENGINEER. i� LANDSCAPED SURFACE BOLLARD, PAINT YELLOW, 3'-O" 2' MIN. STANDARD DUN PAVING - AUTO PARKING FILL WITH GROUT 00 A - 1.5" ASPHALT CONCRETE - SURFACE COURSE (M3.11.03, TABLE A. TOP COURSE) rq; ;, t ",.::r a .'.r;is o..;E .-"4£,;,./',z N .,, .. w 5 MAX. s _S •- a-=.',. � •,•:• ...:.� ,'r� . : . 3 s--�,N�•w .5 ASPHALT CONCRETE BINDER COURSE M3.11.03, TABLE A, BINDER COURSE TOP OF CURB GRANULAR K _ ._ = 1" „i�',�� f - ,- .•.6' � " ��6" _;-£ '6» �� 6"�- ` ',• � 9_ •__-, B1&B2 6 GRANULAR BASE/SUB-BASE COARSE - MASS HIGHWAY DEPARTMENT " ' 6 r .., c " ' §_- §.,• - ,X y '`: y;; ,`.. (MHD) M1.03.0 TYPE B GRAVEL BURROW ROADWAY EXPANSION JOINT y ' � r r` > s X � REV DATE DESCRIPTION �?� 3 -6 (MIN) v HEAVY DUN PAVING - TRUCK TRAFFIC AREAS APPLICANT\OWNER: f n r ; _ 4 r ,x., ,Y <. • ( TOP COURSE) c� s `, ,� \ :5 3 V �c A = 2.OM ASPHALT CONCRETE - SURFACE COURSE M3.11.03, TABLE A, y 4 DEEP x 18 DIA ,,; r� \i ,a.' 6 Y � ', ^ ., 2.0 ASPHALT CONCRETE - BINDER COURSE (M3.11.03, TABLE A. BINDER COURSE) LIFE STORAGE i °I I y CONCRETE FOOTING as > /. ' j '� /\\ `� B1 = 6 GRANULAR BASE COURSE - MHD M2.01.07 DENSE GRADED CRUSHED STONE �� � • \ ' ;COMPACTED SUBGRADE OR - B2 - 10 GRANULAR SUB-BASE COURSE - MHD M1 TYP E PE B GRAVEL BORROW 6467 MAIN STREET UNDISTURBED MATERIAL -� , / + `�.,,r�`�' WI LLIAM SVI LLE, NY 14221 NOTES; �" :�, �``i` \ Y\ \ ``,-' '"� Y 1/ 1. SPECIFIC CODE SHALL BE REFERENCED FOR LOCAL AND STATE REQUIREMENTS. NOTE: PROJECT: „>` NOTE: CONCRETE SHALL BE 2. PROVIDE (1) SIGN PER HANDICAP SPACE. SEE SITE PLAN FOR EXACT LOCATION. 1. CURBING TO MEET AND ALIGN WITH EXISTING CURBING LIFE STORAGE 12" 3,000 P.S.I. IN 28 DAYS 3. EXPANSION JOINT MATERIAL NOT REQUIRED WITH FLEXIBLE PAVEMENT. SMOOTHLY. DIA. REDEVELOPMENT STOP SIGN DETAIL 5 ADA ACCESSIBLE PARKING/TRAFFIC CONTROL SIGNAG 6 VERTICAL GRANITE CURB BITUMINOUS ROADWAY SECTIONS 43 5 HIGHLAND AVENUE NOT TO SCALE NOT TO SCALE NOT TO SCALE 7 NOT TO SCALE SALEM, MA PROJECT NO. 2570-01 DATE: 06/25/2019 1" (MIN) #4 ® 2.0' SCALE: AS SHOWN DWG.NAME: C-257M1 SURFACE COURSE' A NOTE: O.C. BINDER COURSE TACK COAT - PROVIDE EMULSIFIED ASPHALT WHICH CONFORMS TO THE 3/4 , 610 WITH 6"x6"x #10 WIRE MESH f f REQUIREMENTS OF THE STATE SPECIFICATIONS, DILUTED WITH ONE PART DESIGNED BY: SJ L/BES CHECKED BY: CMQ WIDTH VARIES (SEE PLAN) BY: >_ WATER TO ONE ONE PART ASPHALT FOLLOWING AASHTO M140/ASTM D997, PRUARED a k i ' p ' " ' . A, B OR AASHTO M208/ASTM D2397, SS-1 H, CSS-1, OR CSS-1 H. TOOLED JOIN =DENSE GRADED CRUSHED STONE FOR BASE; #4 CONT. NOSING ff o � , � e � S�� •- 1 - ONE SURFACE COURSE OF 1.5 BITUMINOUS k. 1 SLOPE SIDEWALK ® 1.5% ff MAX. (TYP.) 3/4 & ONE BASE COURSE OF 1.5 BITUMINOUS v ��\� ��v �� �' I- 5" THICK 4,500 PSI CONCRETE 0 28wDAY STRENGTH = A CHAMFER BASE i . �. GRAVEL BORROW x x X X X, x x x " C CLEAN JOINT OF ALL DEBRIS SAW CUT EDGES - , �, :1<� 'AND PROVIDE TACK COAT }LUP � .,RWIDE ALLEN & MAJOR o NOTES: AGGREGATE BASE a S E�.• SEE PLAN '1 cs 7`` c"`1� t" �C C i C C`i(�' 12" ,. � ' �_ PAVEMENT 1. THE FOLLOWING ARE THE MINIMUM REQUIRED PAVEMENT SECTIONS PER THE PROJECT , ,, ASSOCIATES INC. � EXISTLNGTC7P .C4URSE .�N PROPOSED TOP: COURSE _ \ � , •; , r,., ., �' ,. �, ;! /, /\,, . ,, .. '.QETAIG:.::':: N GEOTECHNICAL ENGINEERS RECOMENDATIONS. \ \'\ t. �., . ,., . \ .,: , ,/. ,,r' \ � n •- � •. :., -. i. , � ^ ,- : ., I i /, /. -i /. ., civil & structural engineering ♦ land surve in \/\� _� }C _� } k ?6GRAVEf SASE Ml1�I surveying EXISTING BASE COURSE C \ \\ \ -, �� t ( ) v \;.\�COMPACTED EXISTING SUBGRADE ;> , ,6 /,/ c> :;'. �, environmental consulting ♦ landsca a architecture i 2. REFERENCE IS MADE TO MATERIALS DESCRIBED BY THE MASSACHUSETTS HIGHWAY PROPOSED BASE COURSE g P \, , \^, \ ,\ �� \ ,.\ \ \,,\ i\ , .v ;a y �,• www allenma � orcom DEPARTMENT'S MHD S STANDARD SPECIFICATIONS FOR HIGHWAYS AND BRIDGES, 1995. .�$$- .y \j\; \, , . /, i ,, >/\/ e, ;i ,�i , ,,i , ., ;.,,,,r, , i ,�,.,,�,. �, �„t;, - , Z ,, 'i. is i, i„ // / ./,,. ,�i/ /,, i/ �.�: c..,�f � :r W $.; `� a� �� �.�;,\��\;\, �^ .�, ,:•\� ,^ \\��\\�.� ;� ,� .,� < ��,, 100 COMMERCE WAY, SUITE 5 \,\ ,\ , UNDISTURBED OR MP 9 OF PROCTOR. � `;> 3. SUBGRADE SHALL BE COMPACTED TO 5 V \\\ \ . `,:\/\/� w T WOBURN MA 01801 z EXISTING GRA EL BASE . PROPOSED GRAVEL BASE >, \ ,,,COMPACTED SUBGRADE . "�. ;%/\/\, \ ;,,�<. TEL: (781) 935-6889 V 781 FAX: ( ) 935-2896 N HEAVY DU PAVING �j !\/ •< C� A = 1.5" ASPHALT CONCRETE - TOP COURSE (MHD M3.11.03, TABLE A. TOP COURSE) ? NOTES: WOBURN, MA 2.5" ASPHALT CONCRETE - BINDER COURSE (MHD M3.11.03, TABLE A. BINDER COURSE) ♦ LAKEVILLE, MA ♦ MANCHESTER, NH B = 6" DENSE GRADED CRUSHED STONE FOR EASE (MHD M2.01.7) " 1. SIDEWALK TO HAVE TOOLED JOINTS IN A 5' x 5' (TYP.) GRID WITH EXPANSION C = 8" GRAVEL BORROW (MHD M1.03.0, TYPE b) SEE STANDARD 12 MIN. THIS DRAWING HAS BEEN PREPARED IN ELECTRONIC FORMAT. PAVEMENT DETAIL JOINTS 15 ON CENTER AND PREMOLDED FILLER. CLIENT/CUENTS REPRESENTATIVE OR CONSULTANT MAY BE o NOTES j 2. TOOLED JOINT 6" FROM FACE OF CURB. 1. SEE PLAN FOR ELEVATIONS. PROVIDED COPIES OF DRAWINGS AND SPECIFICATIONS ON MAGNETIC STANDARD DUN PAVING MEDIA FOR HIS/HER INFORMATION AND USE FOR SPECIFIC U A = 1.5" ASPHALT CONCRETE - TOP COURSE (MHD M3.11.03, TABLE A, TOP COURSE) 3. SEE PLAN FOR ELEVATIONS AT CURB M GNEETIC NFORMATIONCAT10N TO THIS ,MAY BEMODIFIED ECT.DUE TO POTENTIAL UNINTENTIONALLY _ 2.0" ASPHALT CONCRETE - BINDER COURSE (MHD M3.11.03, TABLE A, BINDER COURSE) 4. SIDEWALK CROSS SLOPE TO BE 1.5% MAX & SIDEWALK LONGITUDINAL OTHERWISE,ALLEN&MAJOR ASSOCIATES,INC.MAY REMOVE ALL OI B = 6" DENSE GRADED CRUSHED STONE FOR EASE (MHD M2.01.7) RUNNING SLOPE TO BE 4.5% MAX, TYP. INDICATION OF THE DOCUMENTS AUTHORSHIP ON THE MAGNETIC Oft C = 6" GRAVEL BORROW (MHD M1.03.0, TYPE b) MEDIA.PRINTED REPRESENTATIONS OF THE DRAWINGS AND 5. THE SURFACE SHALL BE FINISHED WITH A SOFT BRISTLED PUSH BROOM SPECIFICATIONS ISSUED SHALL BE THE ONLY RECORD COPIES OF (N ACROSS THE ENTIRE SIDEWALK WIDTH, PERPENDICULAR TO THE DIRECTION OF ALLEN&MAJOR ASSOCIATES,INC.'S WORK PRODUCT. PEDESTRIAN. "PICTURE FRAME" FINISHES SHOULD NOT BE PROVIDED. WSTANDARD & HEAVY DUTY ASPHALT PAVEMENT e PAVEMENT KEY CUT DETAIL BITUMINOUS CONCRETE WALKWAY DRAWING TITLE: SHEET No. � NOT TO SCALE 7 NOT TO SCALE MONOLITHIC CONCRETE CURB AT CONCRETE SIDEWALK I ' NOT TO SCALE 12 NOT TO SCALE DETAILS C-501 Z Copj74bt02019Allen&MajorAssociates,Inc. All Rights Reserved 2"X1 1.75"X1 1.75" CONCRETE DETECTABLE INSTALL TWO ROWS OF PAVERS. q - ' WARNING PAVERS BY TILE TECH OR APPROVED SEE PLAN FOR LOCATION. � EQUAL TEL: 213-380-5560. O O O O O O O O O O O tGRANULAR�BASE �OURSE� ER`SQILREPORT � B1 LATEX THINSET MORTAR BED SPREAD PER O O O O O O O O O O O STEEL BOLLARD CAP MANUFACTURERS RECOMMENDATIONS. O O O O O //GRANULAR SUB-BASE/COURSE PER- SOIL REPORT B2 a O O O O O O O O O OA. O ` Y_x ` ' 6"0 SCH 40 STEEL PIPE 0 - 0 - 0 - O O j ; ; I .:: :. .____.j ; ► __-- ; ; I :n:: j : l j FILLED WITH 3000 PSI r a •- •, CONCRETE SLAB 4" THICK; 4,500 PSI ® Z O O O O O ff ' I$UBGRAD PER SOIL'�EPOR-7 I j ' , 1=€ (MIN.) CONCRETE PAINT 0 z a a ` 8 DAY STRENGTH; WWF 6X6 X W2.9 VV N O O O O O O O O O O O 2 GE0 TEXTILE :FABRIC REFLECTIVE YELLOW - O O O O O O O O O O O (SEE SECTIONS) j " 8" COMPACTED GRAVEL BASE O O O O O O NOTES" FINISHED GRADE 1 OOOOOO OOOOO 1. SURFACE COURSE, BASE, AND SUB-GRADE ARE SHOWN PER THE GEO-TECHNICAL ENGINEER'S (MIN.) I I Iri I�) �{I E I�I! ` O O O O O O O O O O O RECOMMENDATIONS FOR LOCAL SOILS OR DRAINAGE CONDITIONS AND/OR METHODS. 2. SUB-GRADE SHALL BE COMPACTED TO 95% OF PROCTOR. 4.. . COMPACTED SOIL SUBGRADE FLUSH =CURB 3. COORDINATE PAVEMENT DETAIL WITH GEO-TECH & ENGINEER. STANDARD DUTY PAVING - AUTO PARKING TYPICAL SECTION VIEW A = 1.5" ASPHALT CONCRETE - SURFACE COURSE (M3.11.03, TABLE A, TOP COURSE) 1.5" ASPHALT CONCRETE - BINDER COURSE (M3.11.03, TABLE A, BINDER COURSE) 3000 PSI ° • °4 TYPICAL PLAN VIEW B1&82 6" GRANULAR BASE/SUB-BASE COARSE - MASS HIGHWAY DEPARTMENT CONCRETE BASE : ' o� (MHD) M1.03.0 TYPE B GRAVEL BURROW •'° I Z NOTES: ° �� 1. CONCRETE SLAB SHALL BE SLOPED 1.5% CROSS PITCH MAX TO PROVIDE COMPLETE SURFACE DRAINAGE. SEE HEAVY DUN PAVING - TRUCK TRAFFIC AREAS NOTES: • s °•,• GRADING PLAN & HANDICAP CURB CUT / CURB TRANSISTION DETAIL. A = 2.0" ASPHALT CONCRETE - SURFACE COURSE (M3.11.03, TABLE A. TOP COURSE) -ALL EXPOSED PIPE SHALL BE = 2. SLAB TO HAVE STEEL TROWEL AND FINE BROOM FINISH. DO NOT USE CURING COMPOUNDS. CONTRACTOR TO ADD 2.0" ASPHALT CONCRETE - BINDER COURSE (M3.11.03, TABLE A, BINDER COURSE) PAINTED WITH CATALYZED EPDXY • EXPANSION JOINTS AND PREMOLDED FILLER AT EDGE OF TILES AND ADJACENT MATERIAL. B1 = 6" GRANULAR BASE COURSE - MHD M2.01.07 DENSE GRADED CRUSHED STONE PAINT. (COLOR AS DIRECTED ° ' • z z 3. SET TILES FLUSH WITH ADJACENT MATERIALS. 82 10" GRANULAR SUB-BASE COURSE MHD M1.03.0 TYPE B GRAVEL BORROW BY ENGINEER ° • ') •.• EOM 4. SUBMIT SHOP DRAWINGS OF TILES AND SAMPLE FOR APPROVAL OF COLOR TO OWNER / ARCH. - `� 5. INSTALL DETECTABLE WARNING PAVERS PER MANUFACTURER'S RECOMMENDATIONS. -A BITUMASTIC COATING 6" 6" SHALL BE APPLIED TO ALL (MIN.) (MIN. PIPE BELOW GRADE 1'-6„ (MIN.) BITUMINOUS ROADWAY SECTIONS FIXED PIPE BOLLARD 2 NOT TO SCALE I NOT TO SCALE DETECTABLE WARNING PAVERS 3 NOT TO SCALE jy *IL 4` . •4 • r a d e• •• ••• I `l • ° ° ° • TILE TECH OR APPROVED EQUAL, 2" THICK DETECTABLE ° '. •':• ; ' ' . 8 ' a'. Ld •.. : a z WARNING PAVERS TO CONTRAST VISUALLY WITH ADJOINING44 11 d , . ; . •• . SURFACES. 2 X 11.75 X 11.75 CONCRETE PAVER. ° • '• • ' ' o a SLOPE CURBING SUBMIT SHOP DRAWING AND SAMPLE FOR APPROVAL OF -�. �c+ • d • . d '•: •a. • • � •• • •4 �� TO MATCH GUTTER 7.5% MAX J. � a ". . . ,. . . •. ° a w 0 SLOPE m WILLIAMS -4 ° •• ° ° � r 1.5% MAX LE WARNING PAVERS DETAIL. *a LLIA ro e • ..• d . ° �. •. • w � VCrOL • . ..°• .:' '; °' •' ° . � LOPE 4.5% MAX No.43119 •' a. : :• .�. 4.5% MAX SLOPE _ ' n SLOPE 6" cQ. 2% MAX AT ENTRY DOORS 1.5% MAX A ` a SLOPE 7.5°' , Fsc�''STCR ALL 1.5% MAX rorvaLE�`° REFER TO SITE LAYOUT PLAN , a SLOPE PLAN VIEW - DIRECTIONS � . ": � � � ' 1 5% MAX - .m.. ,• .,. . .f . , 2419 SLOPE PROFESSIONAL ENGINEER FOR % 4& # zy TYPICAL PAVEMENT _ ,s a~ ��, ALLEN & MAJOR ASSOCIATES, INC. 1 R A OC S INC NOTE: PROVIDE NON-SLIP BROOM SECTION SEE DETAIL e iA h w 4 !! r FINISH TO TOP SURFACE. a A' SLOPE TOP OF SLA 6 F 2 n 4.5% .'MAX : -SLOPE CURBING PER t :. .. ' � � PLANS 1/8"/FT IN THE DIRECTION CURBING PER SEEIES ' � »6x6-W2.9xW2.9 WWM OF ADJACENT PAVEMENT SEEP 6 7.5% MAX OR NUMBER 4 AT 18" BW GRADING (REFER TO SITE PLANS PLAIN CEMENT 5� (MIN)N VARIES CURBING PER SEE PLAN SLOPE 3" - GRADING _PLAN) SLOPE CURBN PLANS 3.3' MIN. TO MATCH GUTTER CONCRETE SEE PLAN NOTES: ° 1. THE DIMENSIONS SHOWN AT ROADWAY EDGE ARE FIXED DISTANCES. 4. - --X-TM--�x . ; x x• DETECTABLE °a • WARNING 1.5% MAX REV DATE DESCRIPTION • •• ° ° • 2 MIN 2. RAMP CROSS SECTION TO BE THE SAME AS ADJACENT SIDEWALK; I.E. DEPTH OF SURFACE AND ,� SURF FOUNDATION. �� � ACE APPLICANT\OWNER: LIFE STORAGE 3. PORTLAND CEMENT CONCRETE RAMPS ARE TO BE TEXTURED BY BROOMING IN A DIRECTION TYPICAL ROAD WAY C t PARALLEL TO THE LENGTH OF THE RAMP. 6467 MAIN STREET SECTION � -• r� x 6" CONCRETE 4. IN NO CASE ARE THE RAMPS TO BE PLACED BEHIND THE STOP LINE. WI LLIAMSVI LLE, NY 14221 SECTION VIEW 8" GRAVEL BORROW 5. THE DIMENSIONS ARE SUBJECT TO CHANGE IN THE FIELD IF EXISTING APPURTENANCES OR PROJECT: CONDITIONS WILL MAKE THE RAMP LOCATIONS IMPRACTICAL OR UNSAFE. CONSULT CIVIL 4,000 P.S.I. (MIN. SECTION VIEW 1R H2" OF �4" ENGINEER PRIOR TO MAKING ANY MODIFICATIONS. LIFE STORAGE coNCRETE cRusHED sTONE REDEVELOPMENT CONCRETE DUMPSTER PAD DETAIL 4 HANDICAP CURB CUT&CURB TRANSITION 5 NOT TO SCALE NOT TO SCALE 435 HIGHLAND AVENUE SALEM, MA POST BASES PROJECT NO. 2570-01 DATE: 06/25/2019 DIVERSION RIDGE REQUIRED WHERE GRADE EXCEEDS 2% SCALE: AS SHOWN DWG.NAME: C-2570-01 10' MAX �� 2% OR GREp,1ER END, CORNER AND INTERMEDIATE PANEL , f DESIGNED BY: SJL/BES CHECKED BY: CMQ ROADWAY RAIL TIES SPACED F `*` V�a� END POST TOP SALVAGE MAX 15" APART � �� >,��j �- � y PREPARED BY: xxxxxx> x xxx.xxxx " s,K < 10" -POST TIES OR 12" SECTION A FILTER FABRIC Q y ;k CUPS II CN SPACED MAX r _ N " ,�� � , - ,, ,,� � , 15 APART a NOTES: 1 48 ;k.f, THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION HAYBALE OR SAND BAGS, ORALLEN & MAJOR N 72" I" BRACE TIES ° THAT WILL PREVENT TRACKING OR FLOWING OF SEDIMENT CO EQUIVALENTNTINUOUS EHEIG�T SPILLWAY a > y'>. SPACED MAX ONTO PUBLIC RIGHT-OF-WAYS. THIS MAY REQUIRE TOP ASSOCIATES, INC. V 1Y' x " 18" APART 4 c4 DRESSING, REPAIR AND/OR CLEANOUT OF ANY MEASURES WATER SUPPLY TO WASH civil & structural engineering ♦ land surveying i > a a = USED TO TRAP SEDIMENT. WHEELS (IF NECESSARY) 1 environmental consulting ♦ landscape architecture I i w w w . a l l e n m a j o r . c o m NEAT FINISH 2. WHEN NECESSARY, WHEELS SHALL BE CLEANED PRIOR FLOW 100 COMMERCE WAY, SUITE 5 v n \f .4 TO ENTERING THE PUBLIC RIGHT-OF-WAY. 11 X\ WOBURN MA 01801 TEL: (781) 935-6889 ti r ° ° 3. WHEN WASHING IS REQUIRED, IT SHALL BE DONE ON AN 20'R FAX: (781) 935-2896 r L t \� 5 ° AREA STABILIZED WITH CRUSHED STONE THAT DRAINS INTO_7 r ,_sue,-y•-� Q Z d a Z AN APPROVED SEDIMENT TRAP OR SEDIMENT BASIN. 7 }`✓ tC � }C3�C Ct { a } WOBURN, MA ♦ LAKEVILLE, MA ♦ MANCHESTER, NH POST �- i' ! ./`1 -� BASE ` 4000 PSI a a d o f 2"-3" COURSE AGGREGATE A o A THIS DRAWING HAS BEEN PREPARED IN ELECTRONIC FORMAT. J J �! 4. USE SANDBAGS, HAYBALES, OR OTHER APPROVED o _&>» 12' (MIN.) CLIENT/CLIENTS REPRESENTATIVE OR CONSULTANT MAY BE 1-1/2 -565 LB METHODS TO CHANNELIZE RUNOFF TO BASIN AS REQUIRED. MIN OF 6 THICK . } PROVIDED COPIES OF DRAWINGS AND SPECIFICATIONS ON MAGNETIC v NOTES: CONCRETE MEDIA FOR HIS/HER INFORMATION AND USE FOR SPECIFIC FOR CORNER, END > J�� , 1 � _ J� ��J APPLICATION TO THIS PROJECT.DUE TO THE POTENTIAL THAT THE 0 1. AT FENCING AGAINST WALLS, ALL POSTS TO BE SET FOR GATE POSTS MAGNETIC INFORMATION MAY BE MODIFIED UNINTENTIONALLY OR LINE AND PULL POSTS OTHERWISE,ALLEN&MAJOR ASSOCIATES,INC.MAY REMOVE ALL I USING "SLEEVE-IT" SEE DETAIL FOR FENCE POST AT INDICATION OF THE DOCUMENTS AUTHORSHIP ON THE MAGNETIC MODULAR BLOCK WALL. DIVERSION RIDGE PLAN MEDIA PRINTED REPRESENTATIONS OF THE DRAWINGS AND cV 2. ALL FENCE MATERIALS TO BE BLACK VINYL COATED. FENCE HEIGHT MIN. H SPECIFICATIONS ISSUED SHALL BE THE ONLY RECORD COPIES OF U 5' OR LESS 2'-6" ALLEN&MAJOR ASSOCIATES,INC.'S WORK PRODUCT. w BLACK VINYL COATED CHAIN LINK FENCE OVER 5 TEMPORARY CONSTRUCTION ENTRANCE/EXIT 7 DRAWING TITLE: SHEET No. NOT TO SCALE 6 ' 3'-O" NOT TO SCALE z DETAILS C-502 CopyrightQ2019A11en&MajorAssoeiates,Inc. All It,Reserved W W v WEDGE LOOSE STRAW FABRIC SHALL BE r A W W W W W W W W ` �/ GRATE STRAW(-gyp ) AREA TO BE BETWEEN STRAW BALES TO ,r � - `, ' .Y ,ry \W '7` h ` DISTURBE� CREATE A CONTINUOUS INSTALLED VERTICALLY // - TREE DRIPLINE DOWNSLOPE 1 � �� � � � �. f �� I ' <>� <:><T><T> SILT FENCE BARRIER _ rr METAL STAKE wUlAREA TO REMAIN UNDISTURBED TWO 2 WOODEN 1 REBAR FOR LIFTING STAKES PER AND REMOVAL STRAW BALE b a CONSTRUCTION FENCE w _ Ay o PLAN VIEW } 12 DUMP STRAP (2) 1 1 " {{ . 6�, ,,`�, ry � /2 SQUARE WOOD { / EDGE OF TREE TRUNKWRAP POST 10 ON CENTER `_s3.J .__.._. .%%._,.:.. i FILTER CORD AROUND ATTACHMENT 4 (MIN) �,';, ' ,t; �� I-1�5»-I �) � OVERLAP NOTE: FABRIC STAPLE DETAILS SILTSACK , �' �' yF F — 1• CONSTRUCTION FENCE TO BE "VISUAL BARRIER FENCE" AS MANUFACTURED %` " CATCH BASIN STRUCTURE \ 2 X2 X4 y " j G� STRAW BALE BY EXXON CHEMICAL COMPANY ATLANTA, GA; KONTROL SAFETY FENCE AS �/ ,% : 3 _ WOOD STAKE 4' MANUFACTURED BY MIRAFI, CHARLOTTE, N.C. OR APPROVED EQUAL. ��: AREA TO BE ,90 t=tt Y r _E DISTURBED F` x i1',1r 1. INSTALL SILTSACK PER / w 2. IF GROUPS OF TREES ARE TO BE PROTECTED, EXTEND FENCE AROUND W . , °:°� TAMP SOIL PERIMETER TO CONFORM TO MINIMUM DIMENSIONS FOR TREE MANUFACTURERS INSTRUCTIONS .._ OVER FABRIC 3. '-. AND RECOMMENDATIONS. EMPTY W W W W W W W W [ `_.. " TRUNKS AND DRIPLINE. - ,. , �.,, - W W W W W --`� -• I 6' O.C. (TYP.) OR REMOVE SEDIMENT FROM , ,� A UND STURBEDIN - y Y r 1 METAL POSTS STRAW BALES TO SILTSACK WHEN RESTRAINT CORD " IS NO LONGER VISIBLE. CLEAN, BE SET IN A 4" BURY FABRIC 6 f BERM ® TEMPORARY RINSE, AND REPLACE AS DEEP TRENCH 2'-3" BELOW GRADE ISOMETRIC VIEW I = CONSTRUCTION NEEDED. NOTE: - — 1. SLOPE SURFACE SHALL BE FREE OF ROCKS, CLODS, STICKS AND GRASS. L� --� w FENCE 2. SILT SACKS TO BE INSTALLED SECTION FABRIC SHALL HAVE GOOD SOIL CONTACT. I DURING CONSTRUCTION 2. APPLY PERMANENT SEEDING BEFORE PLACING FABRIC. ` OPERATIONS WHEN THE NOTE: - -- - POTENTIAL FOR SEDIMENT TO DEPTH TO BE 2' UNLESS POST IS TO BE SET IN PEAT THEN 3' OR 3. LAY BLANKETS LOOSELY AND STAKE OR STAPLE TO MAINTAIN DIRECT CONTACT x ENTER EXISTING & PROPOSED DEPTH POSSIBLE BY PUSHING BY HAND SHALL BE REQUIRED. WITH THE SOIL. DO NOT STRETCH. BASINS EXISTS. 4. CHOOSE MATERIAL BASED ON SLOPE, SOILS, AND APPLICATION. EROSION CONTROL FABRIC TEMP. CONST. FENCE TREE PROTECTION SILTSACK INLET DETAIL 3 SILT FENCE AND STRAW BALE DETAIL 4 NOT TO SCALE 2 NOT TO SCALE NOT TO SCALE NOT TO SCALE EROSION CONTROL BARRIER �4V1 INSTALLED DOWN SLOPE OF kAq ECB PROPOSED STOCKPILE AREA 12" MIN. DIAMETER TUBULAR SEDIMENT CONTROL 0 2" X 2" X 36" WOODEN STAKES (MESH TUBE WITH NATURAL FILTER MEDIA) �' {H �c SEE TYPICAL � � TIMOTHY �2 DO NOT PIERCE TUBULAR BARRIER DRAIN MANHOLE fro WILLIAMSJ. BY FILTREXX OR APPROVED EQUAL. REINFORCED DETAIL v awL y (NOT REQUIRED IF IN PAVEMENT) CONCRETE No.astls MANHOLE SECTION — CO z NFORMING TO � I r I ... . ,.. .• .•: `• i Q ASTM C478. �-• _ __ F SION FOR I _ - PROFESSIONAL ENGINEER z CORE BASE CUT AND 1 1 :PROPOSED STOCKPILE AREA , : j N ALLEN & MAJOR ASSOCIATES, INC. 1 1 I SECTION TO FIT REMOVE � .. EXIS TING PE PIPE WITHIN v .. . ; EARTH STRUCTURE � ,. . .:. .- ..• . .. •, .. .•• _ NEW S ISTING TRU EARTH RED BRICK INV TNEL ABLE PIPE D A VARIES d \ i SECTION PROFILE I NOTES E. .E � � CONCRETE \ - - • � / INVERT IN � - 1500 PSI 1. ALL MATERIALS TO MEET MANUFACTURERS SPECIFICATIONS. INVERT BRICKS ° , x 7 REV DATE DESCRIPTION PROVIDE DRAIN SWALE TO 2• INSTALL WOODEN STAKES IN A CRISS—CROSS PATTERN EVERY 8' ON CENTER. SHALL BE LAID APPLICAN OWNER: ————— DIRECT WATER AWAY FROM ON EDGE T\ NOTES: PROPOSED STOCKPILE AREA 2• OVERLAP TUBULAR BARRIER SEGMENTS A MINIMUM OF 12". �" `' LIFE STORAGE 1. SOIL AND FILL STOCKPILES EXPECTED TO REMAIN IN PLACE FOR LESS THAN 90 DAYS SHALL BE COVERED WITH STRAW AND MULCH (AT 100LBS/1,000 SF), OR 3/4 CRUSHED STON 6467 MAIN STREET 3. THE CONTRACTOR SHALL MAINTAIN THE TUBULAR BARRIERS IN A FUNCTIONAL CONDITION AT ALL TIMES. THE CONTROLS SHALL BE WILLIAMSVILLE NY 14221 WITH AN ANCHORED TARP WITHIN 7 DAYS OR PRIOR TO ANY RAINFALL. ROUTINELY INSPECTED BY THE CONTRACTOR. 2. SOIL AND FILL STOCKPILES EXPECTED TO REMAIN IN PLACE FOR 90 DAYS OR MORE SHALL BE SEEDED WITH WINTER RYE (FOR FALL SEEDING AT 1LB/1,000 SF) 4. WHERE THE TUBULAR BARRIERS REQUIRE REPAIR OR SEDIMENT REMOVAL, IT WILL BE COMPLETED BY THE CONTRACTOR AT NO ADDITIONAL COST. PROJECT: OR OATS (FOR SUMMER SEEDING AT 2LB/1,000 SF) AND THEN COVERED WITH HAY LIFE STO RAG E MULCH (AT 100LB/1,000 SF) OR AN ANCHORED TARP WITHIN 7 DAYS OR PRIOR 5. AT A MINIMUM, THE CONTRACTOR SHALL REMOVE SEDIMENTS COLLECTED AT THE BASE WHEN THEY REACH 1/3 THE EXPOSED HEIGHT OF THE BARRIER. TO ANY RAINFALL. srocKPILE PRo-rEcnoly REDEVELOPMENT NOT To SCALE 5 TUBULAR SEDIMENT BARRIER. _ _ o DOG HOUSE DMH 43 rJ HIGHLAND AVENUE NOT TO SCALE NOT TO SCALE SALEM, MA PROJECT NO. 2570-01 DATE: 06/25/2019 5' DIAMETER PRECAST CONCRETE INSIDE FACE SCALE: AS SHOWN DWG.NAME: C-2570-01 DOGHOUSE MANHOLE BASE SHALL BE RUBBER—LIKE GASKET OF MANHOLE S, FABRICATED IN ACCORDANCE WITH THE ROLLS OUT OF RECESS APPROVED PERFORMED FILL WITH DESIGNED BY: S1L/BES CHECKED BY: CMQ p�q STANDARD DRAIN MANHOLE DETAIL AND BITUMASTIC SEALANT SPECIFICATIONS MORTAR UBBER—LIKE P�`'�BY: EXISTING SANITARY DRAIN NOTES: ASPHALT IMPREGNATE 0—RING SET o SET DOGHOUSE BASE ON �% ;+; PIPE POLYURETHANE GASKET IN RECESS PIPE CONCRETE BLOCKS k - 1. CONSTRUCT A FORMED INVERT FROM THE NEW 1j" X 2" MIN. 12" CLEARANCE BETWEEN STAINLESS Q DOGHOUSE OPENING SHALL BE r EXISTING PIPE AND STONE DRAIN LINE TO ALLOW FLOW TO THE EXISTING PIPE. STEEL STRAP PRE—FORMED BY THE MANUFACTURER .E BEDDING ° W RUBBER—LIKE p TO FIT THE PIPE OUTSIDE DIAMETER ~ 2. POUR A SHELF TO THE LOWER HALF OF THE - I PLUS 6" VERIFY OUTSIDE DIMENSION IN KOR—N—SEAL FOR INLET PIPE FLEXIBLE SLEEVE cm s EXISTING PIPE. ALLEN & MAJOR p FIELD PRIOR TO PURCHASE OF THE a � "` 8"x8"x16" AND PRE—CAST STRUCTURE LOCK—JOINT FLEXIBLE MANHOLE SLEEVE o )• '` y " " " 3. CUT AND REMOVE THE TOP HALF OF THE EXISTING 4 x8 x16 SOLID (OR APPROVED EQUAL) O CONCRETE BLOCKS PIPE TO WITHIN 6 OF THE MANHOLE WALLS AFTER INSIDE FACE---,, ASSOCIATES INC. 3ANODIZED ALUMINUM • CENTER WITH THE RISER THE INVERT AND SHELF HAVE BEEN FORMED AND OF MANHOLE � „ , k INTERNAL CLAMP civil & structural engineering ♦ land surveying V 3/4 CRUSHED STONE FOUNDATION PLACED ON r ' (4 EACH) THE MANHOLE HAS BEEN TESTED IN ACCORDANCE UNDISTURBED OR COMPACTED SUBGRADE. THE STONE WITH THE PROJECT SPECIFICATIONS. environmental consulting ♦ landscape architecture � " w w w a l l e n m a j o r c o m 2 SHALL BE A MINIMUM OF 12 THICK AND EXTEND A DOGHOUSE MANHOLE BASE POLYTITE ROLL—N—LOK BITUMASTIC 0—RING FILL MORTAR PIPE i i 100 COMMERCE WAY, SUITE 5 MINIMUM OF 12" BEYOND THE BASE OF THE STRUCTURE (OR EQUAL) (OR EQUAL) WOBURN MA 01801 V TEL: (781) 935-6889 STAINLESS FAX: (781) 935-2896 STEEL CLAMP ZNOTES: RUBBER—LIKE WOBURN, MA ♦ LAKEVILLE, MA ♦ MANCHESTER, NH 1. HORIZONTAL JOINTS BETWEEN SECTIONS OF PRECAST CONCRETE KOR—N—SEAL BOOT BARRELS SHALL BE OF A TYPE APPROVED BY THE ENGINEER, WHICH KOR—N—SEAL JOINT SLEEVE THIS DRAWING HAS BEEN PREPARED IN ELECTRONIC FORMAT. TYPE SHALL, IN GENERAL, DEPEND FOR WATER TIGHTNESS UPON AN (OR APPROVED EQUAL) CLIENT/CLIENTS REPRESENTATIVE OR CONSULTANT MAY BE J ALLOW CONCRETE TO FLOW FILL THE DOGHOUSE OPENING PROVIDED COPIES OF DRAWINGS AND SPECIFICATIONS ON MAGNETIC 5 A MINIMUM OF 12" BEYOND AROUND THE EXISTING PIPE WITH 2.A ALL GASKETS OR MASTIC—LIKE GASKET. MEDIA FOR HIS/HER INFORMATION AND USE FOR SPECIFIC THE BASE of THE NON—SHRINKING GROUT 2. ALL GASKETS AND SEALANTS SHALL BE INSTALLED IN ACCORDANCE APPUCATIONTO THIS PROJECT.DUE TO THE POTENTIAL THAT THE • : WITH MANUFACTURER'S WRITTEN INSTRUCTIONS. MAGNETIC INFORMATION MAY BE MODIFIED UNINTENTIONALLY OR STRUCTURE NOTES: OTHERWISE,ALLEN&MAJOR ASSOCIATES,INC. MAY REMOVE ALL of WRAP EXISTING PIPE WITH 3. FOR BITUMASTIC TYPE JOINTS THE AMOUNT OF SEALANT SHALL BE 1. PIPE TO MANHOLE JOINTS SHALL BE ONLY AS APPROVED BY THE ENGINEER AND IN 7`11NEOPRENE GASKET MATERIAL SUFFICIENT TO FILL AT LEAST 75% OF THE JOINT CAVITY. GENERAL, WILL DEPEND FOR WATER TIGHTNESS UPON ELASTOMETRIC SEALANT INDICATION OF THE DOCUMENTS AUTHORSHIP ON THE MAGNETIC n BEFORE FILLING THE OPENING. 2. NON—SHRINKING MORTAR SHALL ONLY BE USED WHERE SPECIFICALLY APPROVED BY THE MEDIA PRINTED REPRESENTATIONS OF THE DRAWINGS AND Ln ENGINEER. SPECIFICATIONS ISSUED SHALL BE THE ONLY RECORD COPIES OF i MINIMUM OF 12" THICK CAST—IN—PLACE 3,000 ALLEN&MAJOR ASSOCIATES,INC.'S WORK PRODUCT. PSI CONCRETE BASE DRAIN MANHOLE BASE SHOWING DOG HOUSE INSTALLATION SEWER MANHOLE JOINTING METHODS PIPE CONNECTIONS TO SEWER MANHOLE , DRAWING TITLE: SHEET No. FOUNDATION SECTION VIEW NOT TO SCALE 8 NOT TO SCALE 9 NOT TO SCALE V DETAILS C-503 Z Copymg&02019Allen&Major Associates,Inc. All Rights Reserved COVER TO BE CONCRETE jj&jTB " LETTERED "WATER" NOTES: ��'��' THRUST w z 1. ALL WATER MAIN J�� BLOCK NCRETE J IN LETTERS THAT FITTINGS, BENDS, TEES, \�� � f ' �' RUST Iw ARE 1 TALL WITH p 0�,� x WATER MAINOCK 18" OR PE o 2 NOTCH PLUGS ETC. SHALL BE J of ( RESTRAINED W/ THRUST �p ?' MUNICIPAL PROPOSED PVC SEWER OPENINGS FINISHED GRADE ? BLOCKS EXCEPT WHERE STANDARDS I� S=1.00� (MIN) 10'-0" (MIN) \ ; �, ::� .�� NOTED. �V\i�\A� ` �\� 2. ALL THRUST BLOCKS ; f _. , I-- ''�' BEND ANGLE ,,. FINISHED GRADE N PROPOSED GRADE f ° . : o & COLLARS SHALL BE b.et w� EXTENSION STEM VARIES BACK FILL WHEN TOP OF FLANGE INSTALLED SO THAT � -(••I r-t THEY BEAR AGAINST iv CURB DETECTABLE ADJUSTABLE VALVE BOX �'�' �F TRACER TAPE ° .. OPERATING NUT i I „ �� � , . CONCRETE w z ' 8 MIN. LD. AS UNDISTURBED EARTH. o c THRUST IS 4 Y2 OR MORE MANUFACTURED BY m ;> m BELOW GRADE I 3. SIZE OF CONCRETE w BLOCK w °� ° • � THRUST BLOCKS SHALL U. ,,x---•-. °..: ..• � ._,u.� ,,. o a. a - LEBARON FOUNDRY OR FLAG ROCK CONCRETE Z M „ BE AS NOTED BELOW. 1- 0 � CURB BOX 2 OPERATING APPROVED SUBSTITUTE 4. MINIMUM N � .R EEG BLOCKY 1' MIN. w NUT TURN TO o w k o o OPEN PER MECHANICAL JOINT COMPRESSIVE STRENGTH Z o ° . v ENDS WITH RETAINER OF THRUST BLOCK N �- f' I MUNICIPAL CONCRETE SHALL BE to SERVICE PIPE t i o STANDARDS GLANDS ,i O SIZE VARIES �- 3,000 P.S.I. , . ..• �ce:�s �,. �. 2 C.F.— 3/4 5. KEEP CONCRETE t_ CLEAR OF MECHANICAL L;>5y � '—�J GOOSENECK ; CRUSHED STONE WATER BACK FILL 6p. .__._._.. _., � _.._.��.. JOINTS. , 6. THE BELOW MAIN —TO STRUCTURE PREDICATED ON A — CONCRETE � WATER PRESSURE OF PLAN ELEVATION '� AGAINST BOTTOM OF FLANGE SHALL '/ CORPORATION CURB STOP OPEN a . UNDISTURBED . NOT BEAR ANY PART OF 225 PSI AND A SOIL MINIMUM THRUST BLOCK BEARING AREAS `, STOP PER MUNICIPAL RESISTANCE OF 2000 MATERIAL a THE VALVE ASSEMBLY 90' 45' 22.5' TEES PLUGS ' ` ` STANDARDS) PSF (TILL). FOR OTHER WATER MAIN SOILS THE VALUES IN PIPE BEND BEND BEND CAPS & HYD. ' '\,�`, % ,f / "/ �; / //;°/i��'' ; 'a.. ;.; / /� i;' /' / •�- '�//` (SQ. FT.) (SQ. FT.) (SQ. FT.) (SQ.FT. ) DISTANCE VARIESTHE ABOVE TABLE �� SHALL BE MULTIPLIED NOTE: 6" 5 3 3 4 PVC ADAPTER PIPE PER MASS. % . CONTRACTOR MAY USE ANCHOR TEES AT BY: 1.) 8" 9 6 3 9 WITH FLEXIBLE JOINT BUILDING CODE HIS OPTION. 10» NOTE:13 7 4 12 WATER SERVICES LARGER THAN 1" ARE TO BE 2.) HYDRANTS AND VALVES TO OPERATE PER 12" 1 20 1 10 1 5 1 16 MUNICIPAL STANDARDS RESTRAINED TO WATER MAIN W/ APPROVED SADDLE. BUILDING SEWER SERVICE GATE VALVE THRUST BLOCK DETAILS NOT TO SCALE NOT TO SCALE 2 NOT TO SCALE 3 TYPICAL WATER SERVICE CONNECTION NOT TO SCALE 0/ NOTES: A 4 SECTION UNDER ROADWAY OR SIDEWALK SECTION UNDER GRASS 6"HDPE UNDERDRAIN 0f R� ,•� _ 1. MINIMUM BURIAL DEPTH (FINISH GRADE TO TOP OF PIPE) WEIR INLET PIPE FROM GRAVITY PIPE (SEWER & DRAIN) - SEE PLAN OR PROFILE UTILITY IDENTIFICATION TAPE COVER TO BE LETTERED 24" DIA MANHOLE, NEENAH ;, PRESSURE PIPE UNDER PAVING — 4' "DRAIN" (3" HIGH) FRAME & COVER R-1556, DETENTION BASIN #2 y ; Ttk'OTHY ROADWAY OR SIDEWALK G ' LANDSCAPING (NOTE 6) 24" OR APPROVED EQUAL .� a J. PRESSURE PIPE BENEATH UNPAVED — 3 (NOTE 5) � � µ%lu.�ils MIN. 18 HDPE INLET cI�L ti WATER PIPE — 5 / ' �, ADJUST TO GRADE WITH FROM DETENTION ,Q No.tML Z 8" BRICK SET IN FULL MORTAR 2. WHERE BACKFILL IS DESIGNATED AS COMPACTED, THIS MEANS 90 ' .y 43119 z Z F BED OR PRECAST BASIN #2 O w w ° CONCRETE RINGS MAX 12"TO 95% STANDARD PROCTOR. AASHTO T-99. ALL FILL PLACED PAVEMENT BASE � ` � � rn ADJUSTMENT BELOW PIPES AND STRUCTURES MUST MEET THIS REQUIREMENT. / UNDISTURBED MATERIAL w 4(MIN)COURSE PROFESSIONAL ENGINEER FOR 3. TRENCHES WITHIN PUBLIC RIGHT OF WAY MAY REQUIRE PLOWABLE MINIMUM BURIAL REINFORCED CONCRETE 24"HDPE OUTLET ALLEN & MAJOR ASSOCIATES, INC. FILL. VERIFY WITH MUNICIPAL ENGINEER. DEPTH - SEE NOTE 1 W Z ALUMINUM MANHOLE SECTIONS PIPE TO DMH10 „ COMMON FILL AND �';> %// `� ' // (FINISH GRADE TO N F STEPS ® CONFORMING TO ASTM 24 HDPE INLET 4. WHERE WASTE FILLS ARE ENCOUNTERED AT SUBGRADE LEVEL FOR ON-SITE FILL MATERIAL478. STEEL REBAR PER FROM DETENTION NEW UTILITIES, THE FILL SHOULD BE OVER-EXCAVATE, THE GEOTECHNICALLY %' '; TOP OF PIPE) N 12 O.C.oc k �M A 185 6"HDPE UNDERDRAIN SUBGRADE SHOULD BE RE-COMPACTED, AND BACKFILL CONSISTING SUITABLE FOR REUSE y ,� , % p;' INLET PIPE FROM BASIN #1 OF PIPE BEDDING MATERIAL, CRUSHED STONE OR OTHER SUITABLE ON-SITE AS BACKFILL NON-SHRINK DETENTION BASIN #1 AlRIM GRANULAR FILL SHOULD BE PLACED TO A SUFFICIENT DEPTH TO / MORTAR FILL 3" MORTAR JOINT (IYP.) CREST ELEV. 114.55' AROUND PIPE Z MIN. CREATE A FIRM AND STABLE SUBGRADE (TYPICALLY 12 TO 18 3/4" CRUSHED STONE aF 0.10' INCHES OVER-EXCAVATION). BEDDING USED FOR RCP, 6" mW INVERT IN MIN. LDRAIN PIPE HDPE, PVC AND DI PIPES. to INVE out (DIAMETER BROAD CRESTED 5. REFER TO PAVING, CURBS, WALKS AND DRIVEWAY DETAILS. OTHER MATERIALS PER VARIES) RECTANGULAR WEIR REV DATE DESCRIPTION MANUFACTURER �,� � � ;���. .: ,.� ouTSIDE v N 3/4" CRUSHED STONE '"h DIAMETER PLUS CREST ELEV: 111.00' 6. REFER TO LANDSCAPING DETAILS. RECOMMENDATIONS �,� �, 6 MIN. IN EARTH � - 2 INCHES APPLICANT\OWNER: FILTER FABRIC USE ;lv 12" MIN. IN ROCK NOTE: LIFE STORAGE 1. THE MANHOLE, INCLUDING ALL COMPONENT PARTS, SHALL HAVE ADEQUATE 6"0 ORIFICE SOIL TYPE SPACE AND STRENGTH QUALITIES CONSIDERED NECESSARY FOR THE INTENDED 6467 MAIN STREET FILTER FABRIC PIPE DIAMETER SERVICE. SPACE REQUIREMENT AND CONFIGURATIONS SHALL BE AS SHOWN ON INV.=109.00 (SEE TABLE) THE DRAWING. THE COMPLETE STRUCTURE SHALL BE OF SUCH MATERIAL AND WILLIAMSVILLE, NY 14221 SILT OR CLAY GRANULAR SOIL QUALITY AS TO WITHSTAND (H-20 LOADING) WITHOUT FAILURE. VERTICAL FOOT OF MANHOLE. 24" HDPE 4"0 ORIFICE, PROJECT: ABOVE GROUND FILTER FABRIC FILTER FABRIC 2. ALL PIPE CONNECTIONS TO MANHOLES REQUIRE RUBBER BOOTS. OUTLET INV.=107.30' LIFE STORAGE WATER NOT REQUIRED NOT REQUIRED INV.=107.30' -� REDEVELOPMENT UTILITY TRENCH DETAIL PRECAST DRAIN MANHOLE NOT TO SG41.E 5 BELOW GROUND FILTER FABRIC FILTER FABRIC WATER REQUIRED NOT REQUIRED NOT To SCALE 6 435 HIGHLAND AVENUE SALEM, MA 12" OF 3/4" STONE ELEVATION A A PROJECT NO. 2570-01 DATE: 06/25/2019 BRICK LEVELING COURSE AS FRAME & GRATE LEBARON REQUIRED FOR GRADE ADJUSTMENTS CATALOG #LF248-2(3 FLANGE) , SCALE: AS SHOWN DWG.NAME: C-2570-01 (2 BRICK MIN 5 BRICK MAX) OR APPROVED EQUAL 6 DIA •• DESIGNED BY: SJL/BES CHECKED BY: CMQ • v PREPARED BY: ANTI-SIPHON DEVICE FRAME TO BE SET o STRUCTURE PVC ADAPTER IN FULL MORTAR BED " J WALL ASSEMBLY FOR :2'f1 SEAL ALL BRICKWORK 6� a TOP SLAB STEEL ANTI-SIPHON VENT DRILLED HOLE REINFORCE TO MEET OR o (ADAPTER, NUT, AND I,., EXCEED H-20 LOADING ,g 2 GASKETS) FOAM GASKET W/ o PROVIDE "V" OPENINGS a o ACCESS PORT PSA BACKING WEEP HOLE OUTSIDE PIPE ALLEN & MAJOR o (TRIM TO LENGTH) Q BUTYL RUBBER DIAMETER PLUS z GASKET 2" CLEARANCE 24"HDPE OUTLET N , ,�. � WE'R ASSOCIATES INC. PIPE TO DMH10 18"HDPE INLET N FROM DETENTION SEE ANCHOR F I civil & structural engineering ♦ land surveying D STAINLESS " a SNOUNT OIL & BOLT DETAIL LEAD in 1 CLEAR .< BASIN #2 environmental consulting ♦ landscape architecture DEBRIS SEPERATOR LijZ SHIELD BOLT N a w w w . a J J e n m a j o r . c o m EXPANSION CONE SNOUT * HOOD t F INV.=108.05 RISER SECTIONS INV.=107.30 WOBURN MA 01801 �_ {, „�� •r�, •�, � � 100 COMMERCE WAY, SUITE 5 (NARROW END OUT) FLANGE 4't1" " TEL: (781) 935-6889 1/2 D MAY VARY FROM 5 MIN 12" TO 48" 12" OF 3/4" STONE FAX: (781) 935-2896 Z OUTLET PIPE (SEE NOTE) ANCHOR BOLT DETAIL PRECAST CONCRETE ELEVATION B—B BASE UNIT NOTES: WOBURN, MA ♦ LAKEVILLE, MA ♦ MANCHESTER, NH o PO IETION Hoop so THAT GASKET DETAIL 8" MIN M2.o1•.4 1. CONCRETE: 4,000 PSI MINIMUM AFTER 28 DAYS. THIS DRAWING HAS BEEN PREPARED IN ELECTRONIC FORMAT. CLIENT/CLIENTS REPRESENTATIVE OR CONSULTANT MAY BE BOTTOM FLANGE OF SNOUT IS SEE GASKET DETAIL CRUSHED STONE 2. ALL REINFORCEMENT PER ASTM C1227-93. PROVIDED COPIES OF DRAWINGS AND SPECIFICATIONS ON MAGNETIC 1/2 THE PIPE DIAMETER BELOW 3. TONGUE & GROOVE JOINT SEALED WITH BUTYLE RESIN OR MASTIC. MEDIA FOR HIS/HER INFORMATION AND USE FOR SPECIFIC THE BOTTOM OF THE PIPE FOR �' " APPLICATION TO THIS PROJECT.DUE TO THE POTENTIAL THAT THE 4. WALLS ARE TO BE 6 THICK & BOTTOM TO BE 8 THICK. o PIPES >12" ID. FOR PIPES < v MAGNETIC INFORMATION MAY BE MODIFIED UNINTENTIONALLY OR MIN 10 SQ. IN STEEL PER 5. PROVIDE 4 SUMP OTHERWISE,ALLEN&MAJOR ASSOCIATES,INC.MAY REMOVE ALL 10" ID PLACE SNOUT 6" (MIN.) INDICATION OF THE DOCUMENTS AUTHORSHIP ON THE MAGNETIC No BELOW BOTTOM OF PIPE. Ln ACCORDING TO AASHTO VERTICAL FOOT, PLACED MEDIA PRINTED REPRESENTATIONS OF THE DRAWINGS AND CN a DESIGNATION M-199 SPECIFICATIONS ISSUED SHALL BE THE ONLY RECORD COPIES OF ALLEN&MAJOR ASSOCIATES,INC.'S WORK PRODUCT. SNOUT OIL& DEBRIS STOP DRAWING TITLE: SHEET No. NOT TO SCALE 7 CATCH BASIN8 OUTLET CONTROL STRUCTURE #I O DETAILS C-504 z Copy7ight02019A11ea&Major Ass-iates,Inc. All Rights Reserved CENTER OF CDS — FIBERGLAS STRUCTURE, SCREEN SEPARATION '" AND SUMP OPENING CYLINDER AND INLET SINGLE OR DOUBLE LUMINAIRE FIXTURE a (AS PER PLAN) MAX. — - FIXTURE ANCHOR BOLTS FURNISHED BY PROPOSED LAYOUT HEIGHT AS PER THE ELECTRICAL SUB-CONTR. & 36"0 PERFORATED N-12 ADS 20—FOOT -- / PLAN INSTALLED BY GENERAL CONTR. LENGTHS W PIPE LE / END CAPS TOP SLAB ACCESS 1" CHAMFER AROUND BASE a. (SEE FRAME AND PIPE LENGTH: 36"HDPE PERFORATED 6"0 PERFORATED HDPE UNDERDRAIN DETENTION SYSTEM #1 — 200 COVER DETAIL) - PIPE. 42" OUTSIDE PVC HYDRAULIC . •. 4 � � •� DETENTION SYSTEM #2 — 40 SHEAR PLATE BITUMINOUS PAVING DIAMETER. 12" COVER STONE, 6" BASE STONE 48" [1219] I.D. FINISHED GRADE OUTLET PIPE . . �— ------------_-------------- - MANHOLE TO OUTLET +/-65' STRUCTURE I I R CONTROL I ( INLET PIPE. MAX. � no.� N ,IIII I I ql,: STRUCTURE. ( ( SEE PLANS PROPOSED ELEVATIONS PLAN VIEW ro zv o .�!II I I qq% SEE PLANS N y FOR INVERT CONTRACTOR T o I I # y AND SIZE FINISHED GRADE: 114.50 Q? c 8— 6 BARS FOR INVERT GROUT TO FINISHED p Io Z .q• I ( AND SIZE I f GRADES o :N�� I, 3" MIN. " TOP OF STONE: 112.40 /, .�� fj;`, Z _ ' CONDUITS IN BASE 12 lJdAF r x. � " GRADE RINGS/RISERS./ . I I I TOP OF PIPE: 111.15 L.�.,.q'. TO BE R.G.S. ) � 1?� ,- I BOTTOM OF PIPE: 108.15 .. ...... CONDUITS BY ELECTRICAL ., •- . � SUB—CONTRACTOR. PROVIDE _ BOTTOM OF UNDERDRAIN: 107.40 FIBERGLASS WARNING TAPE OVER CONDUITS I co CYLINDER ASEPARATND I �* TOP TO BOTTOM (TYP.) 2-0" 6"HDPE SOLID L J " -------------- -- ——————————— PIPE TO OUTLET 6 HDPE PERFORATED BOTTOM OF STONE: 107.40 INLET ; . I �Q CONTROL UNDERDRAIN INLET PIPE I FLUSH LIGHT POLE BASE DETAIL LANDSCAPE _ _ 2 STRUCTURE. SEE WRAP SYSTEM IN AASHTO M288 CLASS (MULTIPLE INLET �I o UTLET PIPE NOT To SCALE PLANS FOR 2 NON—WOVEN GEOTEXTILE FABRIC AND PIPES MAY BE Q`= I I Ir- I INVERT. PVC IMPERMEABLE LINER ACCOMMODATED) 04 SEE PAVEMENT DETAIL MINIMUM FINISHED ELEVATION=114.50't a w PAVEMENT SUBGRADE. SEEr OIL BAFFLE SKIRT iv o PERMANENT POOL PAVEMENT DETAIL ' Tiit'1 THY J. ELEVATION / wfLL ctvtLg No.43119 ' 1/4" " STONE COVER TOP OF S 12" STONE R' �. . ,��ss�'t9ER AL 1f 9" SAWCUT PATTERN AS I-- INDICATED ON DRAWINGS �"` ``� � • -` �`�- � E, ' OUTSIDE TOP OF PIPE=111.40' [5 3] _ Z CLEAN ANGULAR �. �� 0 0 N STONE SURROUNDING � PROFESSIONAL ENGINEER FOR SEPARATION / ALLEN & MAJOR ASSOCIATES, INC. � FINISHED GRADE & " • C " SCREEN `V IS SURFACE CONDITION AS PIPES —2 STONE r. 36 INSIDE DIA. PERFORATED HDPE PIPE PVC HYDRAULI • '� AS SHOWN ON DWGS �� �-- < '"< 42"ss OUTSIDE OIA. SHEAR PLATE ` CONCRETE PAVEMENT < ' OUTSIDE BOTTOM OF PIPE=107.90' T�- = " _I _ REFER TO CONCRETE 6 CLEAN ANGULAR ?' SOLIDS STORAGE `� SIDEWALK DETAIL STONE BED SUMP BOTTOM OF STONE=107.40 SECTION VIEW ` WRAP SYSTEM IN AASHTO M288 CLASS " } # 2 NON—WOVEN GEOTEXTILE FABRIC AND ( ( I I 6 HDPE PERFORATED UNDERDRAIN `� " o r� , I PVC IMPERMEABLE LINER II !! I �0�p c f-c, -� .'��` INV=107.40 '` EXISTING REV DATE DESCRIPTION �� ,o�,�- 0 -c� ������ �- UNDISTURBED SECTION APPLICANT\OWNER: � 00C) 0000o MATERIAL (, M �� � � ;- '���ti ®o��bo� ��j �o LIFE STORAGE 6467 MAIN STREET w' j WILLIAMSVILLE, NY 14221 PROJECT: LIFE STORAGE FRAME AND COVER REDEVELOPMENT CDS2015-4 DETAIL TYPICAL CONCRETE SAWCUT JOINT CONTROL TYPICAL DETENTION SYSTEM CROSS SECTION NOT TO SCALE � 3 NOT TO SCALE _ 43 5 HIGHLAND AVENUE NOT TO SCALE SALEM, MA PROJECT NO. 2570-01 DATE: 06/25/2019 OPTION #1: SCALE: AS SHOWN DWG.NAME: c 257ao1 DRAIN PER PROPOSED PVC DRAIN 10'-0" MIN. (4) or(5) MIN. 12"AUGURED HOLES, RE-BAR,AND A 10"TO 12"TOP PAD PLANS 0 1/8" PER FOOT MIN. DESIGNED BY: SJL/BES CHECKED BY: CMQ w PVC PLUG MAY LeBARON CAST IRON BE SUBSTITUTED DRAIN CLEANOUT RING so" PRFrnRE�BY: c� IN LANDSCAPING COVER. COVER TO BE ' a a AREAS IF CAST WITH THE WORD #5 REBAR ARRANGEMENT i 60" o a $ Q 84 APPROVED BY "DRAIN" AND HAVE FLAT - J a a s a ENGINEER. 84" - :�., ; a DIAMOND SURFACE. WATER MAIN Q DIAMETER VARIES o � ( ) PROPOSED GRADE I •4 .a a . •� ,� " � --- _ 10"to 12"TOP ' a o PVC ADAPTER WITH i I ,: PAD THICKNESS -' ' It - ALLEN & MAJOR c w c b a " FLEXIBLE JOINT FERNCO '`` -- I`\` --�`' CLEANOUT ( p a_ -_ �� BELOW 0 > 6 PVC OR APPROVED EQUAL). ZI "1 -T��, N ' �- � --- - -=s- I - ► I LOCAL ASSOCIATES, INC. N 8 (MINIMUM) U a RISER STACK ALL METAL FASTENERS a _ =s_ ,� " I TO BE STAINLESS STEEL. p BELOW '- (� FROST civil & structural engineering ♦ land surveying V Z W Z LOCAL -_n---'; //I I DEPTH environmental consulting ♦ landscape architecture M a PIPE PER MASS. BLDG. ,z FROST I q 1 (T MIN.) w w w . a 1 1 e n m a j o r . c o m a & PLUMBING CODE DEPTH - -- 100 COMMERCE WAY, SUITE 5 U - c o z (PIPE MAY PENETRATE p (3'MIN.) u (:, - ,?' -- WOBURN MA 01801 FOUNDATION WALL OR z_ NOTES: g " J '--- " FAX: (781) 935-2896 6 PVC CONNECT TO EXTERIOR � ° WHENEVER CONDITIONS PREVENT A LATERAL SEPARATION OF 10 FEET BETWEEN A 45' BEND DOWN SPOUT) " 2 SEWER MAIN AND A WATER MAIN: s m -ry___ WOBURN, MA ♦ LAKEVILLE, MA ♦ MANCHESTER, NH -3/4 OPTION: Q - 6- CRUSHED���3� � �� � �ft1�E ,� � CENTER THIS DRAWING HAS BEEN PREPARED IN ELECTRONIC FORMAT. 1. THE WATER MAIN SHALL BE LAID IN A SEPARATE TRENCH AND THE . � ,• . . M, ,.' �� COLUMN CLIENT/CLIENTS REPRESENTATIVE OR CONSULTANT MAY BE DIFFERENCE IN ELEVATION BETWEEN THE WATER MAIN AND THE SEWER MAIN ' ' ' OPTION #2: PROVIDED COPIES OF DRAWINGS AND SPECIFICATIONS ON MAGNETIC --FLOW 10"x10"x6"WYE APPLICABLE SHALL BE AT LEAST 18 INCHES. � � I ' MEDIA FOR HIS/HER INFORMATION AND USE FOR SPECIFIC A OCCUR AS CLOSE TO 90' AS PRACTICABLE. x FULL CONCRETE PAD WITH RE-BAR WHERE v 2. THE PIPE CROSSING SHALL SDR-35 PVC 3/4" CRUSHED ' ,t PER GOVERNING CODE OR STANDARD. APPLICATION TO THIS PROJECT.DUE TO THE POTENTIAL THAT THE 3. THE PIPE JOINTS SHALL BE STAGGERED TO PROVIDE THE MAXIMUM " "' " = � � MAGNETIC INFORMATION MAY BE MODIFIED UNINTENTIONALLY OR o SEPARATION FROM THE POINT OF CROSSING. ;`��10 DIA. MIN. 6 � � ����.�° � , 17112"TYP. OTHERWISE,ALLEN&MAJOR ASSOCIATES,INC.MAY REMOVE ALL 4. THE CROSSING SHALL BE ENCASED IN CONCRETE FOR THE ENTIRE WIDTH OF INDICATION THE MAGNETIC THE DOCUMENTS AUTHORSHIP WI MEDIA.PRINTED REPRESENTATIONS OF THE DRAWINGS AND THE TRENCH AND FOR A DISTANCE OF 8 LINEAR FEET CENTERED ON THE NOTES: SPECIFICATIONS ISSUED SHALL BE THE ONLY RECORD COPIES OF � CROSSING. 1) ALL PAD DEPTHS SHOULD BE BELOW LOCAL FROST DEPTH ALLEN&MAJOR ASSOCIATES,INC.'S WORK PRODUCT. 2) TOP OF PAD MUST BE FLAT AND LEVEL SEWER�WATER CROSSING DETAIL 5 ROOF LEADER 3) USE REBAR THAT CONFORMS WITH LOCAL CODES OR JOB SPECS. AUTOGATE OPERATOR PAD LAYOUT DRAWING TITLE: SHEET No. o NOT TO SCALE NOT TO SCALE 6 NOT To SCALE DETAILS C-505 Z Copy7ight(D2019Allen&MajorAssociate4 Inc. All Rights Reserved I I . 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