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67-71 MASON ST,72 FLINT ST, RIVERVIEW PL - PLANNING (3) SPR, NRCC, FHOD 67-71 Mason ST&72 Flint St Riverview Place Fr ei Slem Sue e VIP Vy ry V 2 �t CC d M 3 N' c 4' 2 o 14 SPR, NRCC, FHOD 67-71 Mason ST&72 Flint St �1 Riverview Place Former Salem Suede I� I LiursaL www.myuniversalop.com phone. 1-800-756- 676 UNV15118 WAMwuan CITY OF SALEM PLANNING BOARD 1014 DEC 22 P 1: 03 FILCITY CLERK �iL MASS. Decision Amendment to Site Plan Review, North River Canal Corridor District Special Permit, and Flood Hazard District Special Permit and Approval of Stormwater Management Permit 72 Flint St. and 67-71 Mason St. (Map 26,Lots 91, 95 & 97) December 22, 2014 Riverview Place LLC c/o Tinti, Quinn, Grover& Frey, P.C. 27 Congress Street Suite 414, Salem, MA RE: Amendment to Site Plan Review,North River Canal Corridor District Special Permit, and Flood Hazard District Special Permit Amendment for a previously approved decision and a new Stormwater Management Permit for Riverview Place at 72 Flint Street and 67-71 Mason Street. On Thursday, July 17, 2014,the Planning Board of the City of Salem opened a Public Hearing regarding the application of Riverview Place LLC, for an amendment to the original April 19, 2009 Decision under Section 9.5 Site Plan Review, Section 8.4, North River Canal Corridor District Special Permit, and Section 8.1, Flood Hazard Overlay District (FHOD) of the City of Salem Zoning Ordinance, and a Stormwater Management Permit for the property located at the former Salem and Suede Property at 72 Flint Street, 67-71 Mason Street (Map 26, Lots 91, 95, & 97). The Public Hearing was continued to September 4, 2014 (no evidence was heard), September 18, 2014 (no evidence was heard), October 16, 2014,November 6, 2014 (no evidence was heard);November 20, 2014 (no evidence was heard) and closed on December 18, 2014. The proposed amendments include changes to the previously approved buildings, landscaping, and parking,primarily in order to meet the requirements of the required Ch. 91 License issued by the MA Department of Environmental Protection. Proposed changes include the change of ground level use in the largest building from residential 120 WASHINGTON STREET, SALEM, MASSACHUSETTS 01970 *PHONE 978.619.5685 FAx 978.740.0404 •W W W.SALEM.COM units to parking; a reduction in the mass of the structured garage due to the elimination of a level of parking as a result of moving parking spaces to the ground level of the largest building and a reduction to 10 commercial use spaces as approved by the Zoning Board of Appeals (April 22, 2014). In addition, there are design changes to the previously approved buildings to improve consistency with the objectives of the NRCC Master Plan and to better integrate the project with the surrounding neighborhood. The approved number of units and footprint of the buildings have not changed substantially as a result of the proposed modifications. The project will consist of 130 residential units, approximately 5,000 square feet of commercial space and 282 parking spaces reduced from the 309 spaces previously approved in the April 19, 2009 decision. The Planning Board, after public hearing sessions and review of submitted materials and testimony, hereby finds that the proposed amendment to the previously approved project meets the provisions of the City of Salem Zoning Ordinance, Sec. 8.4 North River Canal Corridor District Special Permit, as follows: 1. The residential uses abut residential uses on Mason Street and Flint Street; 2. Multi-family residential uses retain first floor commercial use on a main corridor— Commercial uses are proposed for the building on Mason Street. 3. A variance was granted by the Board of Appeals on October 17, 2007 allowing common residential building entrances. In considering approval of the Special Permit, as amended, the Planning Board found that the goals of the North River Canal Corridor Plan, as stated in the Salem Zoning Ordinance, were met, as follows: 1. Create appropriate development while preserving our historic neighborhood character The proposed project was unanimously recommended for approval with conditions by the Salem Design Review Board (DRB) on December 17, 2014 and February 25, 2009. The DRB's role is to review proposals to ensure they are designed to complement and harmonize with adjacent land uses with respect to architecture, scale, landscaping and screening. The applicant responded to concerns expressed by the DRB In a recommendation letter to the Planning Board dated December 18, 2014,the DRB details how the applicant satisfactorily resolved these concerns. 2. Address transportation issues for existing and new developments The project is located within walking distance of the Salem MBTA commuter rail stop. The developer has also agreed to mitigation measures, specified in the conditions below, to address existing traffic congestion problems in the neighborhood. 3. Enhance the public realm in keeping with our unique neighborhood character The project provides public access to the canal and includes walkways throughout the site and landscaping along the water's edge. The project includes pedestrian improvements to facilitate access to the canal and throughout the site through wider sidewalks, additional plantings and a new terrace. Provisions have been made for walkways to be connected to abutting properties. 120 WASHINGTON STREET, SALEM, MASSACHUSETTS 01970 -PHONE 978.619.5685 FAX 978.740.0404 •W W W.SALEM.COM In considering approval of the Special Permit, as amended, the Planning Board also found that the proposed project complies with the North River Canal Corridor Master Plan, as follows: 1. Redevelops a key site in the NRCC, the Salem Suede site; 2. Enhances the streetscape along Mason Street; 3. Provides an easement to the City of Salem to allow it to construct an extension of the Commercial Street public roadway across the development site; and 4. Provides off street parking for adjacent Flint Street residents. On October 17, 2007, the Salem Board of Appeals granted Variances from the NRCC Zoning District to allow for a minimum lot area of 1,440 square feet per dwelling unit, common building entrances, and to allow construction within the 50 foot buffer area as amended by Decision dated April 22, 2014. The Planning Board hereby makes the following findings pertaining to the Flood Hazard District Special Permit Application: 1) The proposed uses comply in all respect to the uses and provisions of the North River Canal Corridor Zoning District. 2) A portion of the site is within the 100-year FEMA floodplain. There is adequate convenience and safety of vehicular and pedestrian movement within the site, and in relation to adjacent streets and property, particularly in the event of flooding of the lots(s) or adjacent lots(s) caused by either the overspill from water bodies or high runoff. In the case of a 100-year flood, the project site has access to both Flint Street and Mason Street for accessibility during a flood event. Mason Street is located well above the Base Flood Elevation as determined by the FEMA Flood Zone baseline for 100-year flood to provide circulation in a flood event. Residential units are above the 100-year flood level and any structures below this level will have non-residential uses that will be flood proofed in compliance with the applicable requirements of the Massachusetts State Building Code. 3) All utilities including gas, electricity, fuel,water and sewage disposal will be located and constructed so as to protect against breaking, leaking, short circuiting, grounding or igniting or any other damage due to flooding. The Application for Wetlands and Flood Hazard Districts Special Permit dated June 26, 2014 state that all utilities and essential equipment will be located above floodplain level. 4) The proposed development will not be located within a coastal high hazard area(Zone VE on the FEMA Flood Insurance Rate Maps). The proposed development is located in Zone A of the Flood Hazard District. At a regularly scheduled meeting of the Planning Board held on December 18 2014, the Planning Board voted by a vote of seven (7) in favor(Mr. Puleo, Mr. Anderson, Mr. Veno, 120 WASHINGTON STREET, SALEM, MASSACHUSETTS 01970 *PHONE 978.619.5685 FAx 978.740.0404 •W W W.SALEM.COM Mr. Koretz, Ms. Sides,Mr. Clarke,Mr. Griset) and none(0) opposed to approve Amendment to the Site Plan Review,North River Canal Corridor District Special Permit, and Flood Hazard District Special Permit and to approve a Stormwater Management Permit subject to the following conditions: 1. Conformance with the Plan Work shall conform to the Project Plans listed below entitled: "Riverview Place Salem, MA" prepared by William& Sparges, O'Sullivan Architects, James K. Emmanuel Associates, AECOM. A. Project Plans: 120 WASHINGTON STREET, SALEM, MASSACHUSETTS 01970 *PHONE 978.619.5685 FAX 978.740.0404 •W W W.SALEM.COM Title Drawing Date Last Revision Date 2. Amend Index Plan IN-1 6/26/2014 12/12/2014 William & ments Riverview Place S azges Any Existing Conditions EX-1 6/25/2014 12/12/2014 William& amendment Sparges s to the site Site Layout Plan LO-1 6/25/2014 12/12/2014 William & plan shall Sparges be Detail Development DEV-1 6/25/2014 12/12/2014 William& reviewed . Plan Sparges by the City Detail Development DEV-2 6/25/2014 12/12/2014 William& Planner and Plan Sparges if deemed Site Utility Plan UTIL-1 6/25/2014 12/12/20014 William& necessary S azges by the City Lighting/Photometric LP-1 6/25/2014 12/12/2014 William& Planner Plan Sparges shall be Details Riverview DET-1 6/25/2014 12/12/2014 William& brought to Place Sparges the Details Riverview DET-2 6/25/2014 12/12/2014 William& Planning Place Sparges Board. Any Details Riverview DET-3 6/25/2014 12/12/2014 William& waiver of Place Sparges conditions Pre-Existing PRE- 6/25/2014 William& contained Watershed& Soils WSD Sparges within shall Map require the Existing Watershed EX-WSD 6/25/2014 William& approval of & Soils Map Sparges the Proposed Watershed PR-WSD 6/25/2014 William& Planning Map Sparges Board. Riverview Place 6/26/2014 12/17/2014 O'Sullivan Architectural Plans Architects 3. Landsc Landscape Plan L-1 6/26/2014 11/6/2014 James K aping Emmanuel Associates a. Appli Fence Plan F-1 10/30/2014 James K. cant Emmanuel to Associates submi Parking Connection Sk-1 6/26/2014 11/14/2014 James K. t Plan Emmanuel landsc Associates aping Traffic Signing and March, AECOM plans Pavement Marking 2009 and Plan confir in 120 WASHINGTON STREET, SALEM, MASSACHUSETTS 01970 •PHONE 978.619.5685 FAx 978.740.0404 •W W W.SALEM.COM plantings are in conformance in vicinity of bioretention area between civil and landscaping plans for review and approval by the City Planner prior to issuance of a building permit. b. Maintenance of all landscaping shall be the responsibility of the applicant, their successors or assigns. The applicant, their successors or assigns, shall guarantee all trees and shrubs for a two (2) year period. 4. Lighting a. No light shall cast a glare onto adjacent parcels or adjacent rights of way. b. A final lighting plan shall be submitted to the City Electrician for review and approval prior to the issuance of a building permit. 5. Construction Practices All construction shall be carried out in accordance with the following conditions: a. All provisions in the City of Salem's Code of Ordinance, Chapter 22,Noise Control, shall be strictly adhered to. b. All reasonable action shall be taken to minimize the negative effects of construction on abutters. Advance notice shall be provided to all abutters in writing at least 72 hours prior to commencement of demolition and construction of the project. c. Drilling and blasting shall be limited to Monday-Friday between 8:00 AM until 5:00 PM. There shall be no drilling, blasting or rock hammering on Saturdays, Sundays, or holidays. Blasting shall be undertaken in accordance with all local and state regulations. d. All construction vehicles shall be cleaned prior to leaving the site so that they do not leave dirt and/or debris on surrounding roadways as they leave the site. e. All construction shall be performed in accordance with the Rules and Regulations of the Planning Board, and in accordance with any and all rules,regulations and ordinances of the City of Salem. f. All construction vehicles left overnight at the site, must be located completely on the site. g. A Construction Management Plan and Construction Schedule shall be submitted by the applicant to the City Planner for review and approval prior to the issuance of a building permit. Included in this plan, but not limited to, shall be information regarding how the construction equipment will be stored, a description of the construction staging area and its location in relation to the site, and where the construction employees will park their vehicles. 6. Clerk of the Works 120 WASHINGTON STREET, SALEM, MASSACHUSETTS 01970 •PHONE 978.619.5685 FAx 978.740.0404 •W W W.SALEM.COM A Clerk of the Works shall be provided by the City, at the expense of the applicant, his successors or assigns, as is deemed necessary by the City Planner. 7. Design Review Board a. All requirements as set forth by the Design Review Board (DRB) shall be strictly adhered to. Violation of DRB requirements shall be considered a violation of the Planning Board decision approval. b. The applicant shall submit final construction plans for review and approval by the DRB prior to obtaining a building permit. c. The materials and color samples shall be in accordance with those submitted to and approved by the DRB on December 17, 2014, as well as described in a memo reviewed by the DRB titled"Riverview Place—Salem, MA—Materials List"and dated December 12, 2014 at the December 17, 2014 meeting; however final mock-ups and color samples for windows and other treatments shall be submitted for review and approval by the DRB prior to installation. d. The windows (style, color, appearance, and general design) on all stair towers shall be in conformance with the design presented to the DRB on December 3, 2014 (not what was presented on December 17, 2014). e. The signage for the building and the site shall conform to the City of Salem's Sign Ordinance and be reviewed and approved by the DRB prior to obtaining a sign permit. 8. Conservation Commission a. All work shall comply with the requirements of the Salem Conservation Commission b. The applicant shall receive all necessary approvals from the Salem Conservation Commission. 9.Signage and Traffic Calming The applicant,his successors, or assigns shall be responsible for the following signage and traffic calming measures, provided that any required City Council approvals are granted: a. Installation of an electronic speed monitor on Mason Street, with the location to be determined by the Traffic Division Commander; b. Installation of signage and pavement markings as shown on the submitted plans; c. Placement of"No Parking—Tow Zone" signage on Mason Street on both sides of the site driveway, to be approved by the Traffic Division Commander; d. Signage at the Mason St. driveway prohibiting the entrance and exit of trucks (to be added to a revised signage plan); e. Installation of a yellow flashing beacon at the intersection of Flint Street and Mason Street, with the type and exact location to be approved by the Traffic Division Commander; f. The applicant to prepare complete plans and specifications for the design of a traffic signal to be built by the City at the intersection of Mason Street;Tremont Street and the site's 120 WASHINGTON STREET, SALEM, MASSACHUSETTS 01970 -PHONE 978.619.5685 FAx 978.740.0404 •W W W.SALEM.COM Mason Street driveway prior to issuance of a Certificate of Occupancy. However, should the City decide against proceeding with said traffic signal,the applicant to contribute funding for traffic mitigation in the general area prior to the issuance of a Certificate of Occupancy. The dollar value of the traffic mitigation to be equal to the value of the engineered plans for the traffic signal; said amount to be agreed upon by the applicant and the City Engineer. g. Should the Planning Department determine that a traffic island at the intersection of Oak Street and Flint Street is necessary,the developer shall cause the same to be installed at its sole cost and expense within the timeframe determined by the Planning Department. During the interim,the developer shall be responsible for installing signage and making pavement markings at the intersection of Oak Street and Flint Street as directed by the Planning Department on the basis of recommendations made by the City Engineer and/or Traffic Division Commander. 10. Affordable Housing The Petitioner shall place an Affordable Housing Restriction on the development ensuring that at least thirteen (13) of the one hundred and thirty(130)units shall be affordable. The form of the restriction is to be approved by the City Planner and recorded with the Essex South Registry of Deeds. The affordable housing restriction is to be in accordance with the eligibility criteria for the Commonwealth Department of Housing and Community Development's Subsidized Housing Inventory for the purpose of ensuring that at least thirteen (13) dwelling units will be restricted as affordable housing for households whose annual incomes are eighty percent(80%) or less of area median income with rents affordable to low and moderate income households, by standards established by the Department of Housing and Urban Development, for a period of ninety-nine (99) years from the date of the first occupancy permit. 11.Parking Spaces for Flint Street Residents Twelve (12) on-site parking spaces are to be reserved in perpetuity for the sole use of Flint Street residents who live between Mason Street and Bridge Street. The proposed mechanism for reserving the spaces is to be submitted and approved by the Department of Planning and Community Development prior to issuance of a Certificate of Occupancy. Spaces are to be maintained year-round. 12. Roadway Easement The applicant, upon taking title to the premises,will grant to the City of Salem an easement to construct an extension of the Commercial Street public roadway across the site in the location shown on the site plan at any time within a fifteen(15) year period beginning on the date of the issuance of the final Certificate of Occupancy. If no road is constructed within this time period, the easement shall expire. The easement is to be in a form satisfactory to the City Solicitor and to be recorded by the developer upon approval by the City Solicitor. The easement is to be recorded upon issuance of final Certificate of Occupancy. 13. Bypass Pumping and Sedimentation Control With respect to that portion of the Mason Street storm drain system believed to pass through the site, applicant is to maintain bypass pumping twenty-four hours a day, seven days a week during 120 WASHINGTON STREET, SALEM, MASSACHUSETTS 01970 *PHONE 978.619.5685 FAX 978.740.0404 •W W W.SALEM.COM wet weather conditions and plug the outfall to avoid sedimentation of the North River during demolition. 14. Gas Lines Applicant shall cut and cap the gas lines at the existing main prior to issuance of a demolition permit. 15. Drainage and Bio-Retention Plans Applicant shall submit final plans following architectural drawing completion to the City Engineer for review and approval confirming roof runoff will be received by roof drainage and locations of roof drainage piping and garage oil-water separator piping conform with civil conceptual plans prior to issuance of foundation permit and/or building permit. 16. Maintenance of Catch Basins and Stormceptors Applicant shall submit a narrative describing the frequency of cleaning and maintenance of catch basins and Stormceptors and clearly define responsible party for maintenance,prior to the issuance of a building permit. 17. Performance of Drain Piping and Stormceptor Applicant shall submit revised plans showing backflow prevention downstream of bioretention area to the City Engineer for review and approval prior to issuance of foundation permit and/or building permit. Applicant shall add backflow prevention between bioretention area and closed drainage piping. 18. Replacement of Mason Street Water Valve Applicant shall install triple gate intersections at proposed connections to City water pipes on Flint and Mason Street. 19. Utilities a. Applicant shall confirm all utility service connections are capped at mains in City street and cap them if they remain connected prior to issuance of Foundation Permit and/or Building Permit. b. Underground utility installation shall be reviewed and approved by the City Engineer prior to the issuance of a Building Permit. 20. Sewer Infrastructure a. Applicant shall submit revised plans detailing limits and extent of sewer infrastructure removal on site to the City Engineer for review and approval prior to issuance of Foundation Permit and/or Building Permit. Applicant shall remove all abandoned onsite sewer infrastructure prior to issuance of Foundation Permit and/or Building Permit. b. Applicant shall revise plans to show replacement of onsite sewer infrastructure, clean and CCTV inspect pipe in Flint Street connecting development to the SESD interceptor sewer, submit results to City Engineer, and rehabilitate pipe as required by the City Engineer. 120 WASHINGTON STREET, SALEM, MASSACHUSETTS 01970 *PHONE 978.619.5685 FAX 978.740.0404 •W W W.SALEM.COM c. Applicant shall replace the sewer infrastructure (2 manholes and 2 pipe reaches) in accordance with revised plans said plans to be reviewed and approved by the City Engineer prior to issuance of a Foundation Permit and/or Building Permit. 21. Mason Street Drainage a. Applicant shall locate the existing City drain pipe and submit a plan to the City Engineer detailing proposed replacement of drain piping for approval prior to Foundation Permit. b. The applicant shall replace the drain pipe and route the drain-pipe through the site parallel to a private drain pipe and grant the City of Salem an easement for access and future maintenance. 22.Mason Street Sidewalk a. Applicant shall submit revised plans detailing limits and extent of sidewalk replacement on Mason Street to the City Engineer for review and approval prior to issuance of Building Permit. b. Applicant shall remove and replace existing sidewalk in front of project area in accordance with the plans approved by the City Engineer to match the recently replaced sidewalks on Mason Street. 23. Irrigation Applicant shall revise plans to include proposed locations of irrigation piping and sprinkler heads to the City Engineer prior to issuance of a building permit. 24. Board of Health The owner shall comply with the following specific conditions issued b the Board of Health: PY g P Y a. The individual presenting the plan to the Board of Health must notify the Health Agent of the name, address, and telephone number of the project(site) manager who will be on site and directly responsible for the construction of the project. b. If a DEP tracking number is issued for this site under the Massachusetts Contingency Plan,no structure shall be constructed until the Licensed Site Professional responsible for the site meets the DEP standards for the proposed use. c. The developer will give the Health Agent a copy of the 21 E report. d. A radon remediation kit is installed and is operational in each below grade dwelling unit, if any. e. A radon test is conducted following installation and operation of the remediation kit. f. The developer shall adhere to a drainage plan as approved by the City Engineer. g. A copy of the Demolition Notice sent to the DEP, From BWPA06, must be sent to the Health 120 WASHINGTON STREET, SALEM, MASSACHUSETTS 01970 *PHONE 978.619.5685 FAx 978.740.0404 •W W W.SALEM.COM Agent. h. An initial rodent assessment and a weekly report shall be sent to the Health Agent for the first 30 days during demolition,then monthly inspections and reports sent to the Health Agent until such time the report indicates no rodent activity. Rodent control is to be in place one week prior to demolition. Abutters are to be notified 72 hours prior to demolition. i. The developer shall employ a licensed pesticide applicator to exterminate pests in the area prior to construction, demolition, and/or blasting and shall send a copy of the exterminator's invoice to the Health Agent. j. The developer shall maintain the area free from rodents throughout construction. k. Prior to renovation/demolition of any structures, a Certified Asbestos Inspector must inspect all buildings and send a report to the Health Agent. If asbestos is found,the owner must comply with the Massachusetts Department of Environmental Protection's regulations including 310CMR 7.15. 1. The developer shall submit to the Health Agent a written plan for dust control and street sweeping which will occur during construction. in. The developer shall submit to the Health Agent a written plan for containment and removal of debris, vegetative waste, and unacceptable excavation material generated during demolition and/or construction. n. The Fire Department must approve the plan regarding access for fire fighting. o. Noise levels from the resultant establishment(s) generated by operations, including but not limited to refrigeration and heating, shall not increase the broadband sound level by more than 10 dB(A)above the ambient levels measured at the property line. p. The developer shall disclose in writing to the Health Agent the origin of any fill material needed for the project. q. The resultant establishment shall dispose of all waste materials resulting from its operation in an environmentally sound manner as described to the Board of Health. r. The drainage system for this project must be reviewed and approved by the Northeast Mosquito Control and Wetland Management District. s. The developer shall notify the Health Agent when the project is complete for final inspection and confirmation that above conditions have been met. 25. Fire Department a. All work shall comply with the requirements of the Salem Fire Department in accordance with the applicable fire prevention regulations. b. Applicant shall use the Salem Fire Department's Standard Operating Guideline for 120 WASHINGTON STREET, SALEM, MASSACHUSETTS 01970 'PHONE 978.619.5685 FAX 978.740.0404 •W W W.SALEM.COM installation, placement and marking of components, should solar/photovoltaic panels become part of the buildings. c.On site fire hydrants shall have a minimum of an 8 inch diameter main. 26.Building Inspector All work shall comply with the requirements of the Salem Building inspector consistent with the current version of the State Building Code, Massachusetts Architectural Access Board regulations and Massachusetts Energy Codes . 27.Exterior Elevations Elevations shall be in accordance with the approved plans. 28.Maintenance a. Refuse removal, ground maintenance and snow removal shall be the responsibility of the developer, his successors or assigns. "Refuse removal" includes recycling, which shall be the responsibility of the owner,their successors or assigns. The owner shall provide adequate facilities to ensure all users are able to recycle their trash. Owner is to enter into a contract with a company of the owner's choice to arrange pick-up of recyclable material. A copy of this contract is to be submitted to the City Engineer. b. Winter snow in excess of snow storage areas on the site shall be removed off site. c. Maintenance of all landscaping shall be the responsibility of the applicant, his successors or assigns. d. The applicant shall use its best efforts to engage a waste hauler for compost that will regularly accept organic wastes from on-site residents for off-site composting. Organic wastes shall not be stored on-site in a manner that allows nuisance conditions to develop. 29. As-built Plans As-built plans, stamped by a Registered Professional Engineer, shall be submitted to the Planning Department and Engineering Department prior to the issuance of the final Certificate of Occupancy. 30. Violations Violations of any condition shall result in revocation of this permit by the Planning Board, unless the violation of such condition is waived by a majority vote of the Planning Board. I hereby certify that a copy of this decision and plans has been filed with the City Clerk and copies are on file with the Planning Board. The Special Permit shall not take effect until a copy of this decision bearing the certification of the City Clerk that twenty (20) days have elapsed and no appeal has been filed or that if such appeal has been filed,and it has been dismissed or denied, is recorded in the Essex South Registry of Deeds and is indexed under the name of the 120 WASHINGTON STREET, SALEM, MASSACHUSETTS 01970 *PHONE 978.619.5685 FAx 978.740.0404 •W W W.SALEM.COM r ' owner of record is recorded on the owner's Certificate of Title. The owner or applicant, his successors or assigns, shall pay the fee for recording or registering. Charles M. Puleo, Chairman 120 WASHINGTON STREET, SALEM, MASSACHUSETTS 01970 'PHONE 978.619.5685 FAX 978.740.0404 •W W W.SALEM.COM O SULLIVAN ARGHITEGTS Memo �EcE�vED 2014 To: Salem Design Review Board �tAUliliCY\nkk�k-a From: O'Sullivan Architects cc: file Date: December 12,2014 Re: Riverview Place—Salem,MA—Materials List Brick veneer—Redland brick Color-#043 Royal Burgandy Metal Siding—Alas International Inc. Profile—12 Versa-seam Gauge/Material-.032 Alum Colors—Harbor Limestone Windows—Harvey Vicon Colors—Dark Bronze Fiber Cement Siding—HardiePlank—Lap Siding Colors—Timber bark Countrylane Red Fiber Cement Trim—Hardie Trim Color—Monterey Taupe Asphalt Shingles—CertainTeed—Landmark Color—Granite grey HVAC Screening—Metal Louver System Color—to match"Limestone"metal siding O'SULLNAN ARCHn"ECTS, INC. • 580 MAIN STREET,SUITE 204• READING,MA 01867 VOICE: 781-439-6166 • FAX: 781-439-6170 • WWW.OSULLIVANARCF4ITECrS.COM C:\USERS\STEVEN.FEINSTEIN\APPDATA\LOCAL\MICROSOFr\WINDOWS\TEMPORARY INTERNET FILES\CONTENT.OUTLOOK\VNAHPG7A\MATERIALS UST.DOU Finial style: Ball color: Bronze Decorative Aluminum Cover color: Bronze — "Granville" Luminaire Xt Housing style: Simple color: Bronze Tapered Light Pole + color: Bronze REQ- a N DEC 18 2014 DEPT OF PLANNING g CO!gMUNITy p�ELOPMcNI Proposed Type A Luminaire and Pole Granville Classic by Holophane for Riverview Place Salem, MA •�,nCON01T CITY OF SALEM, MASSACHUSETTS j r f DEPARTMENT OF PLANNING AND $ COMMUNITY DEVELOPMENT KIMBERLEY DRisCOI.L 120 WASHINGTON STREET SALFM,NfASSACHUSETTS 01970 MAYOR TEL:978-745-9595 ♦ FAX:978-74 4 LYNN GOONIN DUNCAN,AICP D' ED.�..;,,, DIRECTOR 2DF4 DEPT:OF PLAN'^J!'4G.g CO MEM ORANDUM _. TO: Members of the Planning Board FROM: Olelen Sides on behalf of Paul Durand, Chairman, Design Review Board SUBJECT:Luff DRB Recommendation—72 Flint Street and 67-69 & 71 Mason Street (Riverview Place) DATE: December 18, 2014 CC: Lynn G. Duncan,Director,Dept. of Planning&Community Development All projects proposed in the North River Canal Corridor (NRCC) Neighborhood Mixed Use District that require Site Plan Review are required to receive a recommendation by the Design Review Board (DRB). The DRB's role is to review proposals to ensure that they are designed to complement and harmonize with adjacent land uses with respect to architecture, scale, landscaping and screening. At the Design Review Board meeting held on December 17, 2014, the DRB voted unanimously to recommend approval of the proposed project at 72 Flint Street and 67-69 & 71 Mason Street as modified by the applicant in revised plans with a revision date of November 20,2014 (Landscape Plan with a revision date of November 6, 2014) elevations dated December 12, 2014,and renderings presented on December 17, 2014. As part of its recommendation, the DRB requested future review of color samples and mockups for materials and glass to be used in the buildings. The DRB also requests a review of the final construction plans prior to the issuance of a building permit. All signage shall conform to the City of Salem's Sign Ordinance be approved by the DRB prior to installation. Landscaping and material treatments shall be in accordance to what was recommended for approval by the DRB on December 17, 2014. Proposal The Applicant appeared before the DRB for the first time on July 23, 2014, to present plans for the construction of a proposed 200,000 +/- square foot mixed use development consisting of 130 residential apartment units and 5,000 square feet of commercial space.' 1 As the Planning Board is aware,in 2009 this project received a favorable recommendation from the DRB and approved special permits from the Planning Board for the site program. DRB Recommendation—Riverview Place Page 1 of 4 The project also calls for 260 parking spaces for residential uses, 10 spaces for commercial uses, and 12 designated spaces for neighbors along Flint Street. The proposed development consists of three buildings on a site bounded by Flint Street to the east, Mason Street to the north, and the North River Canal to the South. Exterior finishes and materials primarily include Redland brick veneer, Medium Bronze and Sandstone colored metal siding, Dark Bronze and White Harvey Vicon windows, Cobblestone and Monterey Taupe colored HardiePlank fiber cement siding,white fiber cement trim, Granite Grey asphalt shingles, and Gray metal louver systems for HVAC screening. The original submittal is on file in the Department of Planning and Community Development dated July 23,2014. The DRB subsequently discussed this project on September 3, September 24,and December 3, 2014. Revised plans have a revision date of November 20, 2014 (Landscape Plan with a revision date of November 6, 2014) and elevations dated December 3, 2014. At the July 23,2014 DRB meeting, among the comments the Board expressed were the need for more and better visualizations to be presented,including a three dimensional model, to better understand the massing and context of the proposed development. The Board also expressed an interest in seeing less onsite parking and encouraged the applicant to seek a variance to allow for the provision of 1.5 as opposed to 2 spaces per unit.z The DRB also expressed the need to see more openings in the parking level, that certain buildings did not accurately capture the feeling of a mill building, and that solid quality materials would have to be used. The Applicant next appeared before the DRB on September 3, 2014, to discuss revisions resulting from comments from the previous meeting. Modifications to the proposal included: • A reduction of parking spaces for the commercial uses and the introduction of a covered gathering space. • The reconfiguration of building 3's entrance to better accommodate wheelchair access. • The introduction of more brick materials to building 2. The DRB expressed concerns about repetition and number of mullions for windows, especially on building 2, as well as the need for additional landscaping treatments, especially along Flint Street, the North River Canal, and where parking was encroaching closer to neighboring properties. Concerns from the past meeting in terms of not having enough information about site context were echoed;the Board again requested the development of a 3D model and additional renderings. Revised plans and elevations dated September 24, 2014,were submitted for review at the next DRB meeting on September 24, 2014. That meeting was the first opportunity for the Board to review a submitted landscape plan. Y The applicant ultimately applied for such a variance and was denied. DRB Recommendation—Riverview Place Page 2 of 4 The modifications to the overall proposal were as follows: • The windows on building 1 were changed to double hung and their size increased the amount and size of window in relation to wall. • The mullion pattern on building 1's windows was altered and the number of panes used on the windows was reduced in order to better resemble an authentic mill building. The DRB praised the improvement with respect to the windows,but continued to express concern about window repetition and detailing. The Board also made clear that it would want to see details regarding mechanical elements and how they would be screened, and that clear details for the entire project were still lacking. Larger scale and elevations and developed renderings showing perspective details would be needed—as well as a 3D model. More design revisions were submitted for review on December 3, 2014. The presentation provided detailed renderings for the first time,giving the Board an opportunity to further investigate massing and material details. A landscape plan,material samples, and a cut sheet for lighting fixtures were also shared with the Board. The primary revision to the design was the addition of glass and metal canopies above building entrances. The DRB generally continued to praise how the design had progressed. Concerns raised included: • wanting to more clearly identify entrances and exits around the buildings; • noting that the mill buildings in particular seemed homogenous and perhaps needed certain design elements to break up monotony; • noting the need to include some modern elements that could perhaps be expressed through changes in the color of materials; • the need to darken the walls on building 3 in particular,in order to reduce the appearance of the scale;and • generally wanting to see more details in regards to finishes and the lighting elements. The applicant returned a final time to present to the DRB on December 17, 2014. The primary changes to the design included: • The introduction of more entrance canopies that included colored (blue, green, and yellow) shaded glass in various shades in order to provide a more "playful" appearance, to break up monotony of the mill buildings, and to more clearly identify entrances; • The addition of banners as identifying features of mill buildings; • Changes in the color of materials used in building 3—in particular the use of a dark red on recessed upper levels, and changing the window trim to a dark grey/black color;and • Alteration of the styles and patterns of the windows on the stair towers. DRB Recommendation—Riverview Place Page 3 of 4 The DRB generally appreciated the efforts made to more clearly identify entrances and to provide more vibrancy and color to the design. The Board had reservations about the color and style of the windows being used on the stair tower and asked the applicant to revert back to the design used on the prior submission (December 3, 2014) for those windows. Recommendation At their meeting on December 17, 2014, the Design Review Board voted unanimously to recommend approval of modified plans dated November 20, 2014 (Landscape Plan with a revision date of November 6, 2014), elevations dated December 12, 2014, and renderings and cut sheets presented on December 17, 2014, for the project at 72 Flint Street and 67-69 & 71 Mason Street with the following conditions: 1. The applicant shall submit final construction plans for review and approval by the DRB prior to obtaining a building permit. 2. The materials and color samples shall be in accordance with those submitted to and approved by the DRB on December 17, 2014, as well as described in a memo reviewed by the DRB titled "Riverview Place—Salem, MA—Materials List" and dated December 12, 2014 at the December 17, 2014 meeting;however final mock- ups and color samples for windows and other treatments shall be submitted for review and approval by the DRB prior to installation. 3. The windows (style, color, appearance, and general design) on all stair towers shall be in conformance with the design presented to the DRB on December 3, 2017 (not what was presented on December 17, 2014). 4. The signage for the building and the site shall conform to the City of Salem's Sign Ordinance and be reviewed and approved by the DRB prior to obtaining a sign permit. The Applicant is strictly required to construct the project in accordance with all details of the approved drawings. Permission to make changes from such approved drawings must be requested by the Applicant in writing to the Director of Planning and Community Development who,in turn,will reply in writing giving her approval or disapproval of the changes. No changes in the work are to be undertaken until such approval has been obtained. Please contact Andrew Shapiro, Economic Development Planner, at 978-619-5685 or ashapiro salem.com if you have any questions regarding this recommendation. DRB Recommendation—Riverview Place Page 4 of 4 t a A ` 1 $ �, 154Ly #�• jb"� r a � � o r ♦ yy i '� +a w ° '' ,.+. t rx '� taw ,, .. •'k r* '^ a r . + ", f«. .. r r a 1 1 a}, . ..k. '` $F*y 4 PP. !.114, #♦s ' f Y.' `l � �� y "» .. ':,,� o' t:�'*"�s.". . k>a s �$♦. `�rt `,.�� . . +.i: �� -1 :�{ � .,., ��. - -.�4 rxA��y y '� 1. 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JANUARY 2008 104 LOWELL STREET PEABODY, MASS. 01960 TELEPHONE: 978-531-8121 FAX: 978-531-5920 • NATURAL ENVIRONMENT Air The major potential source of dust will be during the building demolition phase and during construction of site utilities, parking, driveways and landscaped areas. Wetting with water will be the primary method used to control dust generation. The site is located immediately adjacent to existing residences and open space areas. (Mack Park and Leslie's Retreat Park). Prevailing winds are from the southwest into the northeast. No incineration is proposed for Riverview Place. Land The site of Riverview Place consists of 4.3 acres of industrially developed land. It is bounded on the west, in part, by Flint Street and, in part, by private residences along Flint Street,to the north by private residences and Mason St., to the east by an industrial site owned by Mason Realty Trust and to the south by the North River and land of the Commonwealth of Massachusetts. Existing elevations range from 5 feet above mean sea level at the North River to 26 feet • at Mason Street. A major portion of the site is occupied by the so-called Salem Suede building and the Bonfanti building on Mason Street. Based upon test borings done in 2005 in connection with a Phase One Environmental Assessment,the lower portion of the site (from the rear of the Bonfanti building to the North River) appears to be filled land over fine sands and silts occurring at a depth of 8-10 feet from existing grade. Groundwater appears to follow the silt/clay strata at depths of four to six feet below existing grade. No percolation tests were taken on site since wastewater will be discharged to the City of Salem municipal collection system. Virtually all of the property will be affected by the proposed development. Coverages as currently exist and as are proposed are summarized in Table 1. Existing and proposed grading patterns are shown on Sheets 5 and 6 of the Site Development Permit Plans. The only wet area adjacent to the project is the North River, which is tidal in the vicinity of the site. Alterations within the two hundred foot wide Riverfront Zone will be the subject of a Notice of Intent to be filed with the Salem Conservation Commission. Those portions of the site below Elevation 10.3 are within the FEMA 100 year flood zone associated with the North River. Regrading of the site will be done in such a manner as to not diminish flood storage characteristics. The proposed buildings will be constructed above the base flood level. • The relationship of the site to various community facilities is summarized in the following table: MBTA Station, Bridge Street 0.6 miles Downtown Salem 0.75 miles Shopping Facilities on Highland Avenue 1.9 miles Bates School 1.0 miles Collins Middle School 0.75 miles Salem High School 1.4 miles Leslie's Retreat Park 0.1 miles Mack Park 0.1 miles Water and Wetlands The southerly boundary of Riverview Place is the North River. The particular reach is tidal and flows easterly, under North Street, to the Danvers River, and ultimately, Beverly Harbor. The North River is not a public or private water supply, nor is groundwater within the project area a source of public or private water supply. Erosion control on site will be practiced in accordance with the program outlined on Sheet 8 of the Site Plans and details shown on Sheets 4 and 5 of the plan. In general, a primary erosion control barrier will be located between the work area and the bank of the • river. Secondary barriers will be maintained on site at the downhill side of excavations, around soil stockpiles and around new catch basins, once installed. Silt barriers will consist of staked haybales,backed with filter fabric and/or silt socks. If a temporary sediment basin is needed, the area of the future courtyard or the area south of the driveway to the 51 unit building would be suggested locations. Building demolition adjacent to the River will be a special consideration for the developer. Conversations with a demolition contractor are being held to determine the general procedures which would be available to prevent the introduction of demolition waste into the river. The results of that investigation will be filed under separate cover. Those portions of the site existing below Elevation 10.3 are subject to flooding in a 100 year storm (as influenced by the North River). Computations are provided in the Stormwater Report which demonstrate that no loss in flood storage will occur as a result of proposed redevelopment activities. Site drainage will be accomplished by collection of surface runoff into a series of piped catch basins and manholes. Outflow from that system will be directed through an appropriately designed proprietary water quality treatment device before discharge into the North River. Since the river is subject to coastal storm flowage, altered runoff rates need not be attenuated to be compliant with DEP Stormwater Management Policy 'I (Standard 2). Computations of pre and post development runoff rates are found in the . Stormwater Management Plan and summarized as follows: S • form Recurrence Peak Runoff Rate (cfs) Interval Predevelopment Postdevelopment 2 year 10.99 10.71 10 year 16.91 16.66 100 year 26.24 26.05 The slight decrease in runoff rates is attributed to improved surface characteristics (i.e. landscaping). Soils infiltration is not proposed. Long term uses of the site have compacted the soils or deposited fill materials which are not suitable for runoff infiltration systems. It is expected that construction and maintenance of a complete stormwater management system in compliance with DEP Stormwater Management Policy will improve runoff discharge significantly over existing conditions, thus incrementally improving the water quality of the North River. Energy • Increased electric and gas energy will be required for Riverview Place. Natural gas will be brought into the site as to be designed by Keyspan and will be used for heating, cooling and clothes drying appliances. Electric energy will be brought into the site as to be designed by National Grid and distributed to a transformer for each building. That system will be installed in underground conduit. Noise Ambient daytime noise levels will increase during demolition of existing buildings, site preparation and construction. Working days and hours will be limited to those specified within the ordinances of the City of Salem. In the long term,the residential proposal would result in slight increases in noise due to increased automobile activity to and from the site and mechanical equipment serving the building. Local Flora and Fauna Due to the urban nature of the site and surrounding areas, wildlife is limited to small mammals and songbirds. Those species utilizing the site as habitat or cover will be displaced during construction but will tend to return following site construction activities. • There are sparse areas of existing vegetation on site, especially along its eastern boundary. New landscape areas on site in the proposed condition will occupy some • 58,435 square feet or 31.22 percent of the site. Details of proposed landscaping will be shown on a plan by Huntress Associates. No known endangered specie habitats are indicated within the project area on the October 1,2006 Massachusetts Natural Heritage Atlas. A slight improvement in water quality in the North River is expected as a result of a DEP compliant stormwater management system. • MAN-MADE ENVIRONMENT Land Use The project conforms with the growth plans for the area and the City in general as evidenced by its allowed use within the North River Canal Corridor District and the action of the Salem Zoning Board of Appeals as to allowance of increased density. Land uses to the west and north of the site are residential. Land use to the east is industrial. To the south is located the North River and Leslie's Retreat Park. No public or common recreation areas exist within the site of Riverview Place. An exercise room and meeting room are planned within the 22 unit building on Mason Street to which residents of Riverview Place would have access. A walkway is proposed on the south side of the property along the North River as a potential future link leading east and west along the north boundary of the river. An easement along that same boundary is provided to allow for the future extension of Commercial Street. Density Riverview Place is proposed to consist of three multi-family buildings, each of which will • contain a mix of one and two bedroom units as well as parking on the basement level. The building on Mason Street will also contain 5,200 square feet of commercial space on the first floor level. The floor areas of the one bedroom units will vary from 760 to 900 square feet. Two bedroom units are planned to have floor areas of 1,040 to 1,280 square feet. Table A describes the characteristics of the proposed buildings and Table B describes the proposed coverages of the site. TABLE A Proposed Building Characteristics Building 1 Bedrm. 2 Bedrm. Garage Gross No. of Designation Units Units Spaces Square Stories Footage 22 Unit 10 12 26 31,837 3 57 Unit 18 39 54 71,647 3 to 4 51 Unit 21 30 46 63,713 3 to 4 • . TABLE B Site Coverages Buildings Parking/ Walks Landscaped Open Driveways Space Area Percent Area Percent Area Percent Area Percent (SF) (SF) (SF) (SF) 53,230 28.44 70,900 37.88 4,600 2.46 58,435 31.22 * Total Site Area is 187,165 SF (4.3 Acres) zoning The existing zoning designation of the site is North River Canal Corridor. Properties to the west on Flint Street are zoned Industrial but residentially used as are properties to the north on Mason Street. Land to the east of the site is zoned NRCC and used industrially. Property to the south between the site and Bridge Street is zoned Business Park Development and utilized as open space (Leslie's Retreat Park). Architecture • The site and proposed buildings are to be terraced in order that it might flow with the existing topography of the site which ranges from Elevation 26 at Mason Street to Elevation 9 along the top of the North River bank. Site terracing will be accomplished in part by sloping and in part by retaining walls. New landscaping will be installed throughout the property. The 22 unit Mason Street building will be 3 stories or 39 feet above average finished grade. The 51 and 57 unit buildings will have both three and four story elements ranging from 39 to 49 feet above finish grade. Those heights are similar to the existing Salem Suede Building. The four story elements are to be within the interior portions of the site while the three story portions will face the perimeter of the property. General visual impacts from Riverview Place are summarized as follows: • Setbacks from buildings to the North River will increase from a present distance of ten feet to distances of 100 or more feet;thus improving views within the river corridor. • Views into the site will be improved by that increased setback as well as by the "U" shape of the 57 and 51 unit buildings and landscape improvements. • The Mason Street portion of the site will improve aesthetically by the removal of • the existing industrial and residential buildings and construction of a new residential building having a landscaped setback of 7 to 10 feet. Exterior finishes will include a combination of masonry veneers (such as CMU and synthetic stone on the garage and first floors) and brick on the second and third floors. Clapboard/panel siding will be utilized on the second,third and fourth floors. Exterior doors and windows are to be pre-finished clad units. Pre-finished standing seam roofing will be used on pitched roofs and EPDM roofing on flat roofs. Common areas will be provided at the elevator lobby in each building. A common meeting room will be provided in the Mason Street (22 unit)building. Laundry facilities will be provided in each unit. Trash facilities will be provided at a central location in each building. Trash storage will be in closed fence dumpsters located to the south of the 57 unit building. Removal will be by a private rubbish contractor. Historic Buildings, Historic Sites and Archeological Sites There are no known historic buildings or sites on or immediately adjacent to the site as indicated by the National Register Historical Districts and Landmarks Map and the City of Salem Local Historic District Map. • PUBLIC FACILITIES Water Supply, Flow, Pressure and Distribution The source of water for Riverview Place is to be from the City of Salem municipal supply. Consumptive demand for the 130 units is projected to be 29,000 gallons per day. The building is to be Class 5A or 2C construction and sprinkled. Fire fighting requirements are estimated to be 1,000-1,250 gallons per minute. The site is to be served by a newly constructed eight inch diameter cement lined ductile iron water main which will connect to the City system on Flint Street(8 inch)and Mason Street (8 inch). Two new hydrants will be built on site,the locations of which are to be approved by Salem Fire Department. Separate potable water and sprinkler connections will be provided for each building. Sanitary Sewerage Connection and Collection Facilities Riverview Place is expected to generate an average daily flow of 29,000 gallons per day of domestic wastewater. That wastewater will be collected into a new system of eight inch diameter polyvinyl chloride gravity sewers leading from the Mason Street building to an existing sewer manhole on the south side of the Flint Street entrance to the property. • Wastewater then discharges into the SESD interceptor which runs parallel to the railroad. All existing sewer connections to the site will be cut off and capped at the property line in accordance with the requirements of the Salem Department of Public Works. Stone Drainage Facilities Site drainage will be accomplished by collection of surface runoff into a series of piped catch basins and manholes. Outflow from that system will be directed through an appropriately designed proprietary water quality treatment device before discharge into the North River. All catch basins will be constructed with four foot deep sumps and hooded outlets. The system will be maintained by the Owners of Riverview Place in accordance with the requirements of the Operations and Maintenance Plan included with the Stormwater Management Plan (Appendix A). Refuse Disposal It is expected that each building will have a centralized point of trash collection. The trash will be stored in on-site dumpsters to be located to the south of the 57 unit building for pickup by a private contractor. The project is expected to generate 150-200 tons of domestic refuse annually. Traffic Facilities The site may be entered or exited from both Flint Street and Mason Street. In addition to the main driveway connecting those streets, a looped driveway is proposed between the 57 unit and 51 unit buildings. A total of 309 parking spaces are proposed for the 130 units. 126 spaces will be located in garages beneath the buildings and 183 spaces outside of the building. The Developer has committed to reserve 12 spaces on the Flint Street side of the project for use by neighborhood residents. A complete traffic study has been prepared by Earthtech and will be subjected to a peer review. Electric Power The anticipated electric demand for Riverview Place will be 100,000 KWH per month. The source of that power will be National Grid. On site electrical facilities will be built underground. Proposed transformer locations are depicted on Sheets 4 and 5 of the plan. Gas • Riverview Place will utilize natural gas for heating, cooking and clothes drying. The anticipated demand will be 90,000 therms per year. The source of natural gas will be Keyspan from existing mains on Flint and/or Mason Streets. COMMUNITY SERVICES Schools Two similar projects have been examined as to the number of school-aged children living in each. A similar project in Danvers, Massachusetts has a total of 240 units within which live 12 school-aged children. Jefferson Crossing on Bridge Street in Salem, Mass. has a total of 290 units within which live 14 school-aged children. Based on an average of.05 school-aged children per unit, it is expected that some 7-10 children would be added to the public school system, assuming all residents were new to the City. The relationship of the project to neighborhood schools is as follows: Bates Elementary School 1.0 miles Collins Middle School 0.75 miles Salem High School 1.4 miles Recreation No recreation areas exist within the property within which Riverview Place is to be built. A six foot wide walkway is to be built south of the parking lot and will be available to become part of a walking link on the north bank of the river. Police The total population of Riverview Place is estimated to be 250 to 300 persons. If each unit generated 1.5 automobiles, approximately 200 cars would be present on the site. Fire Three buildings are proposed to be constructed on the site of Riverview Place. The buildings will be of three and, in part, four story construction. The proposed construction will be Class 5A or 2C (as defined in the Massachusetts Building Code). Buildings will be fully sprinkled. The source of water will be City of Salem municipal supply. A new eight inch water main will be constructed from Flint Street to Mason Street and at least one fire hydrant located in the site. Available fire flow volumes will be discussed with the City or determined by flow testing in the spring if no record data is available. Public Works No public roadway will be constructed within review. Maintenance and snow removal will be done privately. New water and sewer connections will be built from existing • facilities into the site. Existing connections will be cut and capped in accordance with the requirements of the Salem Department of Public Works. On site sewer, water and storm drainage facilities will be privately maintained. • • HUMAN CONSIDERATIONS Aesthetics and Visual Impact The site is currently occupied by industrial buildings together with open storage. Buildings are at or near the end of their useful life. The following changes in present character of the neighborhood are anticipated: • Setbacks from buildings to the North River will increase from a present distance of ten feet to distances of 100 or more feet. • Views into the site will be improved by that increased setback as well as by the "U" shape of the 57 and 51 unit buildings and landscape improvements. • The Mason Street portion of the site will improve aesthetically by the removal of the existing industrial and residential buildings and construction of a new residential building having a landscaped setback of 7 to 10 feet. Parks, Forests and Recreational Areas Views from Mack Park and Leslie's Retreat Park will improve significantly. No other • direct impacts on either of the parks are expected. No existing park, forest or open space areas will be removed from public use. A link to a future river walk on the north side of the river will be constructed by the Developer which would be intended to become available for public use. Public Health Long term public health characteristics are expected to improve incrementally as a result of: • Removal of industrial building and processing materials and supplies stored therein; • Removal of yard storage materials; • Removal of harborages for insects and rodents; • Improved quality of stormwater discharges into the North River. A licensed pest control contractor shall be retained to apply needed pesticides and rodenticides prior to commencement of building demolition. That contractor will also monitor the site during building demolition and take such actions as may be necessary. • Dust generated during demolition and site work shall be controlled by wetting and minimizations of exposure times for unstabilized areas. APPENDIX A STORMWATER MANAGEMENT PLAN LILA L�)jmoy ajgo)Atl o�j9 h& • Professional Land Surveyors &Civil Engineers ESSEX SURVEY SERVICE 1958- 1986 OSBORN PALMER 1911 - 1970 BRADFORD&WEED 1885- 1972 STORMWATER MANAGEMENT PLAN RIVERVIEW PLACE SALEM, MASSACHUSETTS JANUARY 2008 anp • 104 LOWELL STREET PEABODY, MASS. 01960 TELEPHONE: 978-531-8121 FAX: 978-531-5920 • SUMMARY A stormwater collection and management system has been designed for Riverview Place in the greatest degree of compliance achievable under the 2008 Department of Environmental Protection Stormwater Standards. Site drainage will be accomplished by collection of surface runoff into a series of piped catch basins and manholes. Outflow from that system will be directed through an appropriately designed proprietary water quality treatment device before discharge into the North River. The storm drainage collection system has been sized on the basis of a ten year storm. Since most of the basins are located in low points, storms of higher intensity can be accommodated with minor(3 to 6 inch)ponding and pipe surcharging. Computations of predevelopment and postdevelopment runoff from the site and properties along Mason and Flint Streets which flow into the property have been performed using TR-55 methodology. Those computations are provided in a later section of the report and are summarized as follows: Storm Recurrence Interval Peak Runoff Rate (cfs) Predevelopment Postdevelopment • 2 Year 10.99 10.71 10 Year 16.91 16.66 100 Year 26.24 26.05 The slight decrease in postdevelopment runoff is attributed to landscape addition and improvements throughout the site. Since portions of the site are subject to coastal storm flowage, Stormwater Management Policy does not require attenuation of postdevelopment runoff. Stormwater quality is to be addressed by a program of on-site source control and best management practices including deep sump hooded catch basins and a Stormceptor water quality device. The combined effect of those best management practices is a total suspended solids removal of 82.75 percent. An Operation and Maintenance Plan for the proposed stormwater management system is provided in a later section of this report. Low impact development techniques such as bioretention cells, pervious paving or sand filter systems for parking lot runoff were not considered appropriate for the site for the following reasons: 1. Such soils as exist on site are compressed and possibly, contaminated as a result . of long term industrial activities. • 2. Many areas of the site are underlain by fill materials which are not appropriate for infiltration practices. 3. The addition of landscaped areas throughout the site will result in improved filtration potential. ► w PREDEVELOPMENT RUNOFF COMPUTATIONS i • SA < EASTERN LJOB�Sr C2lEW ?,-AC-451 SURVEY ASSOCIATES, INC. y Christopher R. Mello PLS SHEETNO. OF 104 Lowell Street CALCULATED BY DATE • PEABODY, MA 01960 (978) 531.8121 CHECKED BY DATE SCALE NOF. F r— FWF. NumQ)IL e7- 411o1aS IPP x6571_�ac� spa 0N-1 ..CJS _Ro��✓ ...G � ;AIZ�Q _= S. nS �c2s Il sswrE N.S� Q... J�k.. C-N .... Sg3.7VS 715 1'Rs�PDs.�o, ClJaA 1-I too g . Qnea CV1 Q-vCe{ OKf- nJlcmHcm 'vv to04 ol?.Gq SYc� Fol.. 3 4,� 25.2 ?EouS "3 O 9S Z .0 ... ....... <a..9Fa4 cc- 41"A 1o5 90 °t2 0 c)re.� aeon r'A.,(L . Qow.� os��F eN 53c.S�S '1,S = ri3 •'� sE C) Z OR 4- Hydrograph Plot Hydraflow Hydrographs by hdelisolve . Hyd. No. 1 Predevelopment Hydrograph type = SCS Runoff Peak discharge = 10.99 cfs Storm frequency = 2 yrs Time interval = 6 min Drainage area = 5.75 ac Curve number = 95 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 15 min Total precip. = 3.10 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume=49,841 cult 1 - SCS Runoff - 2 Yr - Qp = 10.99 ds 15- 10-- U 5- -0l 0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0 Time (hrs) ® Hyd. 1 Hydrograph Plot 3 o f 4 Hydraflow Hydrographs by lmelisoNe Hyd. No. 1 Predevelopment Hydrograph type = SCS Runoff Peak discharge = 16.91 cfs Storm frequency = 10 yrs Time interval = 6 min Drainage area = 5.75 ac Curve number = 95 Basin Slope = 0.0 % Hydraulic length = Oft Tc method = USER Time of conc. (Tc) = 15 min Total precip. = 4.60 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume=78,733 cart 1 - SCS Runoff - 10 Yr - Qp = 16.91 ds 20- 1510 15- 10-- 5 -- 0 0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0 Time (hrs) / Hyd. 1 Hydrograph Plot 4 o f A Hydraflow Hydrographs by IMellsolve • Hyd. No. 1 Predevelopment Hydrograph type = SCS Runoff Peak discharge = 26.24 cfs Storm frequency = 100 yrs Time interval = 6 min Drainage area = 5.75 ac Curve number = 95 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 15 min Total precip. = 7.00 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume=125,346 cult 1 - SCS Runoff - 100 Yr - Qp = 26.24 ds 30- 25-- 20- 15-- a 02521 110-- 50 5 ---- 0 0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0 Time (hrs) 0 Hyd. 1 � II POSTDEVELOPMENT RUNOFF COMPUTATIONS Hydrograph Plot Hydraflow Hydrographs by Intelisolve Hyd. No. 2 Postdevelopment Hydrograph type = SCS Runoff Peak discharge = 10.71 cfs Storm frequency = 2 yrs Time interval = 6 min Drainage area = 5.75 ac Curve number = 94 Basin Slope = 0.0 % Hydraulic length = Oft Tc method = USER Time of conn (Tc) = 15 min Total precip. = 3.10 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume=47,880 cuft 2 - SCS Runoff - 2Yr - = 1 .7 Qp 0 1 cfs 15 1 qu Cl 5-- 01 0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0 Time (hrs) Hyd. 2 Hydrograph Plot Z cF 3 Hydrallow Hydrographs by Intellsolve Hyd. No. 2 Postdevelopment Hydrograph type = SCS Runoff Peak discharge = 16.66 cfs Storm frequency = 10 yrs Time interval = 6 min Drainage area = 5.75 ac Curve number = 94 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 15 min Total precip. = 4.60 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume=76,584 cuR 2 - SCS Runoff - 10 Yr - Qp = 16.66 ds 20- 10 10-- 5-- 01 0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0 Time (hrs) / Hyd. 2 Hydrograph Plot a ciT-- 3 Hydraflow Hydrographs by IntefisoNe Hyd. No. 2 Postdevelopment Hydrograph type = SCS Runoff Peak discharge = 26.05 cfs Storm frequency = 100 yrs Time interval = 6 min Drainage area = 5.75 ac Curve number = 94 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 15 min Total precip. = 7.00 in Distribution = Type III Storm duration = 24 hrs Sha factor Shape - 484 Hydrograph Volume=123,049 cu@ 2 - SCS Runoff - 100 Yr - Qp = 26.05 ds 3 • 25 2 CY 15 1 5 F—I0 0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0 Time (hm) / Hyd. 2 TOTAL SUSPENDED SOLIDS REMOVAL COMPUTATIONS 1z v F2Y Ib�n1 �f../�C E�- SD W vv� EASTERN LAND SURVEY ASSOCIATES, INC. JOB Christopher R. Mello PLS SHEET NO. 1 OF__j 104 Lowell Street CALCULATED BY V 1 DATE ' S • PEABODY, MA 01960 ` (978) 531.8121 CHECKED BY DATE SCALE - ro-tc� SQe-aoeo , Soy ��S_ R�moYr�. .. co�cu �o�\oJS C,.tiep ..... .. .. �EtPSJ P leg 2S°lo C) -9QZC..ZS 22S........ . ....... 5ta�rnc !Yto>L ...-11°l0. t O.•L1S1C.1"l = '. .5z T_5 5 2 E vv�p.l o L ° 3 • 1 Az.m -K5kS�a 1="7!m.t.oR � 10 °fa cr. PLz f Oct 5.�,1FeP��I� ........ ....... US, ZSm, 1.ob7S 2S 25 ... ..... ... ... .... • Stormceptoro Particle Size Distribution Removing sift particles from runoff ensures that the majority of the pollutants,such as hydrocarbons and heavy metals that adhere to fine particles,are not discharged into our natural water courses. The table below lists the particle size distribution used to define the annual TSS removal. Fine or anics sifts and sand Specific Settling Specific Settling Particle Size Distribution Particle Size Distribution Gravity Velocity Gravity Velocity Jim % ft/s LIM % ft/s 20 20 1.3 0.0013 60 20 1.8 0.0051 150 20 2.2 0.0354 400 20 2.65 0.2123 2000 20 2.65 0.9417 Stormceptor Design pt g Notes • Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor. • Design estimates listed are only representative of specific project requirements based on total suspended solids(TSS)removal. • Only the STC 4501 is adaptable to function with a catch basin inlet and/or inline pipes. • • Only the Stormoeptor models STC 4501 to STC 7200 may accommodate multiple inlet pipes. • Inlet and outlet invert elevation differences are as follows: Inlet and Outlet Pipe Invert Elevations Differences Inlet Pipe Configuration STC 4501 STC 900 to STC STC 11000 to 7200 STC 16000 Single inlet pipe 3 in. 1 in. 3 in. Multiple inlet pipes 3 in. 3 in. Only one inlet pipe. • Design estimates are based on stable site conditions only,after construction is completed. • Design estimates assume that the storm drain is not submerged during zero flows. For submerged applications, please contact your local Stormceptor representative. • Design estimates may be modified for specific spills controls. Please contact your local Stormceptor representative for further assistance. • For pricing inquiries or assistance,please contact Rinker Materials 1 (800)909-7763 www.rinkerstormceptor.com • Stormceptor Design Summary-212 nenieants°� Uut- Stormceptor® • Stormceptor Design Summary PCSWMM for Stormceptor Project Information rainfall Date 1/29/2008 Name CRANE LAKE RANGER STN Project Name Riverview Place State MN Project Number F13866 Location Salem,Mass ID 1857 Designer Information Years of Records 1948 to 1978 Company Eastern Land Survey Latitude 48°16'0"N Contact N/A Longitude 92°28'0"W Notes Water QiialW Objective N/A TSS Removal(%) 80 Drainage Area Upstream Storage Total Area(ac) 3.67 Storage Discharge Imperviousness(yoj 75 ( ) (ds) 0 0 The Stormceptor System model STC 900 achieves the water quality objective removing 80%TSS for a Fine • (organics, silts and sand)particle size distribution. Stormceptor Sizing Summary Stormceptor Model TSS Removal STC 450i 72 STC 900 :0 STC 1200 80 STC 1800 80 STC 2400 84 STC 3600 84 STC 4800 88 STC 6000 88 STC 7200 90 STC 11000 92 STC 13000 93 STC 16000 94 • Stormceptor Design Summary- 1/2 W II it • Storrnwrater Technology: Stormceptor (Hydro Conduit, formerly CSR New England Pipe) Revised February 2003 The Stormceptor Fart.Sheet is one in a series of fart,sheets for.stormwater terhnologies and related perfor- mance evaluations, which are undertaken by the Massachusetts STrategic Envirotechnology Partnership (STEP). The STEP evaluation entitled, Technology Assessment, &ormceptor CSR New England Pipe, January 1998 is the information source for this fact sheet.When a more thorough understanding of a system is required,the full Technology Assessment should be reviewed. Copies are available for downloading from the STEP Web site(www.STEPSITE.org/) or by contacting the STEP Program(Phone:617/626/1197,FAX:617/626/1180,email:linda benevides@state.ma.us).This fact sheet is subject to future updates as additional performance information becomes available. Description/Definition Stormceptor is a prefabricated,underground unit that separates oils,grease,and sediment from stormwater runoff when installed with an existing or new pipe conveyance system.The unit is divided into two cham- bers a treatment and a flow bypass chamber. During typical storm events,runoff is directed by the inflow weir through a drop pipe into the lower treatment chamber where sediment, oil,and grease are separated from the • flow by gravity.The bypass chamber is designed to Prw4 war convey excess stormwater,which overtops the inflow f weir,through the system without treatment. Equipment and Sizing vY The on-line Stormceptor units are available in eight sizes ranging from six and twelve feet in diameter with capacities of 900 to 7200 gallons.Since issuing the STEP assessment in 1998,the manufacturer has expanded the Slormccptor product line to include a storm drain indet (STC 450i)and three units(Models STC 11000,STC 13000,and STC16000).These systems are not included Figure 1.Storariceptor operation during average in the STEP evaluation.Users and decision-makers may flow conditions. require additional field tel results and new data for these new systems in order to accept performance ratings, Performance/Effectiveness particularly if they are higher than those reported in the The system is designed to provide separation of STEP technology assessment and this fact sheet. sediment,oil,and grease from stormwater by routing runoff into a low-turbulence environment where solids Stormceptor units are available in either precast settle and oils float out of solution.The system sizing is concrete or fiberglass for special applications. Concrete based on the drainage area,historical rainfall data,and units are pre-engineered for HS-20 min.traffic loading at the solids removal efficiency required.It is recommended the surface. Fiberglass units can be used in areas where that the system be used in combination with other there is a potential for oil and chemical spills. stormwater controls to conform with the Massachusetts • Stormwater Management Policy and standards WRAx - M W r n .0 a ..r� p ay .. V • y' f/„$� J. I I r r' An Imperial Model STC 2000(equivalent to the Technology Status Model STC 2400)in Edmonton,Canada treats flaw from The Stormceptor system provides greater solids • a 9.8 acre commercial parking lot. This system was separation and higher TSS removal efficiencies than oil monitored during four storm events in 1996 and shown to and grit separators. Stormceptor systems are among the have an average total suspended solids(TSS)removal category of hydrodynamic separators,which are flow- efficiency of 52 percent.In designing a system to achieve through devices with the capacity to settle or separate a comparable removal efficiency,the relationship be- grit,oil,sediment,or other pollutants from stormwater. tween system size and impervious drainage area should According to the U.S.Environmental Protection Agency, be considered,as detailed in Table 1 and the Technology "Hydrodynamic separators are most effective where the Assessment Report. materials to be removed from runoff are heavy particu- lates-which can be settled-or floatables-which can be A Model STC 1200 in Westwood,Massachusetts captured,rather than solids with poor settleability or treats flow from 0.65 acres consisting of a paved truck dissolved pollutants." loading area at a manufacturing facility.The unit was monitored for six storm events in 1997,but only four The field studies evaluated for the STEP assessment events had measurable TSS influent concentrations.Of predate the Stormwater Best Management Practice these four events, the average TSS removal efficiency Demonstration Tier II Protocol(2001),which is appli- was calculated to be 77 percent,which is less than the 80 cable in Massachusetts and other states in the Technoi- percent removal targeted by the manufacturer. ogy Acceptance Reciprocity Partnership (TARP), to ensure quality controlled studies that can be shared Based on these field monitoring results,and when the among participating states. Therefore,interstate reciproc- unit sizing follows the guidance in Table 1,removal ity is not available to the manufacturer,based on perfor- efficiencies between 52 percent and 77 percent may be mance claims that were evaluated by STEP in 1998.If achieved where installations have similar rainfalland land the TARP Protocol requirements are fulfilled in the use characteristics as those reviewed for the STEP future, the manufacturer could pursue reciprocal verifi- • evaluation.It is recommended that additional field re- cation for Stormceptor systems in participating TARP search and new data be evaluated to validate perfor- states.More information on the TARP Protocol is mance ratings higher than those verified by STEP. available on the following Web site:www.dep.state.pa.us/ Specific performance claims for oil and grease were dep/deputate/pollprev/techservices/tarp. not evaluated by STEP. However,total petroleum Applications/Advantages hydrocarbons(TPH)were analyzed during the Sta Westwood study.Results indicated that the unit was mrecptar systems identified in Table 1 should be effective in capturing oils. used in combination with other BMPs to remove 80 percent of the average annual load of TSS (DEP • . - )P'. - Stormwater Policy Standard 4). Systems may be well suited for pretreatment in a mixed component system designed for stormwater recharge. STC 900 a45 a9 a Performance data show that Stormceptor may provide TSS removal rates in the range of 52 percent to 77 STC 18 00 I'� 256 percent when sized according to Table 1.Higher TSS STC2400 -- u, 1.66 ~&35 removal rates were achieved during low flow,low in- STC 3600 tensity storms with less than one third of an inch of 4.6 9.25 runo8: Also,by reducing the impervious drainage area, STC7200 -__ � ;1. _ relative to the system size,the STEP Technology As- sessment Report indicated that higher removal efficien- Table 1: Sizing for TSS removal (adapted cies may be achievable.However STEP recommends from the manufacturer's sizing in the 1998 collection of additional data"representing a varied set STEP Report) Use the table to determine a TSS removal rate. Use the new Rinker method for sizing of operating conditions over a realistic maintenance Stormceptor units. The sizing method has been cycle to verify TSS removal rates greater than 80 per- changed since publication of the STEP Report. cent" Note: To achieve S2% and 77% TSS removal rates on some sites, it may be necessary to use lower 'the Stormceptor system is suitable for new and retro- maximum impervious areas than those in Table 1. fit applications.For retrofit applications,it should not take the place of a catch basin for the systems that averaging$300 to$500.The expected life of a system has havebeen verified.Also,for retrofit applications,it should been estimated to be 50 to 100 years. be installed in lateral lines and not main trunk lines. • The system is particularly well suited in constricted at- eas and where space is limited. -0 It also is suitable for use in areas of high potential pour- STC gOp 0.5 ant loads(DEP Stormwater Policy Standard 5),where it may be used effectively in capturing and containing oil and chemical spills. Web site:www.state.ma.us/dep/ gTt;2800 I brp/stormwtr/stormpub.htm.Considerations/Limitations --$ - ---- ---TC 6000 ---1.5— -- — • Systems are not expected to provide significant nutrient _ STC 7200 '1.25 __ ------- (nitrogen and phosphorus)or fecal coli-fo.•m removal. Table 20 The Storetrcepter clean out is based on 13 # The systems are not recommended for use in critical pe"=t of the sediment storage volume in the areas, such as public drinking water supplies,certified References vernal pools,public swimming beaches,shellfish grow- ing areas,cold water fisheries,and someAreas of Criti- Winkler,E.S.1998."1'echnologyAssessment,Stormceptoc" cal Environmental Concern(ACECs), except as a pre- University of Massachusetts,Amherst,MA. treatment device for BMPs that have been approved STEP Web site: www.STEPSITE.org/ by DEP for use in critical areas. The structural BMPs approved for use in critical areas are described in Stan- Massachusetts Department of Environmental Protection and dard 6 of the Stormwatet Management Policy, Office of Coastal Zone Management. 1997. "Stormwater www.state.ma.us/dep/brp/stormwtr/stormpub.htm- Management Handbooks,Volumes One and Two."Boston, MA. Handbooks Web site: www.statc.ma.us/dcp/brp/ • # There is a limited set of useful data for predicting the storarwtc/stormpubItin. relationship between treatment efficiency and Ieading rates.Removal efficiencies have not been demonstrated United States Environmental Protection Agency. "Storm for all unit sizes. Water Technology Fact Sheet Hydrodynamic Separators." + Further research is needed to determine how much TSS EPA 832-F-99-017. bypasses the treatment chamber during certain,higher Skormceptor Web sites: www.rinkermaterials.comi velocity storm events which recur less frequently, stormceptor + Systems require regular maintenance to rmmmize the TARP Web site: wwwdep.state.pa.us/dep/deputate/ potential for washout of the accumulated sediments. pollprev/techservices/tarp Reliability/Maintenance III dr All BMPs require scheduled,routine maintenance to ensure that they operate as efficiently as possible.Al- though maintenance requirements are site specific,a eneral relationship between cleaning needs and depths of coimcnt has bccn cstablishcd by the manufacturer. Inspection of the Stormceptor interior should be done after major storm events,particularly in the first year of opera- tion.It is recommended that material in the treatment chamber be pumped out by a vacuum truck semiannually, or when the sediment and pollutant loads reach about 15 • percent of the total storage.If the unit is used for spill containment,it should be pumped after the event is contained Typical cleaning costs were estimated by the manufacturer in 1998 to be$250,with disposal costs PIPED DRAINAGE SYSTEM CALCULATIONS ............... ......... ...... -J .................. STORM 604"i6 10 Basediupon R=-ato-n-d-�l....F-or I(N f M .. ....... - .1..... ............ a ....... Z jr PE� R C, =Cn . .......... ....... ... ........ ..... ....... ........_ .ty F�,... .. ..1.fs Wad MANHOLE ... .. MANHOLE to. ... ....... ........ ....... .... ......... . ....... ......... ........... ... .......... ....... 102 ........... ..................... rrl ....... .......... ...... ....... ... 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I AJIL I i............ ........... - ..............- ... ........... ................ ............. ... ................... - * I , . . .. ..... ......... ........ .. . . 2NE211eEW j EASTERN LAND SURVEY ASSOCIATES, INC. dos ' �"t ' — 5Z .=rti, Christopher R. Mello PLS SHEETNO. 3 OF S 104 Lowell Street CALCULATED BV =�U . I—0 PEABODY, MA 01960 h DATE . (978) 531-8121 CHECKED DATE DATE SCALE Inl!w 9R-Pint IvnPit RVioOS LA?OSCOP6b: ?O-fAl. `C! C'ornPU1A'1103. Sm AREpt ...... Ruta• - V`�0.. ............ •I°E x_.9.+ ,cc.* -S .n S L ...° _7'y. ......._ c o 3..... . •So 15 Sx;� -.2Sx.3 -fo i 2 _ + .46x3 14r1 I.8 $ zo Zn _ yg ._....... g 20 .._..... .2k leo 312t4e.g t . 11-)`s...... .L4o.._... , G ¢1- ,3^ . z•Sb _ 47- !4:4 2• 4G 38x.°t -,s�x3 l°1b •8d .44 m 212 ......... O�1 c3....... ' 04 A.-s �......... cj�... ' .... 04.1 • O`rc•� -} •2''L X 3 2IG......_. :_645 _ . 2415 `2+!5x '3 2er1 oU . ......... o 0 8 X.o8 0 tc135 3. Cr] 2l3Sxet + .4 oa 5 RIVERVIEW PLACE - SALEM STORM DRAIN CAPACITIES Sewer Pipes --English Units Civ#Tools fir Mndows (01-28-2008, 11:05:33) Flowrate Diameter Friction Slope Velocity (cfs) (in) (1 (%) (f s) 3.84 12.00 0.011 0.83 4.88 4.21 12.00 0.011 1.00 5.36 10.24 15.00 0.011 1.80 8.35 6.03 12.000 0.011 2.05 7.68 3.90 12.00 0.011 0.86 4.97 5.16 12.00 0.011 1.50 6.57 3.82 15.00 0.011 0.25 3.11 6.01 15.00 0.011 0.62 4.90 2.66 12.00 0.011 0.40 3.39 10.39 18.00 0. 011 0.70 5.88 2.53 12.00 0.011 0.36 3.22 4.83 15.00 0. 011 0. 40 3.93 13.02 18.00 0.011 1.10 7.37 - • DRAINAGE &SEWERAGE-HYDRAULIC COMPUTATIONS-5 a- Cross- sectional For pi s Fu// — = area of wa}erwny — or half- full pa welted perimeter � R R P =Hydraulic radius. SECTION OF ANY OPEN CNANPIEL SECTION OF CIRCULAR PIPE V=Average or mean velocity in feel per second. Q = a V-Dischorye of pipe or channel in cubic feet per second (c. J'.a j. . n = Coefficient of roughness ofpipe or channel surface , see Table A-Pg.18-68. S =Slope of Hydraulic Gradient (wo%rsurfbce in open chonne/s or pipes not under pressure, same as s10,ve of chonnel or pipe invert only when 0/ow is uniform in constant section. FIG. A- HYDRAULIC ELEMENTS OF CHANNEL SECT IONS. loo 90 80 0 Z 70ku W a 60 v 3 so O J IL 40 LL actio 0 a0 H fa inti O' 20 w o to 0 O 10 20 30 40 50 Go 70 80 90 100 Ito 120 HYDRAULIC ELEMENTS PER CENT OF VALUE FOR FULL SECTION (APPROXIMATE) EXAMPLE: Given : Disehorge =/2 c.fs. through o pipe which hos coporrify flowing fu// of l5 C.f.S. o/ a veto c//y of 7.0 f>E per sec. 9aralleW to/7i d' V for Q a /2 c.f.s. Percenfoge of fu/l ehchoryls - 8076 . Enter chart of 60% of value r fu//seelion of Hydro&/ic E/emen/s, limo' V-//Z.5%x7-7.9 ft per sec. FIG.B-VALUES OF HYDRAULIC ELEMENTS OF CIRCULAR SECTION FOR VARIOUS DEPTHS OF PLOW. S or- S - OPERATIONS AND MAINTENANCE PLAN OPERATION AND MAINTENANCE PLAN • PROPOSED STORMWATER MANAGEMENT FACILITIES RIVERVIEW PLACE SALEM, MASSACHUSETTS JANUARY 2008 The following Operations and Maintenance Plan ("O&M")has been prepared to ensure that proposed systems function as designed. The O & M plan includes a maintenance schedule to ensure that structural and non-structural components are implemented properly and identifies the responsible parties. A brief summary of the specific BMP's to be implemented at the site are as follows: Non-Structural Methods Site Layout Any maintained vegetated buffers disturbed during other site construction activities will • be stabilized upon completion of project activities. Source Control A comprehensive source control program will be implemented at the site which includes regular pavement sweeping (at least four times per year), catch basin cleaning, and Stormceptor cleaning. Spill Prevention A spill prevention plan that includes an emergency notification plan and cleanup program will be developed as part of the National Pollution Discharge Elimination System (NPDES) Construction General Permit. At a minimum the following good housekeeping practices will be followed on-site during construction: 1. An effort will be made to store only enough product required to do the job. 2. All materials stored on-site will be kept in a neat, orderly manner in their appropriate containers and, if possible, under a roof or other enclosure. • • Structural Methods A. Deep Sump Catch Basins 1. During Construction a. Protect catch basins grates with hay bales, check dams until base paving course is installed and landscaped areas are stabilized and/or vegetated. b. Inspect basins monthly or following rainstorms of greater than one inch in 24 hours and clean when sediment levels are greater than twelve inches. 2. Long Term a. Inspect basins monthly and clean as necessary, but at least twice annually. B. Stormceptor Unit I. Maintain in accordance with Manufacturer's recommendations (copy • follows). The Stormceptor Unit shall be inspected at least four times annually and after any spill event. The unit shall be maintained annually and immediately following any spill event. C. Snow Removal Snow removal and/or storage shall be conducted in accordance with the Massachusetts DEP, Resource Protection Snow Disposal Guidance, effective March 1, 2001. Snow shall not be stockpiled on the walkway adjacent to the North River nor on top of catch basins and shall not be dumped or pushed into the river. Snow stockpile areas shall be designated prior to snowfall (but not later than December I") with orange plastic temporary fencing. Snow stockpile areas shall be cleaned of any debris not later than May 15''. If snow exceeds the on-site storage capacity, it shall be removed to an approved off-site stockpile location. D. Erosion Control Procedures 1. Staked hay bales, silt fence, temporary diversion swales and sediment • basins shall be installed in accordance with this plan or as otherwise directed by the project engineer or the Conservation Commission prior to • commencement of construction activities. 20 additional hay bales and 100 ft. of silt fence shall be kept on site for repairs or other erosion control needs. The contractor shall inspect erosion control facilities weekly and after every rainfall event to confirm that same are properly functioning. Any deficiencies in the erosion control facilities shall be corrected immediately. 2. All soil stockpiles shall be protected against erosion utilizing erosion control barriers and/or crushed stone filter dikes. 3. Catch basins shall be protected with filters, as shown on the plan, until no sediment transport is visible during rainfall events. Filters shall be inspected weekly and maintained as necessary. 4. Temporary erosion control measures to be taken during construction shall conform with the "Massachusetts Erosion and Sediment Control Guidelines, Urban and Suburban Areas" dated March 1997, and may include some or all of the following measures: • Temporary seeding • Temporary mulching(straw) • Permanent seeding • • Hydroseeding • Sodding • Placement of hay or jute netting during winter months 5. Debris and/or litter shall be removed from the site on a weekly basis. 6. If dust is generated during construction, it shall be controlled by use of water trucks, sprinkling or temporary stabilization methods. 7. At the completion of the project, all disturbed areas shall be permanently stabilized with loam and seed or other ground cover. All stormwater BMP's shall be inspected and cleaned as necessary. Paved areas shall be swept. The party responsible for Operation and Maintenance of the Stormwater Management Facilities is: Riverview Place LLC c/o Michael O'Brien 6 Cider Mill Road Peabody, MA. 01960 Tel: 978-979-4072 Or its heirs and assigns. Stormceptoro Inspection and Maintenance. Easy. Convenient. When it rains, oils, sediment and other contaminants are captured and contained by over 20,000 Stormceptor units operating v worldwide. While Stormceptor's patented scour prevention technology ensures captured pollutants remain in the unit during all rainfall events, the accumulated pollutants must eventually be removed as part of a regular maintenance program. If neglected, oil and sediment gradually build up and diminish any BMP's efficiency, harming the environment and leaving owners and operators vulnerable to fines, surcharges and bad publicity. Maintenance is a must Ease, frequency and cost of maintenance are often overlooked by specifiers when considering the merits of a stormwater treatment • system. In reality, maintenance is fundamental to the long-term "µ performance of any stormwater quality treatment device. 4 4 y While regular maintenance is crucial, it shouldn't be complicated. An ongoing maintenance program with Stormceptor is convenient and practically effortless. With virtually no disruptions, you can concentrate on your core business. Quick inspections Inspections are easily carried out above ground from any standard surface access cover through a visual inspection of the orifice and drop tee components. A sludge judge and oil dip-stick are all that are needed for sediment and oil depth measurements. Easy unit access Maintenance is typically conducted from the same surface access cover, eliminating the need for confined space entry into the unit. Your site remains undisturbed, saving you time and money. 'mbrium No muss, no fuss and fast Maintenance is performed quickly and inexpensively with a standard vacuum truck. Servicing usually takes less than two hours, with no disruption to your site. A complete stormwater management plan for Stormceptor extends beyond installation and performance to regular maintenance. It's the smart, cost-effective way to ensure your unit continues to remove more pollutants than any other separator for decades to come. Stormceptor maintenance recommendations • Units should be inspected post-construction, prior to being put into service. • Inspect every six months for the first year of operation to determine the oil and sediment accumulation rate. • In subsequent years, inspections can be based on first-year observations or local requirements. • Cleaning is required once the sediment depth reaches 15% of storage capacity, (generally taking one year or longer). Local regulations for maintenance frequency may vary. • Inspect the unit immediately after an oil, fuel or chemical spill. • A licensed waste management company should remove captured petroleum waste products from any oil, chemical or fuel spills and dispose responsibly. With over 20,000 units operating worldwide, Stormceptor performs and protects every day, In every storm. imbrium v4grq;wwwY � ms� gi. � aF4' ;41YSAr�,t "r.R,79s882�..p ,.t'' CANAf>A • Table 2. Stormce for Capacities Model Model Sediment Oil Total Holding (Metric) (US) Capacity Capacity Capacity L(US gal) L (US gal) L S gal 300 450 1275 335 325 85 1775 470 750 900 2460 565 915 280 4325 950 1000 1200 3260 845 915 280 5125 1230 1500 1800 5660 1445 915 280 7525 1830) 2060 2460 6150 1345 2945 880 10925 2495 3000 3600 10415 2600 2945 880 15195 3750 4000 4800 14060 3475 3490 1625 20180 5020 5000 6000 18510 4550 3490 1025 24635 6095 6000 7200 23445 5425) 4150 1100 31210 (7415 Ident iication Even if you do not have plans of your storm drain system you will be able to easily identify where the Wine Stormceptor unit(s) (spool or disc insert) are since the name STORMCEPTOR is clearly embossed on the cover. You will be able to determine the location of"itild' Stormceptar units with hor zontal catch basin inlets by looking down the grate since the insert will be visible. The name Stormceptor is not • embossed on the inlet models due to the variability of inlet grates used/approved across North America. Once you have found the unit, you may still be uncertain which model number it is. Comparing the ,measured depth from the water level (bottom of. ngert)to the bottom of the tank with Table l ehould help determine the size of the unit. Starling in 1996, a metal serial number tag has been affixed to the inside of the unit. The serial number has the model number written on it If the unit does not have a serial number, or if there is any uncertainty regarding the size Of the intei beptor using depth measuiemenYs,please contact Stormceptor at 1 800 565- 4801 and we will help you determine the size of a particular unit What is the Maintenance Procedure? Maintenance of Stormceptor is performed using vacuum trucks. No entry into the unit is required for maintenance of the spool insert, inlet insert or the smaller disc inserts. Entry to the level of the disc insert may be required for servicing the larger disc insert models. DO NOT ENTER THE STORMCEPTOR CHAMBER unless you have the proper equipment, have been trained and are qualified to enter a confined spare, as identified by local Occupational Safety and Health Regulations(e.g Canada Occupational Safety and Health Regulations — SOR/86-304). Without the proper equipment and training, entry into confined spaces can result in serious bodily hams and potentially death. Consult local, provincial, and/or state regulations to determine the requirements for confined space entry. Be aware that the insert may be slippery. In addition, be aware that some units do not have a safety grate to cover the outlet riser pipe that leads to the submerged,lower treatment chamber. • Stormeeptor • The Vacuum Service Industry is a well-established sector of the service industry that cleans underground tanks, sewers and catch basins. Costs to clean a Stormceptor® will vary based on the size of unit and transportation distances. The depth of oil in the interceptor can be determined by inserting a dipstick tube in the 150 mm (6") oil inspection/cleanout pipe ("disc"design), or in the 914 mm(36")central access way("spool" design), or in the 100 mm(4")cleanout pipe ("inlet"design). Similarly, the depth of sediment can be measured from the surface without entry into the Stormceptor via a dipstick tube equipped with a ball valve (Sludge Judge). This tube would be inserted in the central open... -- - ... opening j''spool' design) or m the 61D mm j24") opening j"dish" design), or m the 100 mm (4") cleanout pipe ("inlet" design). Maintenance should be performed once the sediment depth exceeds the guideline values provides in Table 3. For the "spool" design Stormceptor maintenance is performed through the large central 914 mm (36") diameter opening for both the oil and the sediment In the "disc" design, oil is removed through the 150 mm (6") oil inspection/cleanout pipe and sediment is removed through the 610 mm (24") diameter outlet riser pipe. Alternatively, oil could be removed from the 610 mm (24") opening if water is removed from the lower chamber to lower the oil level to the level of the drop pipes. For the "inlet"design,maintenance is performed through the 305mm (12')inlet drop pipe for the sediment, and oil can be removed from the 100 mm(4")oil/inspection cleanout pipe. • We recommend the following procedure to clean out the Stormceptor: 1. Check f5f oil(using a dipstick tube) 2. Removeil a�o separately using a small portable pump 3. Decant the water from the unit to the sanitary sewer using a portable pump (prior approval is required from the sewer authority/municipality) 4. Remove the sludge firom the bottom of the unit using a vacuum truck 5. Re-fill the Stormceptor with water where required by the local jurisdiction How Often is Maintenance Required? Generally, annual maintenance is recommended but the required maintenance frequency will vary with the amount of pollution on your site (number of hydrocarbon spills, amount of sediment, etc.). It is recommended that the frequency of maintenance be increased or reduced based on local conditions. If the sediment load is high,maintenance may be required semi-annually. Conversely once the site has stabilized, maintenance may be required less frequently. Maintenance should be performed immediately after an oil spill or once the sediment depth in Stormceptor reaches the value specified in Table 3 based on the unit size. In the "disc" design and "inlet" design, any potential obstructions at the inlet can be observed from the surface. The "disc" insert has been designed as a platform to facilitate maintenance of the Stormceptor • and the storm drain system. I Stormceptor Table 3. Sediment Depths Indicatin Required Maintenance Model Model Sediment Depth (Metric) US mm in 300 450 200 8 750 900 200 8 1000 1200 250 10 1500 1800 375 15 2000 2400 300 12 3000 3600 425 (1 4000 4800 375 15 5000 6000 450 18 6000. 7200 375 15 What Should I do in the Event of an Oil Spill? Stormceptor is often implemented in areas where the potential for spills is great. Stormceptor should be cleaned immediately after a spill occurs by a licensed liquid waste hauler. You should also notify the appropriate regulatory agencies as required in the event of a spill. • Disposal of the Trapped Material Removed from Stormceptor The requirements for the disposal of material from Stormceptor are similar to that of any other Best Management Practices (BMP). Local guidelines should be consulted prior to disposal of the separator contents. In most areas the sediment, once dewatercd, can be disposed of in a sanitary landfill. It is not anticipated that the sediment would be classified as hazardous waste. In some areas, mixing the water with the sediment will create a slurry that can be discharged into a bunk sanitary sewer. In all disposal options, approval from the dsposal facility operator/agency is required. Petroleum waste products collected in Stormceptor(oil/chemical/fuel spills)should be removed by a licensed waste management company. What if I see an oil rainbow or sheen at the Stormceptor outlet? With a steady influx of water with high concentrations of oil, a sheen may be noticeable at the Stormceptor outlet. This may occur because a rainbow or sheen can be seen at very small oil concentrations(< 10 ppm). Stormceptor will remove over 95%of all free oil and the appearance of a sheen at the outlet with high influent oil concentrations does not mean that the unit is not working to this level of removal. In addition,if the influent oil is emulsified, the Stormceptor will not be able to remove it. The Storniceptor is designed for free oil removal and not emulsified or dissolved oil conditions. Stormceptor LJl;,5�150� Ll��l:.3 L"J��©0� ��OQUt:.9150�a ��1Q0 Professional Land Surveyors& Civil Engineers ESSEX SURVEY SERVICE 1958- 1986 OSBORN PALMER 1911 - 1970 BRADFORD&WEED 1885 - 1972 ENVIRONMENTAL IMPACT STATEMENT FOR RIVERVIEW PLACE MASON STREET AND FLINT STREET SALEM, MASS. JANUARY 2008 REVISED: NOVEMBER 2008 104 LOWELL STREET PEABODY, MASS. 01960 TELEPHONE: 978-531-8121 FAX: 978-531-5920 NATURAL ENVIRONMENT • Air The major potential source of dust will be during the building demolition phase and during construction of site utilities, parking, driveways and landscaped areas. Wetting with water will be the primary method used to control dust generation. The site is located immediately adjacent to existing residences and open space areas. (Mack Park and Leslie's Retreat Park). Prevailing winds are from the southwest into the northeast. No incineration is proposed for Riverview Place. Land The site of Riverview Place consists of 4.3 acres of industrially developed land. It is bounded on the west, in part, by Flint Street and, in part, by private residences along Flint Street,to the north by private residences and Mason St., to the east by an industrial site owned by Mason Realty Trust and to the south by the North River and land of the Commonwealth of Massachusetts. Existing elevations range from 5 feet above mean sea level at the North River to 26 feet at Mason Street. A major portion of the site is occupied by the so-called Salem Suede building and the Bonfanti building on Mason Street. Based upon test borings done in 2005 in connection with a Phase One Environmental Assessment, the lower portion of the site (from the rear of the Bonfanti building to the North River) appears to be filled land over fine sands and silts occurring at a depth of 8-10 feet from existing grade. Groundwater appears to follow the silt/clay strata at depths of four to six feet below existing grade. No percolation tests were taken on site since wastewater will be discharged to the City of Salem municipal collection system. Virtually all of the property will be affected by the proposed development. Coverages as currently exist and as are proposed are summarized in Table 1. Existing and proposed grading patterns are shown on Sheets 5 and 6 of the Site Development Permit Plans. The only wet area adjacent to the project is the North River, which is tidal in the vicinity of the site. Alterations within the two hundred foot wide Riverfront Zone will be the subject of a Notice of Intent to be filed with the Salem Conservation Commission. Those portions of the site below Elevation 10.3 are within the FEMA 100 year flood zone associated with the North River. Regrading of the site will be done in such a manner as to not diminish flood storage characteristics. The proposed buildings will be constructed above the base flood level. • TABLE 1 • Site Coverage Characteristics Cover Type Existing Proposed Buildings 78,900 SF 71,380 SF Driveways & Industrial Yard Area 82,100 SF 47,300 SF Landscaped 26,165 SF .55,920 SF Walks -0- 12,565 SF Total: 187,165 SF 187,165 SF The relationship of the site to various community facilities is summarized in the following table: MBTA Station, Bridge Street 0.6 miles Downtown Salem 0.75 miles Shopping Facilities on Highland Avenue 1.9 miles • Bates School 1.0 miles Collins Middle School 0.75 miles Salem High School 1.4 miles Leslie's Retreat Park 0.1 miles Mack Park 0.1 miles Water and Wetlands The southerly boundary of Riverview Place is the North River. The particular reach is tidal and flows easterly, under North Street, to the Danvers River, and ultimately, Beverly Harbor. The North River is not a public or private water supply, nor is groundwater within the project area a source of public or private water supply. Erosion control on site will be practiced in accordance with the program outlined on Sheet 8 of the Site Plans and details shown on Sheets 4 and 5 of the plan. In general, a primary erosion control barrier will be located between the work area and the bank of the river. Secondary barriers will be maintained on site at the downhill side of excavations, around soil stockpiles and around new catch basins, once installed. Silt barriers will consist of staked haybales, backed with filter fabric and/or silt socks. If a temporary sediment basin is needed, its location will be determined in the field. Building demolition adjacent to the River will be a special consideration for the • developer. Conversations with a demolition contractor are being held to determine the general procedures which would be available to prevent the introduction of demolition waste into the river. The results of that investigation will be filed under separate cover. Those portions of the site existing below Elevation 10.3 are subject to flooding in a 100 year storm (as influenced by the North River). Computations are provided which demonstrate that no loss in flood storage will occur as a result of proposed redevelopment activities. Site drainage will be accomplished by collection of surface runoff into a series of piped catch basins and manholes. Outflow from that system will be directed through an appropriately designed proprietary water quality treatment device (Stonnceptor) before discharge into the North River. Since the river is subject to coastal storm flowage, altered runoff rates need not be attenuated to be compliant with DEP Stormwater Management Policy (Standard 2). Computations of pre and post development runoff rates are found in the Stormwater Management Plan and summarized as follows: Storm Recurrence Peak Runoff Rate (cfs) Interval Predevelopment Postdevelopment 2 year 10.99 10.71 • 10 year 16.91 16.66 100 year 26.24 26.05 The slight decrease in runoff rates is attributed to improved surface characteristics (i.e. landscaping). Soils infiltration is proposed. Bioretention cell locations will be confirmed following building demolition. It is expected that construction and maintenance of a complete stormwater management system in compliance with the maximum feasible DEP Stormwater Management Policy will improve runoff discharge significantly over existing conditions, thus incrementally improving the water quality of the North River. Enerey Increased electric and gas energy will be required for Riverview Place. Natural gas will be brought into the site as to be designed by Keyspan and will be used for heating, cooling and clothes drying appliances. Electric energy will be brought into the site as to be designed by National Grid and distributed to a transformer for each building. That system will be installed in underground conduit. Noise • Ambient daytime noise levels will increase during demolition of existing buildings, site preparation and construction. Working days and hours will be limited to those specified within the ordinances of the City of Salem. In the long term, the residential proposal would result in slight increases in noise due to increased automobile activity to and from the site and mechanical equipment serving the building. Local Flora and Fauna Due to the urban nature of the site and surrounding areas, wildlife is limited to small mammals and songbirds. Those species utilizing the site as habitat or cover will be displaced during construction but will tend to return following site construction activities. There are sparse areas of existing vegetation on site, especially along its eastern boundary. New landscape areas on site in the proposed condition will occupy some 55,920 square feet or 29.88 percent of the site. Details of proposed landscaping are shown on a plan by Huntress Associates. No known endangered specie habitats are indicated within the project area on the October 1, 2006 Massachusetts Natural Heritage Atlas. • A slight improvement in water quality in the North River is expected as a result of a DEP compliant stormwater management system. • MAN-MADE ENVIRONMENT Land Use The project conforms with the growth plans for the area and the City in general as evidenced by its allowed use within the North River Canal Corridor District and the action of the Salem Zoning Board of Appeals as to allowance of increased density. Land uses to the west and north of the site are residential. Land use to the east is industrial. To the south is located the North River and Leslie's Retreat Park. No public or common recreation areas exist within the site of Riverview Place. An exercise room and meeting room are planned within the building on Mason Street to which residents of Riverview Place would have access. A walkway is proposed on the south side of the property along the North River as a potential future link leading east and west along the north boundary of the river. An easement along that same boundary is provided to allow for the future extension of Commercial Street. Densi Riverview Place is proposed to consist of three multi-family buildings, each of which will contain a mix of one and two bedroom units as well as parking on the basement level. • The building on Mason Street will also contain 5,000 square feet of commercial space on the first floor level. The floor areas of the one bedroom units will vary from 760 to 900 square feet. Two bedroom units are planned to have floor areas of 1,040 to 1,280 square feet. Table A describes the characteristics of the proposed buildings and Table B describes the proposed coverages of the site. TABLE A Proposed Building Characteristics Building 1 Bedrm. 2 Bedrm. Garage No. of Designation Units Units Spaces Stories 24 Unit 9 15 -0- 3 42 Unit 22 20 20 3 to 4 64 Unit 19 45 192 3 to 4 TABLE B . Site Coverages Buildings Parking/ Walks Landscaped Open Driveways Space Area Percent Area Percent Area Percent Area Percent (SF) (SF) (SF) (SF) 71,380 38.14 47,300 25.27 12,565 6.71 55,920 29.88 * Total Site Area is 187,165 SF (4.3 Acres) Zoning The existing zoning designation of the site is North River Canal Corridor. Properties to the west on Flint Street are zoned Industrial but residentially used as are properties to the north on Mason Street. Land to the east of the site is zoned NRCC and used industrially. Property to the south between the site and Bridge Street is zoned Business Park Development and utilized as open space (Leslie's Retreat Park). Architecture The site and proposed buildings are to be terraced in order that it might flow with the • existing topography of the site which ranges from Elevation 26 at Mason Street to Elevation 9 along the top of the North River bank. Site terracing will be accomplished in part by sloping and in part by retaining walls. New landscaping will be installed throughout the property. The 24 unit Mason Street building will be 3 stories or 39 feet above average finished grade. The 42 and 64 unit buildings will have both three and four story elements ranging from 39 to 49 feet above finish grade. Those heights are similar to the existing Salem Suede Building. General visual impacts from Riverview Place are summarized as follows: • Setbacks from buildings to the North River will increase from a present distance of ten feet to distances of 50 or more feet; thus improving views within the river corridor. • Views into the site will be improved by that increased setback. • The Mason Street portion of the site will improve aesthetically by the removal of the existing industrial and residential buildings and construction of a new residential building having a landscaped setback of 7 to 9 feet. Common areas will be provided at the elevator lobby in each building. A commercial • area will be provided in the Mason Street(24 unit) building. Laundry facilities will be provided in each unit. Trash facilities will be provided at a central location in each building. Trash storage will be in closed fenced dumpsters located to the north of the 64 unit building. Removal will be by a private rubbish contractor. Historic Buildings Historic Sites and Archeological Sites There are no known historic buildings or sites on or immediately adjacent to the site as indicated by the National Register Historical Districts and Landmarks Map and the City of Salem Local Historic District Map. • • PUBLIC FACILITIES • Water Supply, Flow, Pressure and Distribution The source of water for Riverview Place is to be from the City of Salem municipal supply. Consumptive demand for the 130 units is projected to be 24,000 gallons per day. The building is to be Class 5A or 2C construction and sprinkled. Fire fighting requirements are estimated to be 1,000-1,250 gallons per minute. The site is to be served by a newly constructed eight inch diameter cement lined ductile iron water main which will connect to the City system on Flint Street(8 inch)and Mason Street (12 inch). Two new hydrants will be built on site,the locations of which are to be approved by Salem Fire Department. Separate potable water and sprinkler connections will be provided for each building. Sanitary Sewerage Connection and Collection Facilities Riverview Place is expected to generate an average daily flow of 24,000 gallons per day of domestic wastewater. That wastewater will be collected into a new system of eight inch diameter polyvinyl chloride gravity sewers leading from the Mason Street building to an existing sewer manhole on the south side of the Flint Street entrance to the property. Wastewater then discharges into the SESD interceptor which runs parallel to the railroad. • All existing sewer connections to the site will be cut off and capped at the property line in accordance with the requirements of the Salem Department of Public Works. Storm Drainage Facilities Site drainage will be accomplished by collection of surface runoff into a series of piped catch basins and manholes. Outflow from that system will be directed through an appropriately designed proprietary water quality treatment device before discharge into the North River. All catch basins will be constructed with four foot deep sumps and hooded outlets. The system will be maintained by the Owners of Riverview Place in accordance with the requirements of the Operations and Maintenance Plan included with the Stormwater Management Plan. Refuse Disposal It is expected that each building will have a centralized point of trash collection. The trash will be stored in on-site dumpsters to be located to the north of the 64 unit building II for pickup by a private contractor. The project is expected to generate 150-200 tons of domestic refuse annually. Traffic Facilities • The site may be entered or exited from both Flint Street and Mason Street. A total of 309 parking spaces are proposed for the 130 units. 216 spaces will be located in garages in the buildings and 93 spaces outside of the building. The Developer has committed to reserve 12 spaces on the Flint Street side of the project for use by neighborhood residents. A complete traffic study has been prepared by Earthtech and will be subjected to a peer review. Electric Power The anticipated electric demand for Riverview Place will be 100,000 KWH per month. The source of that power will be National Grid. On site electrical facilities will be built underground. Proposed transformer locations are depicted on Sheets 4 and 5 of the plan. Gas Riverview Place will utilize natural gas for heating, cooking and clothes drying. The anticipated demand will be 90,000 therms per year. The source of natural gas will be Keyspan from existing mains on Flint and/or Mason Streets. • COMMUNITY SERVICES • Schools Two similar projects have been examined as to the number of school-aged children living in each. A similar project in Danvers,Massachusetts has a total of 240 units within which live 12 school-aged children. Jefferson Crossing on Bridge Street in Salem, Mass. has a total of 290 units within which live 14 school-aged children. 'Based on an average of.05 school-aged children per unit, it is expected that some 7-10 children would be added to the public school system, assuming all residents were new to the City. The relationship of the project to neighborhood schools is as follows: Bates Elementary School 1.0 miles Collins Middle School 0.75 miles Salem High School 1.4 miles Recreation No recreation areas exist within the property within which Riverview Place is to be built. A six foot wide walkway is to be built south of the parking lot and will be available to become part of a walking link on the north bank of the river. • Police The total population of Riverview Place is estimated to be 250 to 300 persons. If each unit generated 1.5 automobiles, approximately 200 cars would be present on the site. Fire Three buildings are proposed to be constructed on the site of Riverview Place. The buildings will be of three and, in part, four story construction. The proposed construction will be Class 5A or 2C (as defined in the Massachusetts Building Code). Buildings will be fully sprinkled. The source of water will be City of Salem municipal supply. A new eight inch water main will be constructed from Flint Street to Mason Street and at least two fire hydrants located in the site. Available fire flow volumes will be discussed with the City or determined by flow testing if no record data is available. Public Works No public roadway will be constructed within Riverview Place. Maintenance and snow removal will be done privately. New water and sewer connections will be built from existing facilities into the site. Existing connections will be cut and capped in accordance • with the requirements of the Salem Department of Public Works. On site sewer, water and storm drainage facilities will be privately maintained. • HUMAN CONSIDERATIONS • Aesthetics and Visual Impact The site is currently occupied by industrial buildings together with open storage. Buildings are at or near the end of their useful life. The following changes in present character of the neighborhood are anticipated: • Setbacks from buildings to the North River will increase from a present distance of ten feet to distances of 50 or more feet. • Views into the site will be improved by that increased setback. • The Mason Street portion of the site will improve aesthetically by the removal of the existing industrial and residential buildings and construction of a new residential building having a landscaped setback of 7 to 9 feet. Parks. Forests and Recreational Areas Views from Mack Park and Leslie's Retreat Park will improve significantly. No other direct impacts on either of the parks are expected. No existing park, forest or open space areas will be removed from public use. A link to a future river watk on the north side of • the river will be constructed by the Developer which would be intended to become available for public use. Public Health Long term public health characteristics are expected to improve incrementally as a result of: • Removal of industrial building and processing materials and supplies stored therein; • Removal of yard storage materials; • Removal of harborages for insects and rodents; • Improved quality of stormwater discharges into the North River. A licensed pest control contractor shall be retained to apply needed pesticides and rodenticides prior to commencement of building demolition. That contractor will also monitor the site during building demolition and take such actions as may be necessary. Dust generated during demolition and site work shall be controlled by wetting and • minimizations of exposure times for unstabilized areas. S-�aC'MW�te-r Moate Re�o� �,vzrypace- - Zol4 f i i Project file: SALE-0024 WILLIAMS & SPARAGES MGINE S I MNNEM SUAMOU November 3,2014 Salem Planning Board Att: Dana Menon 93 Washington Street Salem, MA 01970 RE: Riverview Place, Salem, MA Stormwater Management permit Dear Dana, As suggested,please consider this letter an application for a Stormwater Management Permit pursuant to Chapter 37 of the City of Salem Code of ordinances. We are attaching the stormwater management report for the Riverview Place mixed use project for your use and review. Please note that the report has also been submitted to the Salem Conservation Commission as part of the Notice of Intent filing. The report's contents support compliance with Salem's Stormwater Management Ordinance as well as the Massachusetts Stormwater Management Policy and associated regulations. The report provides specific detailed information regarding all necessary compliance with the policy,which is referenced as the standard in Chapter 37 . It is my understanding that this letter will allow the planning board to issue a Stormwater Management permit as part of the ongoing permit modification process. Please feel free to let me know if you require further information or if you have any questions regarding this submittal. Uery Truly ur Richard L. Williams, P.E. Principal 189 North Main Street, Suite 101 • Middleton, MA 01949 • Tel: (978) 539-8088 • www.wsengineers.com SUSAN ST. PIERRE I CONSULTING SERVICES December 31,2014 Mr. Ben Lynch Program Chief DEP Waterways Program One Winter Street, 6`"floor Boston, MA 02108 Re: License Application for Nonwater-dependent Mixed Use Project Riverview Place,Salem,MA Dear Mr. Lynch, Enclosed please find a Waterways License Application submitted on behalf of Riverview Place LLC, for the above referenced Riverview Place Project located in Salem, MA. The proposed Project is a mixed use development located on a former industrially developed 4.3 acre site along the North River. The site has been disturbed through previous leather manufacturing uses and more recently, building demolition and environmental site remediation activities. Approximately 2.3 acres of the site is comprised of private filled tidelands. The Project proposes to construct three new buildings on the site, two of which will be entirely residential and one of which will be primarily residential with commercial uses on the ground floor. The Project will introduce public access to the site in the form of walkways to and along the North River Canal and a view corridor with pedestrian access through the site north to Mack Park and south to the North River Canal and Leslie's Retreat Park. Attachment 1, Project Description provides additional details on the project development and compliance with the Chapter 91 regulations. Sheets 1 through 3 in Attachment 2 include an Existing Conditions Plan, a Proposed Site Plan and a Section View. The Project is supported by the City of Salem and conforms to the North River Canal Master Plan and local zoning. The Project has been approved by the Planning Board and the Zoning Board of the City of Salem. A Notice of Intent was filed with the Salem Conservation Commission (DEP File No. 064-0579) and is currently under review. An Expanded Environmental Notification Form for the Project was submitted to the MEPA Office on November 28, 2014. A Notice of Intent was filed with the Salem Conservation Commission (DEP File No.064-0579) and is currently under review. 74 Bay View Avenue I Salem,MA 01970 I Tel. 781.439.2461 1 sst.pierre@comcast.net SUSAN ST. PIERRE I CONSULTING SERVICES The applicant is seeking an extended term license pursuant to 310 CMR 9.15. This request is made for several reasons: • The proposed lender considers a 30 year license term for a project of this size to be risk factor that would result in a higher interest rate imposed on the project financing (see attached letter from the proposed lender, Salem Savings Bank) and would negatively affect the value of the property (see attached letter from the real estate appraisal firm, Patriot Properties). • The Project is required to set aside 13 units of affordable housing for a 99 year term under conditions imposed through local permits. • The Project Buildings are being constructed of quality materials and will and have an estimated lifespan of 70-75 years. • The Project includes public access facilities that will have long term public impact. I appreciate your review and input on this application. If you have any questions, please feel free to contact me at any time at(781)439-2461. Susan St. Pierre,AICP President CC: M. O'Brien 74 Bay View Avenue I Salem,MA 01970 I Tel. 781.439.2461 1 sst.pierre@comcast.net SalemFie December 8, 2014 Landers Symes, President Steven Feinstein, Director of Finance Symes Associates,Inc. 50 Dodge Street Beverly, MA Re:Salem Riverview Place Dear Landers and Steve, Regarding your preliminary inquiry regarding financing for the 130 unit apartment project in Salem,the length of the Chapter 91 license would certainly be considered a-risk factor in the-Bank's-evaluation of the project.As such,a thirty year license would be considered to have a.higher risk than a 99 year license.The end result would be that any approval granted by the Bank would have a higher interest rate if the license is only thirty years. Hopefully this answers your question regarding this particular issue.Any formal proposal or commitment by the Bank is subject to the Bank's formal review and underwriting of all the financial aspects of the project. Please feel free to contact me directly with any questions or comments that you may have regarding this matter. Sincerely, Cli Boggis Senior Vice President 210 Essex Street,Salem,NSA 01970 •salemfive.com Telephone 800.860.6000 and 978.746.6555 - 12 pp I qt Patriot Properties, Inc. 123 Pleasant Street,Marblehead, MA 01945 Phone 781386-9670/Fax 781586-9667 E-Mail Chuckh(Wah-tiotproperties.com December 23, 2014 Landers Symes, President Steven Feinstein, Director of Finance Symes Associates, Inc. 50 Dodge Street Beverly, MA 01915 RE: Salem Riverview Place, Salem,MA Dear Mr. Symes: At your request, I have analyzed the risk of a 99-year lease compared to a 30-year lease for a Chapter 91 license. There is substantially less risk in a 99-year lease compared to a 30-year lease due to various factors. These include the slight risk that a 30-year license may not be renewed when it expires or that additional requirements will be required at the time of renewal for a 30- year lease. In addition, any appraisal of a property with a 99-year Chapter 91 license would have a higher value compared to a property with a 30-year Chapter 91 license. Respectfully submitted, Patriot Properties, Inc. Charles R. Haven, MAI, SRA MA Certified General#1252—Expires March 23, 2016 NH Certified General #768—Expires March 30, 2016 Enter your transmittal number -0 x263995 Transmittal Number Your unique Transmittal Number can be accessed online: htto://mass.gov/deo/service/online/trasmfrm.shtml Massachusetts Department of Environmental Protection Transmittal Form for Permit Application and Payment Lll� 1. Please type or A. Permit Information print.A separate Transmural Form BRP WW1 5c Nonwater-dependent must be completed 1.Permit Code:7 or 8 character code from permit instructions 2.Name of Permit Category for each permit application. Redevelopment of former industrially developed site. Proposed development includes three buildings containing 130 residential units, approximatley 5,000 square feet of commercial use. 2. Make your check payable to B. Applicant Information - Firm or Individual the Commonwealth of Massachusetts Riverview Place, LLC and mail it with a 1.Name of Firm-Or,if party needing this approval is an individual enter name below: copy of this form to: DEP,P.O.Box 4062,Boston,MA 2.Last Name of Individual 3.First Name of Individual 4.MI 02211. 5 Broadmoor Lane 5.Street Address 3. Three copies of Peabody MA 01960 (978) 531-3179 needed. this form will be 6.CityfTown 7.State 8.Zip Code 9.Telephone# 10.Ext.# Michael O'Brien Copy 1 -the 11.Contact Person 12.e-mail address(optional) original must accompany your permit application. C. Facility, Site or Individual Requiring Approval Copy z must accompany your Riverview Place fee payment. 1. Name of Facility,Site Or Individual Copy 3 should be 72 Flint Street and 67 &71 Mason Street retained for your 2.Street Address records Salem MA 01970 (978) 531-3179 4. Both fee-paying 3.City/Town 4.State 5.Zip Code 6.Telephone# 7.Ext.# and exempt applicants must 8.DEP Facility Number(if Known) 9.Federal I.D.Number(rf Known) 10.BWSC Tracking#(if Known) mail a copy of this transmural form to. D. Application Prepared by (if different from Section B)* .O.BOP Px 4062 Susan St. Pierre Consulting Services P.O.Bo Boston,MA 1. Name of Firm Or Individual 02211 74 Bay View Avenue 2.Address Salem MA 01970 (781)439-2461 `Note: For BWSC Permits, 3.CityfTown 4.State 5.Zip Code 6.Telephone# 7.Ext.# enter the LSP. Susan St. Pierre 8.Contact Person 9.LSP Number(BWSC Permits only) E. Permit - Project Coordination 1. Is this project subject to MEPA review? ®yes ❑ no If yes, enter the project's EDEA file number-assigned when an Environmental Notification Form is submitted to the MEPA unit: 15091 EOEA File Number F. Amount Due DEP Use Only Special Provisions: 1. ❑Fee Exempt(city,town or municipal housing authority)(state agency if fee is$100 or less). Permit No: There are no fee exemptions for BWSC permits,regardless of applicant status. 2. ❑Hardship Request-payment extensions according to 310 CMR 4.04(3)(c). Rec'd Date: 3. ❑Alternative Schedule Project(according to 310 CMR 4.05 and 4.10). 4. ❑Homeowner(according to 310 CMR 4.02). Reviewer 47094 $3,350.00 12/19/14 Check Number Dollar Amount Date tr-formw.doc•rev. 1107 Page 1 of 1 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Waterways Regulation Program X263995 Chapter 91 Waterways License Application -310 CMR 9.00 Transmittal No. Water-Dependent, Nonwater-Dependent,Amendment Important:When filling out forms A. Application Information (Check one) on the computer, use only the tab NOTE: For Chapter 91 Simplified License application form and information see the Self Licensing key to move your Package for BRP W W06. cursor-do not use the return Name(Complete Application Sections) Check One Fee Application # key. WATER-DEPENDENT- General (A-H) ❑ Residential with <4 units $215.00 BRP WW01a ❑ Other $330.00 BRP WW01b For assistance ❑ Extended Term $3,350.00 BRP WW01c in completing this application,please . Amendment(A-H) ❑ Residential with <4 units $100.00 BRP WW03a see the "Instructions". ❑ Other $125.00 BRP WW03b NONWATER-DEPENDENT- Full (A-H) ❑Residential with <4 units $665.00 BRP WW15a ❑ Other $2,005.00 BRP WW15b ® Extended Term $3,350.00 BRP WWI 5c Partial(A-H) ❑ Residential with <4 units $665.00 BRP WW14a ❑ Other 1 $2,005.00 BRP WW14b ❑ Extended Term $3,350.00 BRP WW14c Municipal Harbor Plan(A-H) ❑ Residential with <4 units $665.00 BRP WW16a ❑ Other $2,005.00 BRP WW16b ❑ Extended Term $3,350.00 BRP WW16c Joint MEPA/EIR(A-H) ❑ Residential with <4 units $665.00 BRP WW17a ❑ Other $2,005.00 BRP WW17b ❑ Extended Term $3,350.00 BRP WW17c Amendment(A-H) ❑ Residential with <4 units $530.00 BRP WW03c ❑ Other $1,000.00 BRP WW03d ❑ Extended Term $1,335.00 BRP WW03e CH91App.doc•Rev.08113 Page 1 of 13 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Waterways Regulation Program X263995 Chapter 91 Waterways License Application -310 cMR 9.00 Transmittal No. Water-Dependent, Nonwater-Dependent,Amendment B. Applicant Information Proposed Project/Use Information 1. Applicant: Riverview Place, LLC I7-7 Name E-mail Address 5 Broadmoor Lane Mailing Address Note:Please refer. Peabody MA 01960 to the"Instructions" City/Town State Zip Code (978) 531-3179 C] Telephone Number Fax Number 2. Authorized Agent(if any): Susan St. Pierre sst.pierre@comcast.net Name E-mail Address 74 Bay View Ave Mailing Address Salem MA 01970 City/Town State Zip Code (781)439-2461 Telephone Number Fax Number C. Proposed Project/Use Information 1. Property Information (all information must be provided): Owner Name(If different from applicant) 26-0091-0; 26-0095-0 and 26-0097-0 42031'18" -70°54'.13" Tax Assessors Map and Parcel Numbers Latitude Longitude 72 Flint Street and 67 and 71 Mason Street, Salem MA 01970 Street Address and City/Town State Zip Code 2. Registered Land ❑Yes ® No 3. Name of the water body where the project site is located: North River 4. Description of the water body in which the project site is located (check all that apply): Type Nature Designation ❑ Nontidal river/stream ❑ Natural ❑Area of Critical Environmental Concern ❑ Flowed tidelands ❑ Enlarged/dammed ❑ Designated Port Area ® Filled tidelands ❑ Uncertain ❑ Ocean Sanctuary ❑ Great Pond ❑ Uncertain ❑ Uncertain CH91App.doc-Rev.08/13 Page 2 of 13 1 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Waterways Regulation Program x263995 Chapter 91 Waterways License Application -310 CMR 9.00 Transmittal No. Water-Dependent,Nonwater-Dependent,Amendment C. Proposed Project/Use Information (cont.) Select use(s)from Project Type Table 5. Proposed Use/Activity description on pg. of the "Instructions" Redevelopment Redevelo ment of former industrially developed site. Proposed development includes three buildings containing 130 residential units, approximately 5,000 square feet of commercial use and public access along the North River. 6. What is the estimated total cost of proposed work(including materials & labor)? $30 Million 7. List the name &complete mailing address of each abutter(attach additional sheets, if necessary). An abutter is defined as the owner of land that shares a common boundary with the project site, as well as the owner of land that lies within 50' across a waterbody from the project. City of Salem 120 Washington Street, Salem, MA 01970 Name Address Pamela Roberts 80 Flint Street, Salem, MA 01970 Name Address Lisa Albano 82 Flint Street, Salem, MA 01970 Name Address D. Project Plans 1. I have attached plans for my project in accordance with the instructions contained in (check one): ® Appendix A(License plan) ❑ Appendix B (Permit plan) 2. Other State and Local Approvals/Certifications ❑401 Water Quality Certificate Date of Issuance ®Wetlands 064-0579 File Number ❑ Jurisdictional Determination JD- File Number ® MEPA 15091 File Number ❑ EOEA Secretary Certificate Date ® 21 E Waste Site Cleanup 3-0380 RTN Number CH91App.doc-Rev.08113 Page 3 of 13 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Waterways Regulation Program X263995 . Chapter 91 Waterways License Application -310cMR s.00 Transmittal No. Water-Dependent,Nonwater-Dependent,Amendment E. Certification All applicants, property owners and authorized agents must sign this page.All future application correspondence may be signed by the authorized agent alone. I hereby make application for a permit or license to authorize the activities I have described herein. Upon my signature, I agree to allow the duly authorized representatives of the Massachusetts Department of Environmental Protection and the Massachusetts Coastal Zone Management Program to enter upon the premises of the project site at reasonable times for the purpose of inspection." "I hereby certify that the information submitted in this application is true and accurate to the best of my knowledge." Applicant's signature ✓ Date Property Owner's signature(if different than applicant) Date Agent's signature(if applicable) Date CH91App.doc-Rev.08/13 Page 4 of 13 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Waterways Regulation Program x263995 Chapter 91 Waterways License Application -310 CMR 9.00 Transmittal No. Water-Dependent, Nonwater-Dependent,Amendment F. Waterways Dredging Addendum 1. Provide a description of the dredging project ❑ Maintenance Dredging (include last dredge date & permit no.) ❑ Improvement Dredging Purpose of Dredging 2. What is the volume (cubic yards) of material to be dredged? 3. What method will be used to dredge? ❑ Hydraulic ❑ Mechanical ❑ Other 4. Describe disposal method and provide disposal location (include separate disposal site location map) 5. Provide copy of grain size analysis. If grain size is compatible for beach nourishment purposes, the Department recommends that the dredged material be used as beach nourishment for public beaches. Note: In the event beach nourishment is proposed for private property, pursuant to 310 CMR 9.40(4)(a)1, public access easements below the existing high water mark shall be secured by applicant and submitted to the Department. CH91App.doc•Rev.08/13 Page 5 of 13 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Waterways Regulation Program x263995 Chapter 91 Waterways License Application -310 CMR 9.00 Transmittal No. Water-Dependent, Nonwater-Dependent,Amendment G. Municipal Zoning Certificate Riverview Place, LLC Name of Applicant 72 Flint Street North River Salem Project street address Waterway City/town Description of use or change in use: Redevelopment of former industrially developed site. Proposed development includes three buildings containing 130 residential units, approximately 5,000 square feet of commercial use and public access along the North River. To be completed by municipal clerk or appropriate municipal official: "I hereby certify that the project described above and more fully detailed in the applicant's waterways license application and plans is not in violation of local zoning ordinances and bylaws." Thomas St. Pierre Printed Name of Municipal Official Date Inspectional Services Salem Signature of Municipal Official Director Citylrown CH91App.doc•Rev.08113 Page 6 of 13 i Massachusetts Department of Environmental Protection Bureau of Resource Protection -Waterways Regulation Program x263995 Chapter 91 Waterways License Application -310 CMR 9.00 Transmittal No. Water-Dependent, Nonwater-Dependent,Amendment H. Municipal Planning Board Notification Notice to Riverview Place, LLC - Applicant: Name of Applicant Section H should 72 Flint Street North River Salem be completed and Project street address waterway City/Town submitted along with the original Description of use or change in use: application material. Redevelopment of former industrially developed site. Proposed development includes three buildings containing 130 residential units, approximately 5,000 square feet of commercial use and public access along the North River. To be completed by municipal clerk or appropriate municipal official: "I hereby certify that the project described above and more fully detailed in the applicant's waterways license application and plans have been submitted by the applicant to the municipal planning board." Lynn Duncan Printed Name of Municipal Official Date Director, DPCD Salem Signature of Municipal Official Title City/Town Note: Any comments, including but not limited to written comments, by the general public, applicant, municipality, and/or an interested party submitted after the close of the public comment period pertaining to this Application shall not be considered, and shall not constitute a basis for standing in any further appeal pursuant to 310 CMR 9.13(4)and/or 310 CMR 9.17. CH91App.doc•Rev.08/13 Page 7 of 13 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Waterways Regulation Program x263995 Chapter 91 Waterways License Application -310 CMR 9.00 Transmittal No. Water-Dependent, Nonwater-Dependent,Amendment Appendix A: License Plan Checklist General View ❑ PE or RLS, as deemed appropriate by the Department, stamped and signed, in ink, each sheet within 8 1/2 inch by 11 inch border ❑ Format and dimensions conform to"Sample Plan" (attached) ❑ Minimum letter size is 1/8 of an inch if freehand lettering, 1/10 of an inch if letter guides are used ❑ Sheet number with total number in set on each sheet ❑ Title sheet contains the following in lower left: Plans accompanying Petition of[Applicant's name, structures and/or fill or change in use,waterway and municipality] ❑ North arrow ❑ Scale is suitable to clearly show proposed structures and enough of shoreline, existing structures and roadways to define its exact location ❑ Scale is stated &shown by graphic bar scale on each sheet ❑ Initial plans may be printed on bond; final plans due before License issuance must be on 3mil Mylar. Structures and Fill ❑ All Structures and Fill shown in full BLACK lines, clearly labeling which portions are existing, which are Proposed and indicating Existing Waterways Licenses ❑ Cross Section Views show MHW'and MLW'and structure finish elevations ❑ Dredge or Fill, actual cubic yardage must be stated and typical cross sections shown ❑ All Structures and Fill shown in full BLACK lines, clearly labeling which portions are existing, which are Proposed and indicating Existing Waterways Licenses ❑ Cross Section Views show MHW'and MLW`and structure finish elevations ❑ Dredge or Fill, actual cubic yardage must be stated and typical cross sections shown ❑ Actual dimensions of structures(s) and or fill and the distance which they extend beyond MHW'or OHW' ❑ Change in Use of any structures on site must be stated See 310 CMR 9.02, Waterways Regulations definitions of High Water Mark, Historic High Water Mark, Historic Low Water Mark, and Low Water Mark. Note: DEP may, at its discretion, accept appropriately scaled preliminary plans in lieu of the plans described above. In general, DEP will accept preliminary plans only for non-water dependent projects and projects covered by MEPA to address site design components such as visual access, landscaping &site coverage. Anyone wishing to submit preliminary plans must obtain prior approval of the DEP Waterways Program before CHMpp.doc•Rev.08/13 Page 8 of 13 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Waterways Regulation Program X263995 Chapter 91 Waterways License Application -310 CMR 9.00 Transmittal No. Water-Dependent, Nonwater-Dependent,Amendment submitting them with their application. Appendix A: License Plan Checklist (cont.) Boundaries ❑ Property lines, full black lines, , along with abutters' names and addresses ❑ Mean High Water(MHW)*or Ordinary High Water(OHW)*, full black line ❑ Mean Low Water(MLW)*, black dotted line, (.............) ❑ Historic MHW*or OHW*(----) ❑ Historic MLW*(..._... _.._) ❑ State Harbor Lines, black dot-dash line (—.—. —. —)with indication of Chapter&Act establishing them (Ch. , Acts of) ❑ Reference datum is National Geodetic Vertical Datum (NGVD)or(NAVD). ❑ Floodplain Boundaries according to most recent FEMA maps ❑ Proposed & Existing Easements described in metes& bounds Water-Dependent Structures ❑ Distance from adjacent piers, ramps or floats (minimum distance of 25' from property line, where feasible) ❑ Distance from nearest opposite shoreline ❑ Distance from outside edge of any Navigable Channel ❑ Access stairs at MHW for lateral public passage, or 5 feet of clearance under structure at MHW. Non Water-Dependent Structures ❑ Depict extent of"Water-dependent Use Zone". See Waterways Regulations at 310 CMR 9.51-9.53 for additional standards for non water-dependent use projects. Note: Final Mylar project site plans will be required upon notice from the Department, prior to issuance of the Chapter 91 Waterways License. CH91App.doc•Rev.08/13 Page 9 of 13 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Waterways Regulation Program x263995 Chapter 91 Waterways License Application -310 crag 9.00 Transmitral No. Water-Dependent, Nonwater-Dependent,Amendment Appendix A: License Plan Checklist Cont. w Registry Statement 3112 inche 5 inche �+ Locus p Map a First Sheet Ony a 1 „ 21/4 inche Sample Plan 8 112 inch e P.E. ar R.LS Sgmp �_3 Y4 inche Plan Accompanying T Petition of... T DEP Stamp First Sheet Only 3/4 Border CH91App.doc-Rev.08113 Page 10 of 13 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Waterways Regulation Program x263995 Chapter 91 Waterways License Application -310 CMR 9.00 Transmittal No. Water-Dependent, Nonwater-Dependent,Amendment Appendix B: Dredging Permit Plan Checklist Forprojects applying for dredging permits only, enclose drawings with the General Waterways Application that include the following information: General View ❑ Submit one original of all drawings. Submit the fewest number of sheets necessary to adequately illustrate the project on 8-1/2 inch X 11 inch paper. ❑ A 1-inch margin should be left at the top edge of each drawing for purposes of reproduction and binding. A 1/2 inch margin is required in the three other edges. ❑ A complete title block on each drawing submitted should identify the project and contain: the name of the waterway; name of the applicant; number of the sheet and total number of sheets in the set, and the date the drawing was prepared. ❑ Use only dot shading, hatching, and dashed or dotted line to show or indicate particular features of the site on the drawings. ❑ If deemed appropriate by the Department, certification by the Registered Professional Engineer or Land Surveyor is included. Plan View ❑ North Arrow ❑ Locus Map ❑ Standard engineering scale. ❑ Distances from channel lines and structures if appropriate. ❑ Mean high water and mean low water shorelines(see definitions of"High Water Mark' and "Low Water Mark'at 310 CMR 9.02, C. 91 Regulations). ❑ Dimensions of area proposed to be dredged or excavated. ❑ Notation or indication of disposal site. ❑ Volume of proposed dredging or excavation. ❑ Ordinary high water, proposed drawdown level, and natural (historic) high water(for projects lowering waters of Great Ponds). Section Views ❑ Existing bottom and bank profiles. ❑ Vertical and/or horizontal scales. ❑ Proposed and existing depths relative to an indicated datum. CH91App.doc•Rev.08/13 Page 11 of 13 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Waterways Regulation Program x263995 Chapter 91 Waterways License Application -310 CMR 9.00 Transmittal No. Water-Dependent, Nonwater-Dependent,Amendment ❑ Elevation and details of control structure(for projects lowering waters of Great Ponds). Appendix C: Application Completeness Checklist Please answer all questions in the General Waterways Application form. If a question does not apply to your project write"not applicable" (n/a) in that block. Please print or type all information provided on the form. Use black ink(blue ink or pencil are not easily reproducible, therefore, neither will be accepted). If additional space is needed, attach extra 8-1/2"x 11" sheets of paper. ❑ Proper Public Purpose: For nonwater-dependent projects, a statement must be included that explains how the project serves a proper public purpose that provides greater benefit than detriment to public rights in tidelands or great ponds and the manner in which the project meets the applicable standards. If the project is a nonwater-dependent project located in the coastal zone, the statement should explain how the project complies with the standard governing consistency of the policies of the Massachusetts Coastal Zone Management Program, according to 310 CMR 9.54. If the project is located in an area covered by a Municipal Harbor Plan,the statement should describe how the project conforms to any applicable provisions of such plan pursuant to 310 CMR 9.34(2). ❑ Plans: Prepared in accordance with the applicable instructions contained in Appendix A-B of this application. For initial filing, meet the requirements of 310 CMR 9.11(2)(b)(3). ❑ Applicant Certification:All applications must be signed by"the landowner if other than the applicant. In lieu of the landowner's signature,the applicant may provide other evidence of legal authority to submit an application for the project site."If the project is entirely on land owned by the Commonwealth(e.g. most areas below the current low water mark in tidelands and below the historic high water mark of Great Ponds), you may simply state this in lieu of the"landowner's signature". ❑ Municipal Zoning Certification: If required, applicants must submit a completed and signed Section E of this application by the municipal clerk or appropriate municipal official or, for the initial filing, an explanation of why the form is not included with the initial application. If the project is a public service project subject to zoning but will not require any municipal approvals, submit a certification to that effect pursuant to 310 CMR 9.34(1). ❑ Municipal Planning Board Notification: Applicants must submit a copy of this application to the municipal planning board for the municipality where the project is located. Submittal of the complete application to DEP must include Section H signed by the municipal clerk, or appropriate municipal official for the town where the work is to be performed, except in the case of a proposed bridge, dam, or similar structure across a river, cove, or inlet, in which case it must be certified by every municipality into which the tidewater of said river, cove, or inlet extends. ❑ Final Order of Conditions: A copy of one of the following three documents is required with the fling of a General Waterways Application: (1) the Final Order of Conditions(with accompanying plan) under the Wetlands Protection Act; (2) a final Determination of Applicability under that Act stating that an Order of Conditions is not required for the project; or(3)the Notice of Intent for the initial filing (if the project does not trigger review under MEPA). ❑ Massachusetts Environmental Protection Act(MEPA): MGL 30, subsections 61-61A and 301 CMR 11.00, submit as appropriate: a copy of the Environmental Notification Form (ENF) and a Certificate of the Secretary of Environmental Affairs thereon, or a copy of the final Environmental Impact Report(EIR) and Certificate of the Secretary stating that it adequately and properly complies with MEPA; and any subsequent Notice of Project change and any determination issued thereon in accordance with MEPA. For the initial filing, only a copy of the ENF and the Certificate of the Secretary thereon must be submitted. CH91App.doc•Rev.08113 Page 12 of 13 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Waterways Regulation Program X263995 Chapter 91 Waterways License Application -310 CMR 9.00 Transmittal No. Water-Dependent, Nonwater-Dependent,Amendment Note: If the project is subject to MEPA,the Chapter 91 Public Notice must also be submitted to MEPA for publication in the"Environmental Monitor". MEPA filing deadlines are the 15' and 3&of each month. Appendix C: Application Completeness Checklist (cont.) ❑ Water Quality Certificate: if applicable, pursuant to 310 CMR 9.33, is included. ❑ Other Approvals: as applicable pursuant to 310 CMR 9.33 or, for the initial filing, a list of such approvals which must be obtained. Projects involving dredging: ❑ The term "dredging' means the removal of materials including, but not limited to, rocks, bottom sediments, debris, sand, refuse, plant or animal matter, in any excavating, clearing, deepening, widening or lengthening, either permanently or temporarily, of any flowed tidelands, rivers, streams, ponds or other waters of the Commonwealth. Dredging includes improvement dredging, maintenance dredging, excavating and backfilling or other dredging and subsequent refilling. Included is a completed and signed copy of Part F of the application. Filing your Completed General Waterways Application: ❑ For all Water-Dependent applications-submit a completed General Waterways Application and all required documentation with a photocopy of both payment check and DEP's Transmittal Form for Permit Application &Payment to the appropriate DEP Boston or regional office (please refer to Pg. 10 of the"Instructions"for the addresses of DEP Regional Offices). ❑ For all Non Water-Dependent applications—submit a completed General Waterways Application and all required documentation with a photocopy of both payment check and DEP's Transmittal Form for Permit Application &Payment to DEP's Boston office. Department of Environmental Protection Waterways Regulation Program One Winter Street Boston, MA 02108 ❑ Application Fee Payment for ALL Waterways Applications: Send the appropriate Application fee`(please refer to Page 1 of the"Application"), in the form of a check or money order, along with DEP's Transmittal Form for Permit Application &Payment: Department of Environmental Protection P.O. Box 4062 Boston, MA 02211 Under extreme circumstances, DEP grants extended time periods for payment of license and permit application fees. If you qualify, check the box entitles"Hardship Request"on the Transmittal Form for Permit Application &Payment. See 310 CMR 4.04(3)(c) to identify procedures for making a hardship request. Send hardship request and supporting documentation to the above address. NOTE: You may be subject to a double application fee if your application for Chapter 91 authorization results from an enforcement action by the Department or another agency of the Commonwealth or its subdivisions, or if your application seeks authorization for an existing unauthorized structure or use. CH91App.doc•Rev.08/13 Page 13 of 13 Riverview Place Salem, MA Chapter 91 License Application 1 1 C^Y" Vi y Prepared for: In Association With: Riverview Place LLC,Salem, MA O'Sullivan Architects, INC Williams&Sparages LLC Prepared by: fames k. emmanuel I Associates Tech Environmental Susan St. Pierre Consulting Services AECOM Tinti, Quinn, Grover& Frey, P.C. December 2014 Riverview Place Chapter 91 License Application Attachment 1 Project Description The Project involves the redevelopment of the former leather manufacturing complex into a mixed use complex consisting of 130 residential apartments and approximately 5,000 square feet (sf) of commercial space. Three buildings are proposed on the site (see Figure 1, Proposed Site Plan). Two of the Buildings (Buildings 1 and 2) contain residential units and parking on the ground floors and the third Building (Building 3) contains residential uses in the upper floors and commercial uses and 5 enclosed parking spaces on the lower level. There is also a parking deck with surface parking underneath, located on the north side of Building 1 that provides 92 spaces. Twelve of the at-grade spaces will be made available to existing residents of Flint Street. Ten spaces in the Project are allotted for commercial use. The site has been designed with two site entrances; one off of Mason Street and one off of Flint Street. 1 EXISTING SITE CONDITIONS The Project is located along the North River Canal in the North Salem section of the City of Salem (see Figure 2, Locus Plan). The Property, which is partially comprised of filled tidelands, has been significantly altered by more than a century of industrial use. The site was previously developed as industrial leather manufacturing operations and contained two separate companies, Bonfanti Leather which was a single building sited on a small parcel along Mason Street and the Salem Suede Leather Factory which was a larger, multi building facility located on a larger parcel off of Flint Street. The Bonfanti building was demolished in October 2012 and the Salem Suede facility was destroyed by fire in the fall of 2010 and subsequently demolished. Figure 3, 2010 Aerial View and Figure 4, 2010 Existing Conditions Plan show the location of these former facilities and the North River Canal. As shown on the figures,the property was densely developed and the Salem Suede complex included structures in close proximity to the water's edge. The site is currently vacant with the remnants of the demolished buildings, foundations and former parking lots and paved surfaces. The northern portion of the site, where Building 3 is proposed, is elevated ten to fifteen feet higher than most of the property which is fairly level sloping southerly toward the North River. 2 NEIGHBORHOOD CONTEXT This part of North Salem is a mixed use neighborhood that contains residential, commercial and industrial uses. The site is bounded on the south by the North River Canal and on the north and west by the predominantly residentially developed portions of Mason Street and Flint Street. Industrial and commercial uses are located to the east between Mason Street and the North River Canal. Mack Park, a large city-owned recreational area is located north of the site on Mason Street. Along the south side of the River lies the Leslie's Retreat Park, a linear passive recreational area developed as mitigation for the Salem/Beverly By-Pass Road project. 1 1 P a g e Riverview Place Chapter 91 License Application r f _ I I rF 2825 y I OF-16.0 �� ! 4 -u 7 fl } I l -i1 i _ m Limit of Filled Tidelands , gwc #2 � •�i111 t t � ) =1' ioo Foot Ground Plane Facility _ P�f IeWNi of Public Accommodation ' OF=10.0 J FF-21 0 cr=loo Water-Dependent r J `k �� 7 1 s } � ,-1 i �.. � o � - y .--• '�� I R: Use Zone e t LL y iz — .� ` � ♦ Mean High Water Source: james k. emmanuel lossociates and O'Sullivan Architects, Inc. PROPOSED SITE PLAN Figure 1 21 Page ;�,1� �.,. � Rte► °'�.° �� FY 1�►+�11 ILL fit tit : -MZrl OR �`- �� ► it Swap ,.Not"WRIAR��' Ma -YAMP • 'f IB 11 SRI,110-14 AN �/�•�. 0 7� `� -r� rr✓��F��"T� 44 roam-P ig ISMS � ' .< �• of `.fir ��➢4,� � r� win • R V• F v � e i�• • t Y 9` xN izmw' of Ael • `x � AAAfff Y�� ..Y � b'x. ,,�,,77�� y� AJI V � -Flint`St, Sale'rn� 38f( r, •., ' r., Riverview Place Chapter 91 License Application - In �� = ,�s - x; `{.r' BUILGING ' • _`J^ i = ----- +s+ "u / uW:P 1 1 TO 2 STORIE�lfS �Cemollshed) 1 i �-L 1e.s„ �• a , - -�� 19 r�•W IAE(q�y+ vA. _� l OU`'RI P�- �yi-'- ' - t/`%•'• �•(Q6` ,'`�' �ii� i' i` ^� - �fl •fir-------- d _Alli �lui 11� 5tG �of c i If I ) 'Qs £�ENlyhed) :2 F� idem r - - I�� ya¢°€I,�ItI�i/,,i,,ll ;fr :�I,I�\!,^, - I'• �' '� �I1._��1K �I N AL C A ,, ......... T _ Source:Eastern Land Survey and Potrowicz Land Development Engineering 2010 EXISTING CONDITIONS PLAN Figure 4 5 Page Riverview Place Chapter 91 License Application In 2005,the City of Salem adopted the North River Canal District Master Plan. See Figure 5, North River Canal Master Plan. The goals of the Master Plan are outlined in the 2003 vision statement and include: • Create appropriate development while preserving our historic neighborhood character • Address transportation issues for existing and new developments • Enhance the public realm in keeping with our unique neighborhood character To implement the goals and vision outlined in the Master Plan, the City of Salem adopted the North River Canal Corridor Neighborhood Mixed use District as Section 8.4.1 of the City of Salem zoning code. The overlay district allows many different types of uses including manufacturing, single and multi-family residential, retail and office, and prohibits services stations, car washes, drug stores,supermarkets and drive through restaurants among others. Development projects proposed in the zoning district must meet certain standards outlined in the code such as compatibility with the Master Plan, designed to complement the scale and context of the neighborhood, encourage pedestrian use and access, and include water dependent uses adjacent to the North River including parks, open space and pedestrian facilities. The ordinance requires two parking spaces per dwelling unit. Density bonuses are provided for projects that preserve National Register eligible structures or provide affordable housing.The Project received a density bonus in return for setting aside 13 units of affordable housing. The zoning also requires Planning Board site plan review including review by the Design Review Board for projects. 3 WATERWAYS RESOURCES The Project site abuts the North River Canal and is partially comprised of filled private tidelands and non-jurisdictional upland. The Canal was once a large tidal estuary with extensive salt marshes and mudflats that extended inland from Salem and Beverly Harbors to the neighboring community of Peabody (see 1855 Coast Chart in Figure 6 and Plan of Flats in the North River on Figure 7) below. During the nineteenth century the North River was filled to accommodate railroads, mills and industrial uses including several leather tanning factories that were developed along the banks. Flint Street, located just west of the Project site, as well as the adjacent Oak and Friend Streets were residentially developed around the same time period with worker housing while Mason Street located north of the site was developed with a mix of residential and industrial uses. The area remains tidally influenced with large areas of exposed mudflats at low tide (see photos on following page). 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Riverview Place Chapter 91 License Application 4 CHAPTER 91 JURISDICTION The Project site abuts the North River and is partially comprised of filled private tidelands and non- jurisdictional upland. While the North River in the Project vicinity was formerly navigable by vessels at high tide to Salem and Beverly Harbors, this access was restricted to small vessels such as canoes and kayaks as a result of filling activities in the 1800's and the construction of the North Street Bridge. As noted, the area is still tidally dominant with large areas of mudflats exposed at low tide. Approximately 2.3 acres of the 4.3 acre site is comprised of filled tidelands and the remainder is non-jurisdictional upland. The Proponent coordinated with the MADEP Waterways Division to determine the extent of historic tidelands on the site and to delineate the Water-dependent Use Zone. The Department's presumed historic high tide line was used to delineate the extent of filled tidelands on the site and the Water-Dependent Use Zone (WDUZ) calculations resulted in a zone that extends inland 88.5 feet from the shoreline (mean high water). The location of the historic high water line, the agreed upon WDUZ and the 100 foot limit of ground plane Facility of Public Accommodation requirement are shown on Figure 8, Waterways Resource Areas. As noted, the North River was a tidal inlet with extensive mudflats (see Figure 7 Plan of Flats and an Inset from said plan below). The historic low water mark is riverward of the property line and, thus, the portion of the site within Ch. 91 jurisdiction site is comprised entirely of private tidelands. Water-dependent Use Zone For nonwater-dependent projects, the Chapter 91 regulations establish a Water-Dependent Use Zone (WDUZ) within which new or expanded buildings for non-water-dependent use and parking at or above grade are prohibited. As shown on Figure 8, the WDUZ on the Property generally extends inland 88.5 feet from the current high water mark, which represents 25 percent of the weighted average distance from the high water mark to the landward property line. The methodology and results of the WDUZ calculations were reviewed with Massachusetts Department of Environmental Protection (MADEP) Waterways staff at the meetings held in the spring of 2011 resulting in the delineation shown on Figure 8. 100 Foot Ground Level Facility of Public Accommodation Zone The Chapter 91 regulations prohibit the placement of Facilities of Private Tenancy (FPTs) at the ground level within 100 feet of the shoreline for nonwater-dependent projects. The 100 Facility of Private Tenancy setback(denoted as"FPA") is shown on Figure 8,Waterways Resource Areas. 111Page Riverview Place Chapter 91 License Application MASON oiw YQ �SIY h i W Cu / �d g � � FA[ O ply FLATS Z vr.+ ZZ / L ANO.ffw -L4WRL TON OY/KL u T/r�en;K24FiLp�G�j Tmr� F/LLED tN/OA T.J.G/FFO/70 Wr44s, /LTOAj BBP/BB/ �t $ yy L_ 6 ea rrncer�gmD pLLBO/M C/ F<AT9 YAREK'LGT OFG� GCT � �� liJL6D/K/881 2 Inset from Figure 9 Showing Flats and high/low water lines circa 1881 v A 2 1 b it Chapter 91 Authorizations Portions of the site were originally comprised mudflats and tidal waters of the historic North River that were filled over time for industrial uses. Waterways licenses were issued for filling and rail transportation activities on the Project site as listed in Table 1 below. Table 1 Waterways Authorizations License Number Date of Issuance Issuing Authority Purpose Chapter 185 1883 Massachusetts State Taking of Flats for Legislature Filling and to Build Canal in North River 748 1884 Harbor and Land Building Canal in Commissioners North River 3493 June 1010 Harbor and Land Proposed Pile Trestle Commissioners 121 Page Riverview Place Chapter 91 License Application 5 PROPOSED DEVELOPMENT PROGRAM The proposed Project is a nonwater-dependent use pursuant to 310 CMR 9.12(1) of the waterways regulations as it is comprised of water dependent (public access) and nonwater-dependent uses (proposed mixed use development). The proposed development program includes mixed uses including residences and commercial space. Two of the Buildings (Buildings 1 and 2) contain residential units and ground floor parking while the third building on Mason Street (Building 3) contains residential uses in the upper floors and commercial uses and 5 parking spaces on the lower level. There is also a parking deck with surface parking underneath that provides 92 parking spaces. The deck is located on the north side of Building 1. The site has been designed with two site entrances; one off of Mason Street restricted to automobile traffic only,and one off of Flint Street. The proposed Building Program includes 130 units including 50 one bedroom units and 80 two bedroom units as well as approximately 5,000 square feet of commercial space as outlined in Table 2 below. Table 2 Preferred Alternative Building Program 4 Building Total #of Height Residential Bedrooms Commercial Ground Number Area Stories Units (sf) Floor (sf) Parking Spaces Building 1 82,536 4 49'2" 70 32-IBR/38-2BR 0 49 Building 2 42,921 4 38'3" 36 9-1BR/27-2BR 0 32 Building 3 33,555 3 1 41'7- 24 9-1BR/15-2BR 5,000+/- 5 The Project buildings are set back at least 100 from mean high water and landward of the water dependent use zone. A Flood Study conducted in December of 2013 suggested that the Project design take into consideration the preliminary 2013 FEMA flood elevation of 10.3 and a predicted 1.8 foot increase in sea level rise over the next century. As a result, the Project proponents have programmed the ground floor areas within the 100 year flood plain with parking uses and have located the residential units with first floor elevation above 12.3 feet NAVD88. Building Elevation Plans are included on Figures 10 through 13. Site Access,Circulation and Parking Based on the proposed building locations and the parking layout,the Flint Street site access will be the primary site entrance. The interior roadway will be 24 feet wide, open to the public and ✓ provide>access to the residential buildings and commercial uses within the development as well as the public walkway along the North River. The roadway has sufficient width and turning radii to 141 Page Riverview Place Chapter 91 License Application w C>y MASON STREET H BLDG 03 r » �—H I SDTORI C I € HIGH WATER w I ---� l P i PARKING H , - — NDECK FEMA 100 YEAR FLOOD LEVEL �1 r OPEN AR (EL=10.81 NGVD)r II SECT ON MAP NUMBER L i o 25009CO419G; MAP REVISED d� r JULY 16, 2014 Note: See Sheet 3 of 3 w ; WS IF in Attachment 2 for Section A V',DUZ (88.5 F007 OFFSET " FROM THE _,--EXISTING MH5A AREA r, s v0A`KWPY e PRE �f EXISTING MEAN IVFFA (100 FOOT HIGH WATER (MH'W) OFFSET FROM THE EL=4.4 NGVD) '3 / K EXISTING MHW) s«, ------ , BORT rS L SiRfC!EgSEM NTS - CA --- / - ---__------ Source: Patrowicz Land Development and Williams&Sparages, LLC WATERWAYS RESOURCE AREAS Figure 8 131 Page Riverview Place Chapter 91 License Application accommodate trucks and other large vehicles and contains curbs, sidewalks and lighting for pedestrian access. A total of 282 parking spaces will be provided of which 86 are located on the ground floor of Buildings 1, 2 and 3; 92 are located under and on the parking deck and 104 are located in surface parking lots of which 12 will be designated for use by existing Flint Street residents only. Storm Drainage The proposed surface parking areas and walkways will discharge to deep-sump catch basins which will then convey the runoff via closed-pipe to a stormceptor unit for final treatment prior to discharge to the North River Canal via a 24 inch outfall. The discharge pipe to the North River canal will be equipped with a Tide-Flex Valve or approved equivalent to prevent any backwater condition from the Canal into the proposed drainage system. The proposed development includes the use of two bio-retention cells to promote infiltration as well as some runoff mitigation. The bioretention cells will include underdrains and emergency outflow pipes that will be connected to the proposed site stormwater system. One cell will be located west of and will receive runoff from the area in the front half of Building 3 and the second cell will be located south of and receive runoff from the entire roof area of Building 1. Water and Sanitary Sewer The site will be serviced by the City of Salem public water systems in Flint and Mason Street and a sanitary sewer system located in Flint Street. The Project has been reviewed various Boards and Departments of the City of Salem including the Engineering Department. 6 COMPLIANCE WITH CHAPTER 91 REGULATIONS The Project proposes structural alterations and changes of use on previously filled, private tidelands and therefore requires a new Chapter 91 license. The Project has been designed to conform to the Chapter 91 regulations. No work is proposed on Commonwealth tidelands. The proposed buildings have been set back from the 88.5 foot water-dependent use zone and the 100 foot zone for facilities of public accommodation. Uses within 100 feet of the shoreline include public walkways, lawns and portions of a roadway open to the public. A ten foot wide public walkway has been provided along the North River. The Project has been designed to encourage public access to and through the site and creates publicly accessible open space including landscaped areas and walkways to and along the North River. The site has been designed to provide views toward the North River from Mason Street and from the waterfront walkway. The site is located across the North River from the Leslie's Retreat Park which can be accessed from Flint Street. A publicly accessible walkway will extend from Flint Street into the site to a green space being created between the North River and the proposed Building 1. The green space will include public 151 Page Riverview Place Chapter 91 license Application walkways along the River that extend to interior sidewalks. The 10 foot wide walkway along the North River will be connected to City Property along Flint Street that extends to the walkway system within Leslies' Retreat Park(see Figure 9). A view corridor and pedestrian access will extend from Mason Street through the site toward the North River. The site plan also includes a 30-foot wide easement through the southern portion of the Project site as requested by the City of Salem to allow for a potential future extension of Commercial Street to Flint Street. The Project complies with the applicable standards of the Chapter 91 regulations as discussed in more detail below. 310 CMR 9.32:Categorical Restrictions on Fill and Structures The proposed landside uses are allowed under the provisions of 310 CMR 9.32(a)(1) as they constitute "fill or structures for any use on previously filled tidelands." No activities are proposed below mean high water and the Project is not located in a Designated Port Area or an Area of Critical Environmental Concern. A storm drain outfall is proposed in the bank along the North River. The outfall will be placed above mean high water (see Sheet 3 of 3 in Attachment 2 for the Section View). The proposed storm drain outfall is necessary to accommodate stormwater runoff from the site and is a water-dependent use. 310 CMR 9.33:Environmental Protection Standards The Project will comply with the state's applicable environmental regulatory programs including: • MEPA • Wetlands Protection Act • Massachusetts Historical Commission Act • Coastal Zone Management Consistency Review 310 CMR 9.34:Conformance with Municipal Zoning Caw and Harbor Plans In 2005, the City of Salem adopted the North River Canal District Master Plan. The goals of the Master Plan are outlined in the 2003 vision statement and include: • Create appropriate development while preserving our historic neighborhood character • Address transportation issues for existing and new developments • Enhance the public realm in keeping with our unique neighborhood character To implement the goals and vision outlined in the Master Plan, the City of Salem adopted the North River Canal Corridor Neighborhood Mixed Use District as Section 8.4.1 of the City of Salem zoning code. The Project was previously approved by the City of Salem with variances from some of the provisions of the zoning requirements. A recent request to reduce the number of parking spaces per residential unit was denied. Changes to the site plan to address chapter 91 regulations 161Page Riverview Place Chapter 91 License Application and Sea Level Rise were recently approved by the City. The North River was not included in the geographic boundary of the City of Salem Harbor Plan. 310 CMR 9.35:Standards to Preserve Water-Related Public Rights The Project consists of private tidelands and upland. In accordance with 310 CMR 9.35(2)(a), the Project preserves the rights held by the Commonwealth for public use to tidelands including any rights of access associated with such use, as it does not significantly interfere with public rights of navigation or free passage over and through the water. There are not any existing public landings or existing public access points to the water existing at the Property. The Project includes public access along the North River and does not propose any activities in the North River with the exception of a storm drain outfall. 310 CMR 9.36:Standards to Protect Water-Dependent Uses There are not any existing water-dependent uses on the Project site and thus the Project will not displace any existing water dependent uses. The Project is not located in a state Designated Port Area. . 310 CMR 9.37 Engineering Construction Standards Proposed Project buildings will be structurally sound and designed to conform to the requirements of the State Building Code. 310 CMR 9.51:Conservation of Capacity for Water-Dependent Use The Project includes nonwater-dependent facilities of private tenancy that are setback from the 88.5 foot deep water dependent use zone (WDUZ) and 100 feet from the Project shoreline. The Project does not contain any "at or above grade' parking facilities within the WDUZ. The Project has been designed to encourage public access and provides open space including landscaped areas and walkways to and along the North River, including a 10 foot wide walkway along the river. Portions of these public access and open space facilities are located in the WDUZ. 310 CMR 9.51(3)(b)—Facilities of Public Accommodation The Project does not propose any new facilities of private tenancy at the ground level of any filled tidelands within 100 feet of the Project shoreline. Portions of the site roadway and the sidewalk extending between Flint and Mason Streets are located within 100 feet of the Project shoreline. However, the roadway/sidewalk will be open to the public and jis'not considered.a-facility of private tenancy. The ground floor of Building 1 adjacent to the zone located within 100 feet of the Project shoreline has been programmed for parking in response to the flood study and predicted sea level rise. The facade of the building where the parking is located has been designed to screen the parking use with the use of similar sized openings as the windows above as well as infilling the openings with open grates to match the window mullion patterns above as shown in the Building Elevations. 171 Page Riverview Place Chapter 91 License Application 310 CMR 9.51(3)(c) Water-Dependent Use Zone The WDUZ for the Project site, which was calculated in accordance with the Chapter 91 regulations, extends 88.5 feet from the Project Shoreline and is shown on Figure 8. Uses proposed within the WDUZ include lawn areas and walkways. The Project does not include any new nonwater-dependent buildings or parking for any use within the water dependent use zone (WDUZ). _.. 310 CMR 9.51(3)(d) Open Space The Project provides more than one square foot of open space for every square foot of nonwater-dependent building footprint located within filled tidelands. The estimated nonwater-dependent building footprint within Chapter 91 jurisdiction is 3 6,840 square feet (sf) (including the parking deck adjacent to Building 1) and the estimated area of open space is 65,670 sf. The building footprint occupies 36%and open space occupies 64%of the filled tidelands on the site. 310 CMR 9.51(3)(e) Building Height The Project complies with the height restrictions that limit building heights for new or expanded nonwater-dependent buildings within Chapter 91 jurisdiction to 55 feet within 100 feet of mean high water plus one half foot for every one foot further from mean high water. None of the buildings within jurisdiction exceed 50 feet in height (see Figures 10 through 13 for Building Elevations). 310 CMR 9.52:Utilization of Shoreline for Water-Dependent Purposes The Property does include a WDUZ and includes one or more facilities that generate water- dependent activities, namely public access along the North River. 310 CMR 9.53:Activation of Commonwealth Tidelands for Public Use The upland portion of the Property within Chapter 91 jurisdiction is comprised entirely of private filled tidelands and thus the provisions of this section do not apply. 310 CMR 9.54:Consistency with Coastal Zone Management Policies The Project is nonwater-dependent and is located within the Coastal Zone of Massachusetts. The Project will be designed to be in compliance with all Office of Coastal Zone Management Policies (see Section 8 below). 7 PUBLIC BENEFITS The Project proposes several public benefits including the introduction of public access to the site, parking for nearby residents, affordable housing units and traffic improvements. According to section 18B of the state Chapter 91 law (M.G.L. c. 91), a public benefit determination must be made by the Secretary of the Executive Office of Energy and Environmental Affairs for projects that file an environmental notification form after November 15, 2007; are required to file an 181 Page Riverview Place Chapter 91 License Application environmental impact report; and are completely or in part located in tidelands or landlocked tidelands.The Project falls under this requirement for a public benefit review. The Project site is comprised in part of formerly flowed filled private tidelands. The site abuts the North River which is non navigable at low tide. The Project proposes to redevelop the site as a mixed use development that is primarily residential. The Project will convert a large expanse of former industrially developed land into new residential housing including 13 affordable units and commercial uses with public access along the North River. Portions of the development will occur within filled private tidelands. The Project will introduce public access to the site for the first time and will create a public realm along the North River. The site was previously developed with industrial leather manufacturing facilities. The Project complies with the local Master Plan for the area and has received approvals from the Zoning, Planning and Design Review Boards of City of Salem. A Notice of Intent is currently being reviewed by the Conservation Commission. As previously mentioned, the site plan was developed in conjunction with the goals outlined for the area in the 2003 Neighborhood Master Plan for the North River Canal Corridor and subsequently modified to address Ch. 91 regulations and Sea Level rise. The local review process imposed several conditions to minimize impacts to abutting properties and the surrounding community and which provide public benefits. These conditions include the items listed below which are described in more detail on the following pages. • Public access and views to the North River • Provision of 130 units of much needed housing • Set aside of 13 units of affordable housing • Economic Development benefits to the City • Reduced Energy Use and GHG emissions • Traffic mitigation measures • Set aside of 12 parking spaces for existing resident on the adjacent Flint Street • Compatible design standards Public Access and View Corridor The Project will redevelop an existing 4.3 acre industrial site and create public access to and along the North River Canal. A walkway will extend from Flint Street into the site to a green space being created between the North River and the proposed Building 1. The green space will include a 10 foot wide public walkway along the River that extends to interior sidewalks and connects to a City- owned walkway providing access to Leslie's Retreat Park. A view corridor will be created from Mason Street through the site toward the North River. Pedestrian access will be provided from Mason Street through the site to the North River and Flint Street. The site plan also includes a 30-foot wide easement through the southern portion of the Project site to allow for a potential future extension of Commercial Street to Flint Street. 191 Page Riverview Place Chapter 91 License Application The site walkway along the North River will be extended to a City-owned walkway connection to Leslie's Retreat Park located off an existing public parking lot on Flint Street (see concept plan on Figure 9). In addition to creating a more direct route to the park,this connection will also provide a walkway connection from the site to the MBTA commuter rail station located east of Leslie's Retreat Park. Housing The Project will create 130 units of much needed new housing on the site. Of that total, 13 units will be set aside as affordable units. Economic Development The Project will redevelop an existing, blighted site along the North River in Salem into a new mixed use development. Approximately 30 million will be invested into the project including site demolition and remediation costs. Temporary construction jobs will be generated from the construction. The property value of the site and surrounding neighborhood is expected to increase is a result of the proposed redevelopment. New local and state taxes will be generated. The value of the project will be increased as compared to the previous leather manufacturing uses on the site and as a result increased state and local tax revenues will be generated. Approximately $250,000 to$300,000 in annual local real estate taxes is expected to be generated by the Project. Energy Use and Green House Gas Emissions The Proponent has committed to implement energy efficiency measures that will reduce overall Project energy use (stationary sources) by 12.7% and will reduce CO2 emissions by 12.6%, compared to the Base Case. In accordance with the MEPA"Greenhouse Gas Emissions Policy and Protocol," the proponent will provide a certification to the MEPA Office signed by an appropriate professional stating that all transportation and non-transportation greenhouse gas mitigation measures described in this EENF, or measures providing comparable mitigation, have been incorporated into the Project. Traffic and Transportation Riverview Place is ideally suited in relation to the public transportation facility on Bridge Street at the MBTA Commuter Rail Station one-half a mile from project site. The Proponent is committed to a program of Transportation Demand Management (TDM) strategies to reduce residential and customer vehicle trips, listed below, and which in aggregate it is estimated will reduce CO2 transportation emissions by 2%. The TDM measures include: • Locate New Buildings Near Transit — The project is one-half mile from the MBTA Station, providing commuter rail service to Boston on the Newburyport/Rockport commuter rail line. • Develop Multi-Use Paths To and Through Site—A walkway is proposed along the south side of the site along the North River from Flint Street and pedestrian access will be provided between Mason Street to the north and the North River to the south. 20Page Riverview Place Chapter 91 License Application • Provide Bicycle storage—Secure,weather-protected bicycle racks will be provided at locations within the site with signs directing bicyclists to the bike storage facilities. • Roadway and signalization Improvements to Improve Trak Flow—Roadway and traffic signal improvements are proposed along Mason,Tremont and Flint Streets. Parking To alleviate the parking needs of existing residents on Flint Street, the Project is providing 12 parking spaces in the lot adjacent to Flint Street for use by existing residents of that street. Project Design The Project underwent significant design review at the local level through the Planning Board and Design Review Board to ensure that the proposed building architectural design and site layout is compatible with the existing neighborhood context and setting. Other Benefits The site plan also includes a 30-foot wide easement through the southern portion of the Project site to allow for a potential future extension of Commercial Street to Flint Street. 8 CONSISTENCY WITH MASSACHUSETTS COASTAL,ZONE MANAGEMENT POLICIES The Project is consistent with the Massachusetts Coastal Zone Management (CZM) Program Policies. The Massachusetts CZM Program was established to protect and manage the development and use of the coastal zone under the provisions of the Federal Coastal Zone Management Act of 1972. This is accomplished by reviewing proposed developments in the coastal zone in terms of consistency with the CZM Coastal Policies and Management Principles. The Project's consistency with relevant policies/principles is described below. Stormwater Management Water Quality Policy 1 "Ensure that nonpoint pollution controls promote the attainment of state surface water quality standards in the coastal zone." Water Quality Policy 2 "Ensure those point-source discharges in or affecting the coastal zone are consistent with federally approved state effluent limitations and water quality standards The Project stormwater management system will comply with the DEP Stormwater Design Standards. 211 Page Riverview Place Chapter 91 License Application Coastal Hazards Coastal Hazard Policy 1 "Preserve, protect, restore, and enhance the beneficial functions of storm damage prevention and flood control provided by natural coastal landforms, such as dunes, beaches, barrier beaches, coastal banks, land subject to coastal storm flow,salt marshes, and land under the ocean." The site does not contain any natural coastal landforms. The site does contain land subject to coastal storm flowage. As discussed in previously, a Flood Study was performed for the Project to determine the coastal and riverine flood potential on the Project Site with consideration of predicted sea level rise. The report considered the riverine and coastal flooding factors affecting the Project site and took into consideration predicted sea level rise using best available data. The Flood Study suggested that the Project design take into consideration the preliminary 2013 FEMA flood elevation of 10.3 and a predicted 1.8 foot increase in sea level rise over the next century. As a result, the Project proponents revised the design to program those portions of the lowest floors located below elevation 12.3 for parking uses and the first habitable floor elevations for Buildings 1 and 2, portions of which are located in the 100 year flood zone, have been set at 21 feet(NAVD 88) which is 8.7 feet above the 12.3 coastal flood design goal. Furthermore, the Project will be designed in accordance with the state building code requirement for construction in flood zones. Energy Energy Policy#2 Encourage energy conservation and the use of renewable sources such as solar and wind power in order to assist in meeting the energy needs of the Commonwealth The ,project has been designed to meet the state Stretch Energy Code which the City of Salem adopted. The street lights within the development will be equipped with LED lighting. Public Access Public Access Policy 1 "Ensure that developments proposed near existing public recreation sites minimize their adverse effects." Public Access Management Principle 1 Improve public access to coastal recreation facilities and alleviate auto traffic and parking problems through improvements in public transportation. Link existing coastal recreation sites to each other or to nearby coastal inland facilities via trails for bicyclists, hikers, and equestrians, and via rivers for boaters. Public Access Management Principle 2 Increase capacity of existing recreation areas by facilitating multiple use and by improving management, maintenance and public supportfacilities. Resolve conflicting uses whenever possible through improved management rather than through exclusion of uses. 221 Page Riverview Place Chapter 91 License Application The Project will provide a view corridor from Mason Street, directly across from Mack Park, through the site to the North River. Pedestrian access from Mason Street to the North River will be provided through the Project site. Public access along the North River will be provided from Flint Street through the Project Site. The site is located across the North River from the Leslie's Retreat Park which can be accessed from Flint Street. A connection has been included in the Project design that would extend from the proposed Project walkway along the North River to a City-owned connection to Leslie's Retreat Park. In addition to creating a more direct route to the park,this connection will also create a walkway connection to the MBTA commuter rail station. Growth Management Growth Management Principal "Encourage the revitalization and enhancement of existing development centers in the coastal zone through technical assistance and federal and state financial support for residential, commercial and industrial development." The Project is consistent with the stated management principles as the Project site is located in an existing urban neighborhood located in close proximity to the downtown and the MBTA commuter rail station. The Project will convert a large expanse of currently vacant paved areas into new residential housing and commercial uses with public access along the North River. 231 Page •q �r+�' '4 t.. 'S�srOu t� A �� - � rY,p7� G _ W,s Riverview Place Chapter 91 License Application TL 9 � - EX15 :. • Y q �r� K 4. 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'^�=.d�. $�a f.L l�tis`4CaW. eC,3A r.f0. � j nnn,` ni all In u - - ou nu 19n1 nn nn JII01IemI nn nn lull Nn, ml nl 1 n Ir Ion :nn I i®� � nu un I ■•� � duel nul lural I •• Inn ,Bill ial 1 n n a� r� �-"• �aNiii °Nu ' r II°o 1 o i� ui i iii ii X11 � aEill_�a � 117!I' �ijn_�§ �!EM, sol 1onMINI N 11 n4n ; n nu, .. Nn1nm ! U o n n nnn MIN nnona nu n' 111 n _ n I,nl nl nun, 'nn, in �uoou n� I,nm on, 9 'm 'n `Ilu nn nn nnn nn no II Nn ml1 nn nn n11 nn on nn III Inn no' nun un MInl nu no nn ul II ii ii -- y .In l O nom nu OO uo IO. $: it, q U S il1 •�' 7 1111 Iln 1111 7`�q � � p, }`r Imo,:. II n. 7.71771 1111 Iln 1111 Riverview Place Chapter 91 License Application EXHIBIT 1 ABUTTERS LIST Parcel 26-0028 Pamela A. Roberts 80 Flint Street Salem, MA 01970 Parcel 26-0027 Lisa Albano 82 Flint Street Salem, MA 01970 Parcel 26-0026 Raymond and Brenda Harvey 84 Flint Street Salem, MA 01970 Parcel 26-0025 Daniel and Judith Little 5 Summit Street Salem, MA 01970 Parcel 26-0024 Delcina Goolsby P.O. Box 390 Greenland, NH 03840 Parcel 26-0023 George Cobb 21 Royal Crest Drive#2 Nashua, NH 03060 Parcel 26-0022 Julie Lanchester 92 Flint Street Salem, MA 0970 Parcel 26-0099—801 Michael J Bonvie and Edit Toth-Bonvie 75 Mason Street Unit 1 Salem, MA 01970 29Page Riverview Place Chapter 91 License Application Parcel 26-0099—802 Gregory Lynch and Suzanne Winship 75 Mason Street Unit 2 Salem, MA 01970 Parcel 26-0099—803 Lorene Scanlan 77 Mason Street Unit 1 Salem, MA 01970 Parcel 26-0099—804(77 Mason Street) Roland Skreslet 7 Jills Way Peabody, MA 01960 Parcel 26-0098 Astero Deligiannidis 73 Mason Street Salem, MA01970 Parcel 26-0094 65 Mason Street Nominee Trust KCMP Capital, Inc. 255 State Street Boston, MA 01209 Parcel 26-0092 Ledge Hill Realty Trust Richard Brennan,TR 105 Mason Street Salem, MA01970 Parcel 26-0090 Mason Realty Associates, LLC 53 Mason Street Salem, MA 01970 Parcel 26-0047 (38 Commercial Street) Mason Realty Trust Andrew Weinstein,TRA 53 Mason Street Salem, MA 01970 30Page Riverview Place Chapter 91 License Application Parcel 26-0040 Massachusetts Bay Transit Authority P.O. Box 845142 Boston, MA 02284-5142 Parcels 26-0029(70 Flint Street) 26-0030(64 Flint Street) 26-0041(71 North Street-Easement along Canal) City of Salem 64 Flint Street City Hall Salem, MA 01970 Parcels 26-0046(26 0046—7 Rear Commercial Street) 26-0033;34;35 (Leslie's Retreat Park parcels) c/o Massachusetts DOT District Office Attn: MEPA Coordinator 519 Appleton Street Arlington, MA 02476 31 [ Page Riverview Place Chapter 91 License Application Attachment 2 Chapter 91 Drawings Sheets 1 through 3 I I CERTIFY THAT I HAVE CONFORMED WITH THE RULES AND REGULATIONS OF THE REGISTERS OF DEEDS IN PREPARING THIS PLAN. ------------------- WILLIAMS & SPARAGES LLC EXISTING TOPOGRAPHIC AND PROPERTY LINE INFORMATION ,`y\ -Mw q, -J xfSHOWN TAKEN FROM "SITE DEVELOPMENT PERMIT PLAN OF � "` or <RIVERVIEW PLACE IN SALEM, MASSACHUSETTS' PLANS BY �.�Ledge.s,'Salem EASTERN LAND SURVEY ASSOC. INC., DATED JANUARY 24, bv 'l 2008, REVISED THROUGH MARCH 26, 2009. � � VERTICAL DATUM IS NGVD 7929 � a'��:�y�P�,_ i bsg� n `SAI E1 LOCUS MAP NOT TO SCALE F MACK PARK � n 14 MASON STREET F FWNDATON _ RENAINS/RUBBIE ?5u 3gy Leven R.T. e RIRichardRichardMock P^M Brannon,n.it Cmeuml mm — — DEP este. tee—HISTORIC D E Da�I�e,aM € I HIGH WATER maeren WMe� IFTI J I\\\ Realty a•' D't'N HA ' RUBBLE `� RBLES Y FEMA 100 YEAR F blue nON / UBPILE PILI \ FLOOD LEVEL co �. r L f pfMNNS (EL=10.81 NGVD; r MAP NUMBER 1 F ru y /► 25009C0419G; MAP REVISED I JULY 16, 2014 areal4 ^e a NAS y\\ I RUB 1 �h PILE ` /// 00 00 ' // ` a► •€ E)aSTI G MEAN HIGH WATER (MHW) ,,,,. EL=4.4 NGVD sTc eaektal g1.TER s,FLaoD (MAL) Eee-r— ( ) ae — EXISTING CONDITIONS SHEET I OF 3 DATE: DECEMBER 9, 2014 o so 100• 200• SCALE: I"=100' PI ANC A(:(`nUPANYINr, THF PFTITI(1N RY RIVFRViN I CERTIFY THAT I HAVE CONFORMED WITH THE RULES AND REGULATIONS OF THE REGISTERS OF DEEDS IN PREPARING THIS PLAN. ------------------- WILLIAMS & SPARAGES LLC 2 E ❑ 0 F MACK PARK. � W a MASON STREET F BLDG 03DEE ..�.. r �L HISTORIC i e HIGH j WATER f PARKING ` W DECK Ea. —" FEMA 100 YEAR I co FLOOD LEVEL OPEN AIR (EL-10.81 NGVD) BLDG SED➢DN MAP NUMBER [ 1 ( , 25009C0419G; 1; MAP REVISED JULY 16, 2014 z / i - / BLDG P At",- (sa.o / I ../�-.�,.,•��,. i =CDT OFFSET [ROM THE 'v --Ex15 TING MHW � 1p1JO5GPPE �� , t WISKWAf EXISTING MEAN FPA (100 FOOT HIGH WATER (MHW) / OFFSET FROM THE (E4=4.4 NGVD) ------ RT`�A EXISTING MHW) 14 C X111 P A R K flftIDGE STREET PROPOSED SITE PLAN SHEET 2 OF 3 DATE: DECEMBER 9, 2014 0, 50' 100' 200' O V V D x m F m c o O WO m MOm W W m A N O_ a A 0 r ar DRIVE 3 oPEN AREA a3 NORTH RIVER CANAL x r 9x5 9x9 10x2 STONE r > x0RIPP,AP D MHW = 4.4 No 0 _ Sn OURCE: NOAH -1 - - x r. 24" FLARED END I - -+ m - SECTION INV=4.81 _._._ MLW 4.6 � I � � cn _ (SOURCE: NOAA) -01 x U) ➢ - z = DI zoo : DI x r G om( m mo ( C,f mo c . r l cn r1 zo ; SECTION A-A DATUM = NGVD Project No. SALE-0024 Prepared for: Riverview Place LLC 5 Broadmoor Lane Salem,MA 0160 508-954-0073 Stormwater Report Riverview Place 72 Flint Street, #67 & #71 Mason Street Salem, Massachusetts September 21, 2014 wiLLiAMS SPARAGES S 189 N.Main Street,Suite 101 Middleton,MA 01949 Office Tel:978-539-8088 Fax:978-539-8200 www.wsengipgers.com d I STORMWATER REPORT TABLE OF CONTENTS Section 1. Checklist for Stormwater Report 2. Checklist for Redevelopment Projects 3. Operation &Maintenance Plan 4. Erosion & Sediment Control 5. Snow Disposal Guidance 6. Guidelines on Deicing Chemical (Road Salt) Storage 7. DEP Compliance Calculations j TSS Removal Excel Spreadsheets Stormceptor Sizing (See Drainage Analysis) Groundwater Recharge (See Drainage Analysis) j S. Comparative Drainage Analysis (See Separate Report) I I I I i Checklist for Stormwater Report Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report A. Introduction Important when A Stormwater Report must be submitted with the Notice of Intent permit application to document filling out forms compliance with the Stormwater Management Standards. The following checklist is NOT a substitute for on the computer, the Stormwater Report which should provide more substantive and detailed information but is offered use only the tab Po ( 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. Ike 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 i In addition to all plans and supporting information, the Stormwater Report must include a brief narrative describing stonnwater 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 I the Stomrwater Report,the Illicit Discharge Compliance Statement must be submitted prior to the discharge of stornwater runoff to the post-construction best management practices. 'For some complex projects,it may not be possible to include the Construction Period Erosion and Sedimentation Control Plan in the Stormwater Report. In that event,the issuing authority has the discretion to issue an Order of Conditions that approves the project and includes a condition requiring the proponent to submit the Construction Period Erosion and Sedimentation Control Plan before commencing any land disturbance activity on the site. swcheck.doc•04/01/08 - Stormwater Report Checklist•Page 1 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report B. Stormwater Checklist and Certification The following checklist is intended to serve as a guide for applicants as to the elements that ordinarily need to be addressed in a complete Stormwater Report. The checklist is also intended to provide conservation commissions and other reviewing authorities with a summary of the components necessary for a comprehensive Stormwater Report that addresses the ten Stormwater Standards. Note:Because Stormwater requirements vary from project to project, it is possible that a complete Stormwater Report may not include information on some of the subjects specified in the Checklist. If it is determined that a specific item does not apply to the project under review, please note that the item is not applicable (N.A.)and provide the reasons for that determination. A complete checklist must include the Certification set forth below signed by the Registered Professional Engineer who prepared the Stormwater Report, Registered Professional Engineer's Certification I have reviewed the Stormwater Report, including the soil evaluation, computations,Long-term Pollution Prevention Plan, the Construction Period Erosion and Sedimentation Control Plan (if included), the Long- term Post-Construction Operation and Maintenance Plan, the Illicit Discharge Compliance Statement(if included)and the plans showing the stormwater management system, and have determined that they have been prepared in accordance with the requirements of the Stormwater Management Standards.as further elaborated by the Massachusetts Stormwater Handbook. I have also determined that the information presented in the Stormwater Checklist is accurate and that the information presented in the Stormwater Report accurately reflects conditions at the site as of the date of this permit application. Registered Professional Engineer Block.and Signature - a PETER 6A. c BLAISDELL,JR. m `o aML o No.41613 y 9 O ac°C/STEP��4Q �ShjwtrN�`� cgnature 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 swcheck.doc•04/01/08 - Stormwater Report checklist•Page 2 of 8. Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report Checklist (continued) LID Measures: Stormwater Standards require LID measures to be considered. Document what environmentally sensitive design and LID Techniques were considered during the planning and design of the project: ® No disturbance to any Wetland Resource Areas ❑ Site Design Practices(e.g. clustered development, reduced frontage setbacks) ® Reduced Impervious Area(Redevelopment Only) ❑ Minimizing disturbance to existing trees and shrubs ❑ LID Site Design Credit Requested: ❑ Credit 1 ❑ Credit 2 ❑ Credit 3 ❑ Use of"country drainage"versus curb and gutter conveyance and pipe ® Bioretention Cells(includes Rain Gardens) ❑ Constructed Stormwater Wetlands(includes Gravel Wetlands designs) ❑ Treebox Filter ❑ Water Quality Swale ❑ Grass Channel ❑ Green Roof ❑ Other(describe): i Standard 1: No New Untreated Discharges ® No new untreated discharges ® Outlets have been designed so there is no erosion or scour to wetlands and waters of the Commonwealth ❑ Supporting calculations specified in Volume 3 of the Massachusetts Stormwater Handbook included. swcheck.doc•04101/08 - - - - - 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. i ® Calculations provided to show that post-development peak discharge rates do not exceed pre- development rates for the 2-year and 10-year 24-hour storms. If evaluation shows that off-site flooding increases during the 100-year 24-hour storm, calculations are also provided to show that post-development peak discharge rates do not exceed pre-development rates for the 100-year 24- hour storm. Standard 3: Recharge ❑ Soil Analysis provided. ® Required Recharge Volume calculation provided. ❑ Required Recharge volume reduced through use of the LID site Design Credits. ® Sizing the infiltration, BMPs is based on the following method: Check the method used. ❑Static ®Simple Dynamic ❑ Dynamic Field' ❑ Runoff from all impervious areas at the site discharging to the infiltration BMP. ® Runoff from all impervious areas at the site is not discharging to the infiltration BMP and calculations are provided showing that the drainage area contributing runoff to the infiltration BMPs is sufficient to generate the required recharge volume. ® Recharge BMPs have been sized to infiltrate the Required Recharge Volume. ®. Recharge BMPs have been sized to infiltrate the Required Recharge Volume onlyto the maximum extent practicable for the following reason: ® Site is comprised solely of C and D soils and/or bedrock at the land surface ❑ M.G.L. c. 21 E sites pursuant to 310 CMR 40.0000 ❑ Solid Waste Landfill pursuant to 310 CMR 19.000 ❑ Project is otherwise subject to Stormwater Management Standards only to the maximum extent practicable. ❑ Calculations showing that the infiltration BMPs will drain in 72 hours are provided. ❑ Property includes a M.G.L. c.21 E site or a solid waste landfill and a mounding analysis is included. '80%TSS removal is required prior to discharge to infiltration BMP if Dynamic Field method is used. swcheck.doc•04/01108 Stormwater Report Checklist•Page 4 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 3: Recharge(continued) ❑ The infiltration BMP is used to attenuate peak flows during storms greater than or equal to the 10- year 24-hour storm and separation to seasonal high groundwater is less than 4 feet and a mounding analysis is provided. ❑ Documentation is provided showing that infiltration BMPs do not adversely impact nearby wetland resource areas. Standard 4:Water Quality The Long-Term Pollution Prevention Plan typically includes the following: • Good housekeeping practices; • .Provisions for storing materials and waste products inside or under cover; j • 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 estrictions;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. TO se If ale tw 10 swiper ❑ 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 i i ❑ is within soils with a rapid infiltration rate(greater than 2.4 inches per hour) ❑ involves runoff from land uses with higher potential pollutant loads. ❑ The Required Water Quality Volume is reduced through use of the LID site Design Credits. ® Calculations documenting that the treatment train meets the 80%TSS removal requirement and, if applicable, the 44%TSS removal pretreatment requirement, are provided. swcheck.doc•04/01/08 - - - Stormwater Report Checklist•Page.5 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report Checklist (continued) i 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. tA. . 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 Mufti-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 Mufti-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 Pr•Dr. ❑ The discharge is near or to a critical area and the treatment train includes only BMPs that MassDEP has approved for stormwater discharges to or near that particular class of critical area. ❑ Critical areas and BMPs are identified in the Stormwater Report. swcheck.doc•04101/06 - - Stortnwater Report checklist•Page 6 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report Checklist(continued) Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum extent practicable ® The project is subject to the Stormwater Management Standards only to the maximum Extent i 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: (-.o Be ""Oeo tes C.'Nvep) • Narrative; . Construction Period Operation and Maintenance Plan; a 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. swchedc.doc-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: (SEL $Astc ® t.4/ 'Fi'Lnvrp®p 1AJ ZQ:brcO ❑ Name of the stormwater management system owners; i ❑ Party responsible for operation and maintenance; ❑ Schedule for implementation of routine and non-routine maintenance tasks; ❑ Plan showing the location of all stormwater BMPs maintenance access areas; ❑ Description and delineation of public safety features; ❑ Estimated operation and maintenance budget; and ❑ Operation and Maintenance Log Form. ❑ The responsible party is not the owner of the parcel where the BMP is located and the Stormwater Report includes the following submissions: ❑ A copy of the legal instrument(deed, homeowner's association, utility trust or other legal entity) that establishes the terms of and legal responsibility for the operation and maintenance of the project site stormwater BMPs; ❑ A plan and easement deed that allows site access for the legal entity to operate and maintain BMP functions. Standard 10: Prohibition of Illicit Discharges I ® 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. swcheckdoc•04/01/08 - -- Stormwater Report Checklist•Page 8 of 8 i Checklist for Redevelopment Projects Massachusetb StormwaterHandbook Chapter 3 Checklist for Redevelopment Projects I Standard 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 stormwater best management practice requirements of Standards 4, 5,and 6. Existing stormwater discharges shall comply with Standard l 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. i Redevelopment is defined to include • Maintenance and improvement of existing roadways,including widening less than a single lane,adding shoulders,correcting substandard intersections,improving existing drainage systems;and repaving; • Development rehabilitation,expansion and phased projects on previously developed sites,provided the redevelopment results in no net increase in impervious area; and • Remedial projects specifically designed to provide improved stormwater management, such as projects to separate storm drains and sanitary sewers,and stormwater retrofit projects. Components of redevelopment projects that include development of previously undeveloped sites do not meet this definition.The portion of the project located in a previously developed area must meet Standard 7, but project components within undeveloped areas must meet all the Standards. MassDEP recognizes that site constraints often make it difficult to comply with all the Standards at a redevelopment site.These constraints are as follows: Lack of space. Because of the presence of existing structures, on-site subsurface sewage disposal systems,stormwater best management practices,and water bodies and wetlands,and easements,the space available for the installation of additional stormwater BMPs may be quite limited. On many suites it may be difficult or impossible to use space-intensive BMPs such as wet detention basins. Soils: The presence of bedrock or clay can limit the effectiveness of infiltration or detention BMPs. Often soils at redevelopment sites have been compacted by buildings and heavy traffic, impairing their ability to infiltrate stormwater into the ground. tt D t` �6 i. ) Underground utilities.The presence of underground utilities including gas and water mains, sewer pipes and electric cable conduits can greatly reduce the amount of land available for BMPs. i This chapter provides specific guidance and checklists to ensure that the applicant has met his/her obligations under Standard 7.Because it may be difficult for a redevelopment project to comply with all the Stormwater Management Standards,Standard 7 provides that a redevelopment project is required to comply with the following Standards only"to the maximum extent practicable": Standard 2,Standard 3, and the pretreatment and structural stormwater best management practice requirements of Standards 4,5, and 6.Existing outfalls shall be brought into compliance with Standard 1 only to the maximum extent practicable. Volume 2:Technical Guide for Compliance with the Massachusetts Chapter 3 Page I Stonawater Management Standards Massachusetts Stormwater Handbook As set forth in Standard 7, the phrase"to the maximum extent practicable"means that: r (1) Proponents of redevelopment projects have made all reasonable efforts to meet the requirements of Standards 2 and 3 and the pretreatment and structural stormwater best management practices requirements of Standards 4, 5,and 6 and to bring existing outfalls into compliance with Standard 1. (2) They have made a complete evaluation of possible stormwater management measures,including environmentally sensitive site design that minimizes land disturbance and impervious surfaces,low impact development techniques and structural stormwater BMPs; and (3) If not in full compliance with Standard 1 for existing outfalls, Standards 2 and 3 and the pretreatment and structural stormwater best management practice requirements of Standards 4, 5,and 6,they are implementing the highest practicable level of stormwater management. Generally,an alternative is practicable if it can be implemented within the site being redeveloped,taking into consideration cost,land area requirements,soils and other site constraints.However,offsite alternatives may also be practicable.Proponents must document the evaluation of practicable alternatives with sufficient information to support the conclusions of the analysis. At the same time,stormwater runoff from redevelopment projects must be properly managed. To this end, Standard 7 provides that redevelopment projects shall comply with all other requirements of the Stormwater Management Standards,including,without limitation, the pollution prevention requirements of Standards 4,5, and 6,the erosion and sedimentation control requirements of Standard 8,the operation and maintenance requirements of Standard 9,and the prohibition of illicit discharge set forth in Standard 10.Proponents must also improve existing conditions. i Proponents of redevelopment projects shall document their compliance with these requirements.To assist proponents and reviewers in determining whether a redevelopment project complies with Standard 7, MassDEP has prepared the following redevelopment checklist. [Proponents of MassHighway redevelopment projects and Conservation Commissions reviewing such projects may follow the guidelines for redevelopment provided in the MassHighway Stormwater Handbook for Highways and Bridges (May 2004 or latest version) in lieu of the guidance set forth in this chapter.' The MassHighway Starmwater Handbook was developed by the Massachusetts Highway Department and issued by joint correspondence of May 7, 2004 by MassHighway and MisSDEP. It provides detailed guidance on the evaluation and implementation:ofstormwater management practices for MassHighway road and bridge redevelopment projects, including a methodology for screening and selecting Best Management Practices (BMPs). Proponents and reviewers of other public roadway redevelopmentprojects may fmd useful information in the MassHighway Stormwater Handbook.] 'The MassHighway Handbook published in 2004 must be revised to make it consistent with this Handbook. Volume 2:Technical Guide for Compliance with the Massachusetts Chapter 3 Page 2 Stormwater Management Standards Massachuseas Stormwater Handbook Redevelopment Checklist Existing;Conditions • On-site:For all redevelopment projects,proponents should document existing conditions, including a description of extent of impervious surfaces,soil types,existing land uses with higher potential pollutant loads,and current onsite stormwater management practices. • Watershed:Proponents should determine whether the project is located in a watershed or subwatershed,where flooding,low streamflow or poor water quality is an issue. The Proiect Is the project a redevelopment project? • Maintenance and improvement of existing roadways • Development of rehabilitation,expansion or phased project on redeveloped site,or • Remedial stormwater project For non-roadway projects, is any portion of the project outside the definition of redevelopment? • Development of previously undeveloped area • Increase in impervious surface If a component of the project is not a redevelopment project,the proponent shall use the checklist set forth below to document that at a minimum the proposed stormwater management system fully meets each Standard for that component. The proponent shall also document that the proposed stormwater ! management system meets the requirements of Standard 7 for the remainder of the project. The Stormwater Management Standards The redevelopment checklist reviews compliance with each of the Stormwater Management Standards in order. !' II Standard 1: (Untreated discharges No new stormwater conveyances(e g., outfalls) may discharge untreated stormwater directly to or cause erosion in wetlands or waters of the Commonwealth. Same rule applies for new developments and redevelopments. Full compliance with Standard 1 is required for new outfalls. • What BMPs are proposed to ensure that all new discharges associated with the discharge are adequately treated? Pep SjAp CiS%3, t exo"wmi. +!(:, sTo(4^e %L w i r • What BMPs are proposed t„anenre that no new discharges cause erosion in wetlands or waters of the Commonwealth' &e W Swp® VeAck li t. ,SGS %r-nQP4 • Will the proposed discharge comply with all applicable requirements of the Massachusetts Clean Waters Act and the regulations promulgated thereunder at 314 CMR 3.00,314 CMR 4.00 and 314 CMR 5.00? Ntvc- Volume 2:Technical Guide for Compliance with the Massachusetts Chapter 3 Page 3 . Stormwater Management Standards Massachusetts Stormwater handbook Existing outfalls shall be brought into compliance with Standard 1 to the maximum extent practicable. • Are there any existing discharges associated with the redevelopment project for which new treatment could be provided? V40 • If so,the proponent shall specify the stormwater BMP retrofit measures that have been considered to ensure that the discharges are adequately treated and indicate the reasons for adopting or rejecting those measures. (See Section entitled"Retrofit of Existing BMPs".) • What BMPs have been considered to prevent erosion from existing stormwater discharges? Standard 2: (Peak rate control and flood prevention) Stormwater management systems must be designed so that post-development peak discharge rates do not exceed pre-development peak discharge rates. This Standard may be waived for land subject to coastal storm flowage. Full compliance for any component that is not a redevelopment Compliance to the Maximum Extent Practicable: • Does the redevelopment design meet Standard 2,comparing post-development to pre- development conditions? N{E 5 • If not,the applicant shall document an analysis of alternative approaches for meeting the Standard. (See Menu of Strategies to Reduce Runoff and Peak Flows and/or Increase Recharge Menu included at the end of this chapter.) Improvement of existing conditions: • Does the project reduce the volume and/or rate of runoff to less than current estimated conditions?Has the applicant considered all the alternatives for reducing the volume and/or rate of runoff from the site? (See Menu.) N(f-5 • Is the project located within a watershed subject to damage by flooding during the 2-year or 10- year 24-hour storm event?If so,does the project design provide for attenuation of the 2-year and 10-year 24-hour storm event to less than current estimated conditions? Have measures been implemented to reduce the volume of runoff from the site resulting from the 2 year or 10 year 24 hour storm event?(See Menu.) Ka • Is the project located adjacent to a water body or watercourse subject to adverse impacts from vire, flooding during the 100-year 24-hour storm event?If so,are portions of the site available to increase flood storage adjacent to existing Bordering Land Subject to Flooding(BLSF)? NlA®r PRIRAe,ft ) • Have measures been implemented to attenuate peak rates of discharge during the 100-year 24- hour storm event to less than the peak rates undercurrent estimated conditions?Have measures Ym5 been implemented to reduce the volume of runoff from the site resulting from the 100-year 24- hour storm event? (See Menu.) Standard 3:(Recharge to Ground water) Loss of annual recharge to ground water shall be eliminated or minimized through the use of infiltration measures,including environmentally sensitive site design, low impact development techniques,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 the pre- development conditions based on soil type. This Standard is met when the stormwater management system is designed to infiltrate the required recharge volume as determined in accordance with the Massachuseass Stormwater Handbook. Full compliance for any component that is not a redevelopment Volume 2:Technical Guide for Compliance with the Massachusetts Chapter 3 Page 4 Stormwater Management Standards Massachusetts Stormwater Handbook Compliance to the Maximum Extent Practicable: • Does the redevelopment design meet Standard 3,comparing post-development to pre- development conditions? • If not,the applicant shall document an analysis of alternative approaches for meeting the Standard? • What soil types are present on the site?Is the site is comprised A solely of C and D soils and bedrock at the land surface? ID �t%„% V— `V S j Does the project include sites where recharge is proposed at or adjacent to an area classified as contaminated,sites where contamination has been capped in place,sites that have an Activity and Use Limitation(AUL)that precludes inducing runoff to the groundwater,pursuant to MGL Chapter 21E and the Massachusetts Contingency Plan 310 CMR 40.0000;sites that are the location of a solid waste landfill as defined in 310 CMR 19.000; or sites where groundwater from the recharge location flows directly toward a solid waste landfill or 21 E site?' *�(e S • Is the stormwater runoff from a land use with a higher potential pollutant load? N® • Is the discharge to the ground located within the Zone II or Interim Wellhead Protection Area of a public water supply? K_ • Does the site have an infiltration rate greater than 2.4 inches per hour? %46 Improvements to Existing Conditions: • Does the project increase the required recharge volume over existing(developed)conditions?If so,can the project be redesigned to reduce the required recharge volume by decreasing impervious surfaces(make building higher,put parking under the building,narrower roads, sidewalks on only one side of street,etc.)or using low impact development techniques such as porous pavement? l'AO • Is the project located within a basin or sub-basin that has been categorized as under high or medium stress by the Massachusetts Water Resources Commission,or where there is other evidence that there are rivers and streams experiencing low flow problems? If so,have measures been considered to replace the natural recharge lost as a result of the prior development?(See Menu.) Not' To 1ft �` C* OLXI- K►l t leo • Has the applicant evaluated measures for reducing site runoff? (See Menu.) `(16S Standard 4: (80%TSS Removal) Stormwater management systems must 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 idenfifted in a long-term pollution prevention plan and thereafter are implemented and maintained; b. Stormwater BMPs 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. Full compliance for any component that is not a redevelopment Full compliance with the long-term pollution plan requirement for new developments and redevelopments. • Has the proponent developed a long-term pollution plan that fully meets the requirements of Standard 49 'c'o T;s 90.0-no9O 1w+ SWQQP • Does the pollution prevention plan include the following source control measures? o Street sweeping N(ES 2 A mounding analysis is needed if a site falls within this category. See Volume 3. Volume 2:Technical Guide for Compliance with the Massachusetts Chapter 3 Page 5 - Stormwater Management Standards Massachusetts Stormwater Handbook o Proper management of snow, salt, sand and other deicing chemicals SES o Proper management of fertilizers,herbicides and pesticides o Stabilization of existing eroding surfaces Compliance to the Maximum Extent Practicable for the other requirements: • Does the redevelopment design provide for treatment of all runoff from existing(as well as new) impervious areas to achieve 80%TSS removal? If 80%TSS removal is not achieved,has the stormwater management system been designed to remove TSS to the maximum extent practicable? '(ES • Have the proposed stormwater BMPs been properly sized to capture the prescribed runoff volume? YES (,SOC !9iV MCIG? V_ CAuCWLftRO. /(V4 9 o One inch rule applies for discharge • within a Zone It or Interim Wellhead Protection Area, near or to another critical area, from a land use with a higher potential pollutant load to the ground where the infiltration rate is greater than 2.4 inches per hour • Has adequate pretreatment been proposed? `(C-5 (Dew SA-%? G'6`f W/4000) o 44%TSS Removal Pretreatment Requirement applies if: • Stormwater runoff is from a land use with a higher potential pollutant load • Stormwater is discharged • To the ground within the Zone II or Interim Wellhead Protection Area of a Public Water Supply • To the ground with an infiltration rate greater than 2.4 inches per hour • Near or to an Outstanding Resource Water, Special Resource Water, Cold-Water Fishery, Shellfish Growing Area,or Bathing Beach. • If the stormwater BMPs do not meet all the requirements set forth above,the applicant shall document an analysis of alternative approaches for meeting the these requirements. (See Section on Retrofitting Existing BMPs(the"Retrofit Section'). Improvements to Existing Conditions: • Have measures been provided to achieve at least partial compliance with the TSS removal standard? `(E' • Have any of the best management practices in the Retrofit.Section been considered? NtA • Have any of the following pollution prevention measures been considered? o Reduction or elimination of winter sanding,where safe and prudent to do so No o Tighter controls over the application of fertilizers,herbicides,and pesticides �(E$ jo Landscaping that reduces the need for fertilizer,herbicides and pesticides *.L O o High frequency sweeping of paved surfaces using vacuum sweepers hlo o Improved catch basin cleaning `(iFS o Waterfowl control programs NO j • Are there any discharges(new or existing)to impaired waters? If so,see TMDL section. {AO i Standard 5 (Hip-her Potential Pollutant Loads(HPPL) N A. 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 ofstormwater runofffrom such land uses to the maximum extent practicable. Ifthrough source control and/or pollution prevention,all land uses with higher potential pollutant loads cannot Volume 2:Technical Guide for Compliance with the Massachusetts Chapter 3 Page 6 Stormwater Management Standards Massachusetts Stormwater Handbook be completely protected from exposure to rain,snow,snow melt and stormwater runoff, the proponent N' shall use the specific stormwater BMPs determined by the Department to be suitablefor such use as jprovided 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 e 21,§§26-53,and the regulations promulgated thereunder at 314 CMR 3.00,314 CMR 4.00 and 314 CMR 5.00. Full compliance for any component that is not a redevelopment. Full compliance with pollution prevention requirements for new developments and redevelopments. Pollution Prevention • Has the proponent considered any of the following operational source control measures? o Formation of a pollution prevention team, o Good housekeeping practices, o Preventive maintenance procedures, o Spill prevention and clean up, o Employee training,and o Regular inspection of pollutant sources. • Has the proponent considered implementation of any of the following operational changes to reduce the quantity of pollutants on site? o Process changes, o Raw material changes, o Product changes,or o Recycling. • Has the proponent considered making capital improvements to protect the land uses with higher ! potential pollutant loads from exposure to rain,snow, snow melt,and stormwater runoff? i o Enclosing and/or covering pollutant sources(e.g.placing pollutant sources within a building or other enclosure,placing a roof over storage and working areas,placing tarps under pollutant source) ! o Installing a containment system with an emergency shutoff to contain spills? ! o Physically segregating the pollutant source to prevent run-on of uncontaminated stormwater? reatment • If applicable,compliance with the treatment and pretreatment requirements of Standard 5 only to the Maximum Extent Practicable by directing the stormwater runoff from land uses with higher potential pollutant loads to appropriate stormwater BMPs? o Are the BMPs selected capable of removing the pollutants associated with the higher potential pollutant load land("LUHPPL")use? o Is the land use likely to generate stormwater with high concentrations of oil and grease? If so has an oil grit separator, sand filter,filtering bioretention area or equivalent been proposed for pretreatment? Improvement of Existing Conditions. Volume 2:Technical Guide for Compliance with the Massachusetts Chapter 3 Page 7 Stormwater Management Standards Massachusetts Stormwater Handbook �.� • If the redevelopment converts a site from a non-LUHPPL use to a LUHPPL use,the applicant shall document how the stormwater BMPs shall be modified or replaced to come into compliance with Standard 5. • What specific measures have been considered to offset the anticipated impacts of land uses with higher potential pollutant loads? • If the redevelopment proposal is a brownfield project,the applicant shall demonstrate how the stormwater management measures have been designed to prevent mobilization or remobilization of soil and groundwater contamination. (See Brownfield section) I Other Requirements • Does the discharge comply with all applicable requirements of the Massachusetts Clean Waters Act,314 CMR 3.00,314 CMR 4.00 and 314 CMR 5.00? Standard 6(Critical Areas) Stormwater discharges to a Zone H or Interim Wellhead Protection Area of a public water supply and stormwater discharges near or any other critical area require the use of the specific source control and pollution prevention measures and the specific stormwater best management practices determined by the Department to be suitable for managing discharges to such area,as provided in the Massachusetts Stormwater Handbook: A discharge is near a critical area if there is a strong likelihood of a signifuant impact occurring to said area,taking into account site-speeifte factors.Stormwater discharges to Outstanding Resource Waters or Special Resource Waters shall be set back from the receiving water and receive the highest and best practical method of treatment.A "stormwater discharge,"as defined in 314 CMR 3.04(2)(a)1. or(b),to an Outstanding Resource Water or Special Resource Water shall comply with 314 CMR 3.00 and 314 CMR 4.00. Stormwater discharges to a Zone I or Zone A are prohibited unless essential to the operation of the public water supply. Full compliance for component of project that is not a redevelopment Full compliance with pollution prevention requirements for new developments and redevelopments. If applicable,compliance to the Maximum Extent Practicable with the pretreatment and treatment requirements of Standard 6: • Does the redevelopment project utilize the pretreatment,treatment and infiltration BMPs approved for discharges near or to critical areas? • If the redevelopment project does not comply with Standard 6,the applicant shall document an analysis of alternative measures for meeting Standard 6.(See Section on Specific Redevelopment Projects.) Improvements to Existing Conditions: • Have measures to protect critical areas been considered,including additional pollution prevention measures and structural and non-structural BMPs? Other Requirements • Does the discharge comply with the Massachusetts Clean Waters Act, 314 CMR 3.00,314 CMR 4.00,and 314 CMR 5.00? Standard 8: (Erosion. Sediment Control -- - Volume 2:Technical Guide for Compliance with the Massachusetts - Chapter 3 Page 8 Stormwater Management Standards Massachusetts Stormwater Handbook 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),must be developed and implemented. i All redevelopment projects shall fully comply with Standard 8. i • Has the proponent submitted a construction period erosion,sedimentation and pollution �a 1 prevention plan that meets the requirements of Standard 8? '� t3� Sv1Sww«gyp t J tW lr/P Standard 9: (Operation and Maintenance) A long-term operation and maintenance plan must be developed and implemented to ensure that stormwater management systems function as designed. All redevelopment projects shall fully comply with Standard 9. • Has the proponent submitted a long-term Operation and Maintenance plan that meets the requirements of Standard 9? -To 'E S..ae+t 1.s %WWW Standard 10(Illicit Discharges) All illicit discharges to the stormwater management system areprohibited All redevelopment projects shall fully comply with Standard 10. • Are there any known or suspected illicit discharges to the stormwater management system at the redevelopment project site? Np • Has an illicit connection detection program been implemented using visual screening,dye or smoke testing? 140 • Have an Illicit Discharge Compliance Statement and associated site map been submitted verifying that there are no illicit discharges to the stormwater management system at the site? Yt� Improvements to Existing Conditions: • Once all illicit discharges are removed,has the proponent implemented any measures to prevent additional illicit discharges? q Volume 2:Technical Guide for Compliance with the Massachusetts Chapter 3 Page 9 Stormwater Management Standards Massachusetts Stormwater Handbook Figure 5-1 Menu of Strategies to Reduce Runoff or Peak Flows and/or Increase Recharge • Rehabilitate the soils • Plant trees and other vegetation j • Install a green roof • Maximize naturally vegetated areas ®�• • Reduce impervious surfaces • Disconnect roof runoff from direct discharge to the drainage system • Disconnect other existing paved areas from direct discharge to the drainage system, allowing controlled flow over pervious areas or through BMPs providing at least partial recharge • Install porous pavement and/or other recharge measures(where sustainable and maintainable for promoting infiltration) • Apply LID techniques for runoff reduction ®p • Install additional structural BMPs that are appropriate for redevelopment sites including infiltration trenches,subsurface structures, oil-grit separators,proprietary BMPs j Retrofit existing BMPs I Volume 2:Technical Guide for Compliance with the Massachusetts Chapter 3 Page 10 Stormwater Management Standards. Massachusetts Stormwater Handbook Retrorrtting Existing BMPs R.A . Many BMPs can be effectively retrofitted depending on site conditions and the water quantity or quality objectives trying to be achieved.'The objective of stormwater retrofitting is to remedy problems associated with, and improve water quality mitigation functions of,older,poorly designed,or poorly maintained stormwater management systems.Prior to the development of the stormwater standards,site drainage design did not require stormwater detention for controlling post-development peak flows.As a result,drainage,flooding,and erosion problems can be common in many older developed areas of the state.Furthermore,a majority of the dry detention basins throughout the state have been designed to control peak flows,without regard to water quality mitigation. Therefore,many existing dry detention basins provide only minimal water quality benefit.Incorporating stormwater retrofits into existing developed sites or into redevelopment projects can reduce the adverse impacts of uncontrolled stormwater runoff. Bioretention Area Retrofits-can be used as a stormwater retrofit,by modifying existing landscaped areas, or if a parking lot is being resurfaced. In highly urban watersheds,they are one of the few practical retrofit options. Catch Basin Retrofits or Reconstruction-Older catch basins without sumps can be replaced with catch basins having four foot-deep sumps. Sumps provide storage volume for coarse sediments,assuming that accumulated sediment is removed on a regular basis.Hooded outlets,which are covers over the catch basin outlets that extend below the standing water line,can also be used to trap litter and other floatable materials.Leaching catch basins can be installed adjacent to deep sump catch basins to achieve 80%TSS removal.Be aware,however,that many products are being touted as catch basin inserts,but the effectiveness of these devices can vary significantly. Dry Detention Basin Retrofits-Traditional dry detention basins can be modified to become extended dry detention basins,wet basins, or constructed stormwater wetlands for enhanced pollutant removal.This is one of the most commonly and easily implemented retrofits,since it typically requires little or no additional land area,capitalizes on an existing facility for which there is already some resident acceptance of stormwater management,and involves minimal impacts to environmental resources(Claytor,Center for Watershed Protection,2000). There are numerous retrofit options that will enhance the removal of pollutants in detention basins: • Excavate the basin bottom to create more permanent pool storage. • Raise the basin embankment to obtain additional storage for extended detention. • Modify the outfall structure to create a two-stage release to better control small storms while not significantly compromising flood control detention for large storms. • Increase the flow path from inflow to outflow and eliminate short-circuiting by using baffles, earthen berms or micro-pond topography to increase residence time. • Incorporate stilling basins at inlets and outlets. • Regrade the basin bottom to create a wetland area near the basin outlet or revegetate parts of the basin bottom with wetland vegetation to enhance pollutant removal,reduce mowing,and improve aesthetics. • Create a wetland shelf along the perimeter of a wet basin to improve shoreline stabilization, enhance pollutant filtering,and enhance aesthetic and habitat functions. • Create a low maintenance"no-mow"wildflower ecosystem in the drier portions of the basin. 'Additional information on retrofitting stormwater BMPs can be found in the Urban Stormwater Retrofit Practices Manual. See hn://www.cn.orgMo� loads/KLQLiag 3 no odf Volume 2:Technical Guide for Compliance with the Massachusetts Chapter 3 Page i l Stormwater Management Standards - - - - - - - Massachusetts Siormwater Handbook �.� • Provide a high flow bypass to avoid resuspension of captured sediments/pollutants during high flows. • Eliminate low-flow bypasses. Drainage Channel Retrofits-Existing channelized streams and drainage conveyances such as drainage channels can be modified to reduce flow velocities and enhance pollutant removal.Weir walls or riprap check dams placed across a channel create opportunities for ponding,infiltration,and establishment of wetland vegetation upstream of the retrofit.In-stream retrofit practices include stream bank stabilization of eroded areas and placement of habitat improvement structures(i.e.,flow deflectors,boulders, pools/riffles,and low-flow channels)in natural streams and along stream banks.In-stream retrofits may require an evaluation of potential flooding and floodplain impacts resulting from altered channel conveyance,as well as requirements for local, state, or federal approval for work in wetlands and watercourses. Parking Lots and Roadways-Parking lots offer ideal opportunities for a wide range of stormwater retrofits: 1. Incorporate bioretention areas into parking lot islands and landscaped areas;tree planter boxes can be converted into functional bioretention areas,rain gardens,or treebox filters to reduce and treat stormwater runoff. 2. Remove curbing and acid slotted curb stops.Curbs along the edges of parking lots can sometimes be removed or slotted to re-route runoff to vegetated filter strips,water quality swales,grass channels,or bioretention facilities.The capacity of existing swales may need to be evaluated and expanded as part of this retrofit option. 3. Incorporate new treatment practices such as bioretention areas,sand filters,and constructed stormwater wetlands at the edges of parking lots. 4. In overflow parking or other low-traffic areas,asphalt can be replaced with porous pavement. Sand Filter Retrofits-are suitable where space is limited,because they consume little surface space and have few site restrictions. Since sand filters cannot treat large drainage areas,retrofitting many small individual sites may be the only option.This option may be expensive. Storm Drain Outfalls-New stormwater treatment practices can be constructed at the outfalls of existing drainage systems.The new stormwater treatment practices are commonly designed as off-line devices to treat the fust flush volume and bypass larger storms.Water quality swales,bioretention areas,sand filters, constructed stormwater wetlands,and wet basins are commonly used for this type of retrofit.Other stormwater treatment practices may also be used if there is enough space for construction and maintenance. Specific Redevelopment Projects Redevelopment projects present unique challenges for controlling stormwater.It is possible that site constraints may prevent a redevelopment project from complying with one or more of the Stormwater Management Standards. Even if a redevelopment project cannot meet all of the Standards,there may be ample opportunity to improve existing site conditions depending on the other water quality or quantity issues in the watershed.The following special considerations provide unique opportunities for identifying how existing conditions may be improved: Volume 2:Technical Guide for Compliance with the Massachusetts Chapter 3 Page 12 Stormwater Management Standards Massachusetts Storm water Handbook �.ps. A. Groundwater Recharge Areas-Redevelopment projects located within these areas(Zone II, Interim Wellhead Protection Areas(IWPA),aquifer protection districts,etc.)should place a high priority on ground water recharge BMPs. 1) Disconnecting Rooftop Runoff—In some instances,building roof drains connected to the stormwater drainage system can be disconnected and re-directed to vegetated filter strips, bioretention facilities,or infiltration structures(dry wells or infiltration trenches). 2) Use of Porous Paving Materials-Existing impermeable pavement in overflow parking or other low-traffic areas can sometimes be replaced with alternative permeable materials such as modular concrete paving blocks, modular concrete or plastic lattice,or cast-in-place i concrete grids. Site-specific factors including traffic volumes,soil permeability,maintenance, sediment loads,and land use must be carefully considered prior to selection. B. Cold-Water Fisheries-Redevelopment projects adjacent to these areas should place a high priority on mitigating potential thermal impacts. Techniques to consider include: 1) Maintain Time of Concentration-Time of concentration(Tc) is based on the flow path and length,ground cover,slope and channel shape.When development occurs,Tc is often shortened due to the impervious area,causing greater flows to occur over a shorter period of time. Increasing the To will help to reduce the thermal impact of stormwater runoff from warm surface areas.Options to consider include: • Increasing the length of the runoff flow path • Increasing the surface roughness of the flow path • Detaining flows on site • Minimizing land disturbance • Creating flatter slopes. 2) Disconnecting impervious areas—Breaking up large impervious expanses with vegetated zones will reduce the potential temperature increases of stormwater flowing across hot pavement. C. Brownfield Redevelopment—Redeveloping urban and non-urban brownfield sites(which in Massachusetts includes most"disposal sites"under the Massachusetts Contingency Plan [MCP]) are a Commonwealth priority,with ramifications for urban sprawl as well as the remediation of historically contaminated properties.Proponents of brownfield redevelopment projects should evaluate BMPs that will prevent the significant uncontrolled mobilization or remobilization of soil or ground water contamination. BMP considerations at these sites should consider such factors as: • The location of stormwater infiltration units with respect to contaminated areas • Ground water mounding effects on the rate and direction of migration of ground water contaminants • The location of outfalls • Water quality BMPs. D. Runoff to Impaired Water Bodies—If MassDEP has issued a Total Maximum Daily Load (TMDL)that establishes a waste load allocation for stormwater discharge and/or a TMDL Implementation Plan that identifies remedies aimed at reducing the amount of pollutants from stormwater discharges,proponents may be required to install stormwater BMPs that are consistent with the TMDL. Volume 2:Technical Guide for Compliance with the Massachusetts Chapter 3 Page 13 Storatwaier Management Standards Mossachusetts Stormwater Handbook E. Runoff to Areas of Localized Flooding—Project proponents must also understand the potential impacts of stormwater runoff in areas prone to localized flooding. When completing the checklist,proponents should consider the capacity of the receiving water and/or storm drainage system. When evaluating discharges to areas subject to localized flooding,the proponent should evaluate the ability to maintain and/or improve existing site cover and reduce runoff volume. I, I i I i I i i I i Volume 2:Technical Guide for Compliance with the Massachusetts Chapter 3 Page 14 - Stormwater Management Standards i I Operation & Maintenance Plan i i i i Operation&Maintenance Plan 72 Flint Street,#67& #71 Mason Street Salem,MA September 21,2014 This Operation&Maintenance Plan has been prepared to comply with the provisions set forth in the Massachusetts Department of Environmental Protection(DEP)Stormwater Management Standards. Structural Best Management Practices (BMPs) require periodic maintenance to insure proper function and efficiency in pollutant removal from stormwater discharges that would otherwise reach wetland resource areas untreated. Maintenance schedules found below are as recommended in Department of Environmental Protections Massachusetts Stormwater Handbook and as recommended in the manufacturer's specifications. r The following BMPs shall be utilized for the Riverview Place project for pollutant removal from stormwater discharge as well providing additional groundwater recharge on site by directing the proposed roof runoff to an infiltration basin: • Parking Lot Sweeping • Deep-Sump Catch Basins • Stormceptor STC 4800 • Bioretention Cells for Roof Runoff Parking Lot Sweeping: • The parking lot shall be swept at least once per year in the spring. Deep-Summ Catch Basins: • Inspect at least four times per year with special consideration given to the end of foliage and snow removal seasons. Sediments must be removed whenever the depth of deposits is greater than or equal to one half the depth from the bottom of the sump or one half the depth of the invert of the outlet pipe. • Clamshell buckets and/or vacuum trucks are typically used to remove sediment in Massachusetts. • Cleanings may be taken to a landfill or other facility permitted by MassDEP to accept solid waste, without any prior approval by MassDEP. However,some landfills require catch basin cleanings to be tested before they are accepted. For information on all of the MassDEP requirements pertaining to the j disposal of catch basin cleanings go to www.Mass. og v/dep/recycle/laws/cafacts.doc Stormceptor STC 4800: Operation & Maintenance Plan Riverview Place, Salem, MA - September 21 2014 Stormceptor STC 4800: • Rinker Materials generally recommends annual maintenance be performed or whenever the sediment volume in the unit reaches 15% of the total storage. • Oil is removed through the 6"inspection/cleanout pipe and sediment is removed through the 24" diameter outlet riser pipe. Alternatively,oil could be removed from the 24" opening if water is removed from the treatment chamber,lowering the oil level below the drop pipes. • The depth of sediment can be measured from the surface of the Stormceptor with a dipstick tube equipped with a ball valve (Sludge Judge@). Rinker Materials recommends maintenance be performed once the sediment depth exceeds the guideline values provided in Table 8 found on page 19 of The StormceptorM System Technical Manual. As can be seen below,the sediment depth indicating required maintenance is eight(8") inches. Table 8. Sediment Depths Indicating Required Maintenance* Model Sediment Depth 450i. 8" 200 mm 900 8" 200 mm 1200 10" 250 mm 1800 15" 375 mm 2400 12" 300 mm 3600 17" 425 mm 4800 15" 375 mm 6000 18" 450 mm 7200 15" 375 mm 11000s 17" 425 mut)** 13000s 20" 500 mm ** 16000s 17" 425 mm)- Depths m-Depths are approximate * Depths in each structure • No entry into the unit is required for routine maintenance of the Inlet Stormceptor or the smaller disc insert models of the In-Line Stormceptor. Entry to the level of the by-pass may be required for servicing the larger in-line models. Any potential obstructions at the inlet can be observed from the surface. The by-pass chamber has been designed as a platform for authorized maintenance personnel, in the event that an obstruction needs to be removed,drain flushing needs to be performed,or camera surveys required. • Typically,maintenance is performed by the Vacuum Service Industry,a well established sector of the service industry that cleans underground tanks,sewers,and catch-basins. Costs to clean a Stormceptor will vary based on the size of the unit and transportation distances. If you need assistance for cleaning a Stormceptor unit,contact your local Rinker Materials representative,or the Rinker Materials Stormceptor Information Line at(800)909-7763. 2 Operation &Maintenance Plan Riverview Place, Salem, MA - September 21, 2014 The requirements for the disposal of material from a Stormceptor are similar to that of any other BMPs. Local guidelines should be consulted prior to disposal of the separator contents. Bioretention Cells: "i Inspect and remove trash monthly throughout the year. i • Remove and replace dead vegetation annually in the spring. • Prune the shrubs annually in the spring. • Remove any sediment from the top of the stone diaphragms and from the pretreatment sideslope annually in the spring. • Mow the pretreatment sideslopes once a month during the growing season. • When areas of erosion are identified,repair areas of erosion and revegetate as needed as soon as possible. i • Inspections shall be performed at least twice a year,or after a major storm event which is defined as a storm that is equal to or greater than the 2-year storm event • Luring these inspections,record and map the following information: -The presence of accumulated trash and/or debris, -The presence of dead vegetation and/ or invasive species (invasives must be removed), -Stability of the sideslopes and berms, I -Accumulation of sediment, -Survival rate of plantings (dead plantings must be replaced) i 3 i i f Erosion & Sedimentation Control Erosion&Sediment Control Plan #72 Flint Street,#67 &#71 Mason Street Salem,MA September 21,2014 In order to limit the amount of erosion and sedimentation that takes place during and after construction,it is important to implement a management plan,which will protect and limit the amount of land area that is devoid of vegetation at any given time. Prior to Construction-Prior to start of construction activities,the owner,builder,and site contractor shall clearly identify areas that may be affected by the proposed clearing and earth moving activities by reviewing the approved grading plan as part of an initial site visit. During the site visit,the limit of work line shall be reviewed to confirm the type of erosion control measure to be used top rotect downstream wetland resources and abutting property. Limits of tree clearing shall be verified during the initial site visit with emphasis on identifying"save areas"for existing trees and vegetation where practicable. Erosion and Sediment Control Device Siltfence is proposed as the primary erosion control device for this project(see construction detail provided on the subdivision plan set). It is important for the owner,builder,and/or site contractor to have access to a supply of haybales should the need arise for additional erosion and sediment control measures. Haybales can be used along a slope and/or together with sfltfence to protect against concentrated stormwater runoff over exposed surfaces(see attached construction detail for haybale installation). The erosion and sediment control devices shall be inspected every 7 days or within 24-hours of a 1/2-inch(or greater) rainfall event to ensure that they are operating properly. If sediment levels begin to build up on the erosion control devices,it may be necessary to remove the accumulated sediment to ensure that the erosion control devices continue to operate as designed. Sediment shall be removed if it builds up more than 12-inches above the ground surface at the erosion control device. Earth-moving Activities After trees and other vegetation are cleared,earth-moving(or grading) activities can begin. The approved grading plan shall be used to help guide the site contractor during regrading activities. Often times it is helpful to have a land surveyor establish benchmark elevations and/or lines of grade to aid the site contractor during regrading activities. This is the time during which the site is most vulnerable to erosion. Therefore,it is important for the site contractor to finalize grading activities as soon as practicable following land clearing. Areas than remain exposed longer than 30 working days in an interim condition shall be stabilized in a temporary fashion. Once final grades have been established,permanent vegetation can be established. Temporary Seeding During construction it may be necessary to temporarily stabilize areas that will not be brought to final grade for a period longer than 30 working days. Temporary seeding is accomplished using fast-growing grass seed species such as ryegrass. Seeding shall be performed in accordance with the guidelines set forth in the attached Temporary Seeding Guidance,which is an excerpt from a publication entitled,"Massachusetts Erosion and Sediment Control Guidelines for Urban and Suburban Areas,May 2003,prepared by Franklin, Hampden,and Hampshire Conservation Districts." Erosion&Sediment Control #11 East Street&#0 Maple Street, Middleton, MA February 10,2014 Permanent Seeding&Plantings Once final grades have been established and the weather permits,every effort shall be made to establish permanent vegetation on disturbed and exposed areas. In addition to grass seed,tree and shrub plantings shall be an integral part of the permanent stabilization plan. Care shall be taken by the owner,builder,and/or site contractor to select trees,shrubs,and seed mixes that are best suited to the soil conditions on the site. Soil moisture, depth to seasonal groundwater,and exposure to sunlight shall be carefully considered when selecting species. In recent years,the emphasis on using plant species native to Massachusetts has grown. Information on the use of non-native and native species can be found on the web and in many local nursery catalogs. I Permanent seeding shall be performed in accordance with the guidelines set forth in the attached Permanent Seeding Guidance,which is an excerpt from a publication entitled,"Massachusetts Erosion and Sediment Control Guidelines for Urban and Suburban Areas,May 2003,prepared by Franklin,Hampden,and Hampshire Conservation Districts." I 2 Attachment A "Temporary Seeding Guidance Document" i i i 142 Erosion and Sediment Control Practices Maintenance Inspect seeded areas for failure and make necessary repairs and reseed immediately. Conduct or follow-up survey after one year and replace failed plants where necessary. If vegetative cover is inadequate to prevent rill erosion, overseed and fertilize in accordance with soil test results. If a stand has less than 40%cover, reevaluate choice of plant materials and quantities of lime and fertilizer. Re-establish the stand following seedbed preparation and seeding recommendations, omitting lime and fertilizer in the absence of soil test results. If the season prevents resowing, mulch or jute netting is an effective temporary cover. Seeded areas should be fertilized during the second growing season. Lime and fertilize thereafter at periodic intervals,as needed. References `.; North Carolina Department of Environment, Health, and Natural Resources, Erosion and Sediment Control Field Manual, Raleigh,NC,February 1991. Personal communication,Richard J.DeVergilio, USDA,Natural Resources Conservation Service,Amherst, MA. U.S. Environmental Protection Agency,Storm Water Manaeement For Construction Activities, EPA-832-R-92-005,Washington, DC,September, 1992. Washington State Department of Ecology,Stormwater Management Manual for the Puget Sound Basin,Olympia,WA, February, 1992. Seed>Ing;Temporary Planting rapid-growing annual grasses, small grains, or legumes to provide initial, temporary cover for erosion control on disturbed areas. Purpose To temporarily stabilize areas that will not be brought to final grade for a period of more than 30 working days. To stabilize disturbed areas before final grading or in a season not suitable for permanent seeding. Temporary seeding controls runoff and erosion until permanent vegetation or other erosion control measures can be established. Root systems hold down the soils so that they are less apt to be carried offsite by storm water runoff or wind. Temporary seeding also reduces the problems associated with mud and dust from bare soil surfaces during construction. Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices 143 Where Practice Applies On any cleared, unvegetated, or sparsely vegetated soil surface where vegetative cover is needed For less than one year.Applications of this practice include diversions, dams, temporary sediment basins, temporary road banks,and topsoil stockpiles. Where permanent structures are to be installed or extensive re- grading of the area will occur prior to the establishment of permanent vegetation. Areas which will not be subjected to heavy wear by construction traffic. Areas sloping up to 10% for 100 feet or less,where temporary seeding is the only practice used. I Advantages This is a relatively inexpensive form of erosion control but should only be used on sites awaiting permanent planting or grading.Those sites should have permanent measures used. Vegetation will not only prevent erosion from occurring, but will also trap sediment in runoff from other parts of the site. Temporary seeding offers fairly rapid protection to exposed areas. i jDisadvantages/Problems Temporary seeding is only viable when there is a sufficient window in time for plants to grow and establish cover.It depends heavily on the season and rainfall rate for success. If sown on subsoil, growth will be poor unless heavily fertilized I and limed. Because overfertilization can cause pollution of stormwater runoff, other practices such as mulching alone may be more appropriate.The potential for over-fertilization is an even worse problem in or near aquatic systems. Once seeded,areas should not be travelled over. I Irrigation may be needed for successful growth. Regular irrigation is not encouraged because of the expense and the potential for erosion in areas that are not regularly inspected. Planning Considerations Temporary seedings provide protective cover for less than one year.Areas must be reseeded annual or planted with perennial vegetation. Temporary seeding is used to protect earthen sediment control practices and to stabilize denuded areas that will not be brought into final grade for several weeks or months. Temporary seeding can provide a nurse crop for permanent vegetation,provide residue for soil protection and seedbed preparation, and help prevent dust production during construction. Erosion and Sediment Control Guidelines 144 Erosion and Sediment Control Practices Use low-maintenance native species wherever possible. Planting should be timed to minimize the need for irrigation. Sheet erosion,caused by the impact of rain on bare soil, is the source of most fine particles in sediment. To reduce this sediment load in runoff,the soil surface itself should be protected. The most efficient and economical means of controlling sheet and rill erosion is to establish vegetative cover.Annual plants which sprout rapidly and survive for only one growing season are suitable for establishing temporary vegetative cover. Temporary seeding is effective when combined with construction phasing so bare areas of the site are minimized at all times. Temporary seeding may prevent costly maintenance operations on other erosion control systems. For example, sediment basin clean-outs will be reduced if the drainage area of the basin is seeded where grading and construction are not taking place. Perimeter dikes will be more effective if not choked with sediment. Proper seedbed preparation and the use of quality seed are important in this practice just as in permanent seeding. Failure to carefully follow sound agronomic recommendations will often result in an inadequate stand of vegetation that provides little or no erosion control. Soil that has been compacted by heavy traffic or machinery may need to be loosened. Successful growth usually requires that the soil be tilled before the seed is applied. Topsoiling is not necessary for temporary seeding;however,it may improve the chances of establishing temporary vegetation in an area. Planting Procedures Time of Planting Planting should preferably be done between April I and June 30, and September 1 through September 30. If planting is done in the months of July and August, irrigation may be required. If planting is done between October 1 and March 31,mulching should be applied immediately after planting. if seeding is done during the summer months, irrigation of some sort will probably be necessary. Site Preparation Before seeding, install needed surface runoff control measures such as gradient terraces, interceptor dike/swales, level spreaders, and sediment basins. Seedbed Preparation The seedbed should be firm with a fairly fine surface. Perform all cultural operations across or at right angles to the slope. See Topsoiling and Surface Roughening for more information on seedbed preparation.A minimum of 2 to 4 inches of tilled topsoil is required. Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices 145 Liming and Fertilization Apply uniformly 2 tons of ground limestone per acre(100 lbs. per 1,000 Sq. Ft.)or according to soil test. Apply uniformly 10-10-10 analysis fertilizer at the rate of 400 lbs. per acre(141bs. per 1,000 Sq. Ft.) or as indicated by soil test. Forty percent of the nitrogen should be in organic form. Work in lime and fertilizer to a depth of 4 inches using any suitable equipment. Seedmgs for Temporary Cover �.� ' Specres � S�edmgRater Ibslsg�t�y; Recommended; ,', 1 000 So Ft Aere . Seeding Dates_ �niial Ryegrass v � 1 '. � 411 ti v�Ag'ral`1 to Junp]�� Foxtail Mtllet z 0'7` � \ 30 \1VIay 1 to June 30" , August f�to:Sept 15 lumter Aye ' `` 3 s 124 r Aug 15 to O\ct 1S �+, Hydroseedt[� �apphcattans wttt;appropriat�s�ed tnulch4erkt112er mudures nay also tieiused � \ Seeding . Select adapted species from the accompanying table. Apply seed uniformly according to the rate indicated in the table by broadcasting, drilling or hydraulic application. Cover seeds with suitable equipment as follows: aRye grass V4 inch -Millet /2 to Y44 inch -Oats 1 to 1-1/2 inches —Winter rye 1 to 1-1/2 inches. Mulch Use an effective mulch, such as clean grain straw; tacked and/or tied down with netting to protect seedbed and encourage plant growth. Common Trouble Points Lime and fertilizer not incorporated to at least 4 inches May be lost to runoff or remain concentrated near the surface where they may inhibit germination. Mulch rate inadequate or straw mulch not tacked down Results in poor germination or failure, and erosion damage. Repair damaged areas, reseed and mulch. Erosion and Sediment Control Guidelines 146 Erosion and Sediment Control Practices Annual ryegrass used for temporary seeding Ryegrass reseeds itself and makes it difficult to establish a good cover of permanent vegetation. Seed not broadcast evenly or rate too low Results in patchy growth and erosion. Maintenance Inspect within 6 weeks of planting to see if stands are adequate. Check for damage after heavy rains. Stands should be uniform and dense. Fertilize, reseed, and mulch damaged and sparse areas immediately. Tack or tie down mulch as necessary. Seeds should be supplied with adequate moisture. Furnish water as needed,especially in abnormally hot or dry weather or on adverse sites. Water application rates should be controlled to prevent runoff. References' Massachusetts Department of Environmental Protection, Office of Watershed Management, Nonpoint Source Program, Massachusetts Nonooint Source Management Manual, Boston, Massachusetts,June, 1993. North Carolina Department of Environment,Health, and Natural Resources,. Erosion and Sediment Control Field Manual,Raleigh, NC, February 1991. U.S. Environmental Protection Agency,Storm Water Management For Construction Activities,EPA-832-R-92-005,Washington,DC, September, 1992. I Washington State Department of Ecology,Stormwater Management Manual for the Puget Sound Basin, Olympia,WA, February, 1992. i A temporary sediment barrier installed parallel to the bank of a stream or lake. Used to contain the sediment produced by construction operations on the bank of a stream or lake and allow for its removal. Where Practice Applies The silt curtain is used along the banks of streams or lakes where sediment could pollute or degrade the stream or lake. I I Erosion and Sediment Control Guidelines Attachment B "Permanent Seeding Guidance Document" i i II 132 Erosion and Sediment Control Practices Maintenance The effective life of a sediment trap depends upon adequate maintenance. The trap should be readily accessible for periodic maintenance and sediment removal. Set a stake at one-half the design depth. This will be the "cleanout level." Remove sediment when it has accumulated to one-half the design depth. Inspect sediment traps after each significant rainfall event. Repair any erosion and piping holes immediately. Clean or replace spillway gravel facing if clogged. Promptly replace any displaced riprap, being careful that no stones in the spillway are above design grade. Inspect vegetation; reseed and remulch if necessary. Check spillway depth periodically to ensure minimum of 1.5 It depth from lowest point of the settled embankment to highest point of spillway crest. Fill any low areas of the embankment to maintain design elevation. After all sediment-producing areas have been stabilized,inspected, and approved,remove the structure and all unstable sediment.Smooth site to blend with adjoining areas and stabilize in accordance with vegetation plan. R�feret�ces> bN Minnick,'E' . L., and IH T. Marshall,Starmwater Management and Erosion Control For Urban and Developing Areas in New Hampshire, Rockingham County Conservation District,August 1992. North Carolina Department of Environment, Health, and Natural Resources, Erosion and Sediment Control Field Manual, Raleigh,NC,February 1991. U.S. Environmental Protection Agency,Storm Water Management For Construction Activities,EPA-832-R-92-005,Washington,DC,September, 1992. Washington State Department of Ecology,Stormwater Management Manual For the Puget Sound Basin, Olympia,WA, February, 1992. Seeding, Permanent; ,< A The establishment of perennial vegetative cover on disturbed areas. Purpose Permanent seeding of grass and planting trees and shrubs provides stabilization to the soil by holding soil particles in place. Vegetation reduces sediments and runoff to downstream areas by slowing the velocity of runoff and permitting greater infiltration of the runoff. Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices 133 Vegetation also filters sediments, helps the soil absorb water, improves wildlife habitats, and enhances the aesthetics of a site. Where Practice Applies Permanent seeding and planting is appropriate for any graded or cleared area where long-lived plant cover is needed to stabilize the soil. Areas which will not be brought to final grade for a year or more. w Some areas where permanent seeding is especially important are filter strips, buffer t ps, bu er areas, vegetated swales, steep slopes,and stream banks. This practice is effective on areas where soils are unstable because of their texture or structure, high water table,winds, or steep slope. Advantages Advantages of seeding over other means of establishing plants include the small initial establishment cost,the wide variety of grasses and legumes available, low labor requirement,and ease of establishment in difficult areas. Seeding is usually the most economical way to stabilize large areas. Well established grass and ground covers can give an aesthetically pleasing, finished look to a development. Once established, the vegetation will serve to prevent erosion and retard the velocity of runoff. Disadvantages/Problems Disadvantages which must be dealt with are the potential for erosion during the establishment stage,a need to reseed areas that fail to establish, limited periods during the year suitable for seeding, and a need for water and appropriate climatic conditions during germination. Vegetation and mulch cannot prevent soil slippage and erosion if soil is not inherently stable. Coarse, high grasses that are not mowed can create a fire hazard in some locales. Very short mowed grass, however,provides less stability and sediment filtering capacity. j Grass planted to the edge of a watercourse may encourage fertilizing and mowing near the water's edge and increase nutrient and pesticide contamination. Depends initially on climate and weather for success. May require regular irrigation to establish and maintain. Planning considerations Selection of the right plant materials for the site, good seedbed preparation,timing, and conscientious maintenance are important. Whenever possible, native species of plants should be used for landscaping. These plants are already adapted to the locale and Erosion and Sediment Control Guidelines 134 Erosion and Sediment Control Practices survivability should be higher than with"introduced" species. Native species are also less likely to require irrigation, which can be j a large maintenance burden and is neither cost-effective nor ecologically sound. If non-native plant species are used,they should be tolerant of a large range of growing conditions,as low-maintenance as possible, and not invasive. Consider the microclimate within the development area. Low areas may be frost pockets and require hardier vegetation since cold air tends to sink and flow towards low spots. South-facing slopes may be more difficult to re-vegetate because they tend to be sunnier and drier. Divert as much surface water as possible from the area to be planted. Remove seepage water that would continue to have adverse effects on soil stability or the protecting vegetation. Subsurface drainage or other engineering practices may be needed. In this situation, a permit may be needed from the local Conservation.Commission: check ahead of time to avoid construction delays. Provide protection from equipment,trampling and other destructive agents. Vegetation cannot be expected to supply an erosion control cover and prevent slippage on a soil that is not stable due to its texture, structure, water movement, or excessive slope. I Seeding Grasses and Legumes Install needed surface runoff control measures such as gradient terraces, berms, dikes, level spreaders, waterways, and sediment basins prior to seeding or planting. Seedbed Preparation If infertile or coarse-textured subsoil will be exposed during land shaping, it is best to stockpile topsoil and respread it over the finished slope at a minimum 2-to 6-inch depth and roll it to provide a firm seedbed. If construction fill operations have left soil exposed with a loose, rough, or irregular surface, smooth with blade and roll. Loosen the soil to a depth of 3-5 inches with suitable agricultural or construction equipment. Areas not to receive top soil shall be treated to firm the seedbed after incorporation of the lime and fertilizer so that it is depressed no more than 1/s-1 inch when stepped on with a shoe.Areas to receive topsoil shall not be firmed until after topsoiling and lime and fertilizer is applied and incorporated, at which time it shall be treated to firm the seedbed as described above. This can be done by rolling or cultipacking. j Cool Season Grasses Cool Season Grasses grow rapidly in the cool weather of spring and fall, Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices 135 and set seed in June and July. Cool season grasses become dormant when summer temperatures persist above 85 degrees and moisture is scarce. Lime and Fertilizer Apply lime and fertilizer according to soil test and current Extension Service recommendations.In absence of a soil test,apply lime(a pH of 5.5-6.0 is desired) at a rate of 2.5 tons per acre and 10-20-20 analysis fertilizer at a rate of 500 pounds per acre(40%of N to be in an organic or slow release form). Incorporate lime and fertilizer into the top 2-3 inches of soil. Seeding Dates Seeding operations should be performed within one of the following periods: a April l -May 31, August 1 -September 10, a November 1 -December 15 as a dormant seeding (seeding rates shall be increased by 50%for dormant seedings). Seeding Methods Seeding should be performed by one of the following methods. Seed should be planted to a depth of%to V2 inches. Drill seedings, Broadcast and rolled, cultipacked or tracked with a small track piece of construction equipment, w Hydroseeding, with subsequent tracking. Mulch iMulch the seedings with straw applied at the rate of �6 tons per acre. Anchor the mulch with erosion control netting or fabric on sloping areas. Warm Season Grasses Warm Season Grasses begin growth slowly in the spring,grow rapidly in the hot summer months and set seed in the fall. Many warm season grasses are sensitive to frost in the fall,and the top growth may die back. Growth begins from the plant base the following spring. Lime and Fertilizer Lime to attain a pH of at least 5.5.Apply a 0-10-10 analysis fertilizer at the rate of 600 lbs./acre. Incorporate both into the top 2-3 inches of soil. (30 lbs. of slow release nitrogen should be applied after emergence of grass in the late spring.) Erosion and Sediment Control Guidelines 136 Erosion and Sediment Control Practices Seeding Dates Seeding operations should be performed as an early spring seeding(April 1-May 15)with the use of cold treated seed.A late fall early winter dormant seeding(November 1 -December 15) can also be made,however the seeding rate will need to be increased by 50%. Seeding Methods Seeding should be performed by one of the following methods: a Drill seedings (de-awned or de-bearded seed should be used unless the drill is equipped with special features to accept awned seed). a Broadcast seeding with subsequent rolling,cultipacking or tracking the seeding with small track construction equipment. Tracking should be oriented up and down the slope. Hydroseeding with subsequent tracking. If wood fiber mulch is used, it should be applied as a separate operation after seeding and tracking to assure good seed to soil contact. Mulch Mulch the seedings with straw applied at the rate of'�tons per acre. Anchor the mulch with erosion control netting or fabric on sloping areas. Seed Mixtures for Permanent Cover Recommended mixtures for permanent seeding are provided on the following pages. Select plant species which are suited to the site conditions and planned use. Soil moisture conditions, often the major limiting site factor, are usually classified as follows: Dry-Sands and gravels to sandy loams. No effective moisture supply from seepage or a high water table. Mout-Well drained to moderately well drained sandy loams,loams, and finer; or coarser textured material with moderate influence on root zone from seepage or a high water table. Wet-All textures with a water table at or very near the soil surface, or with enduring seepage. When other factors strongly influence site conditions,the plants selected must also be tolerant of these conditions. Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices 137 Permanent•Seedmg;Mixtures ' u Seed, Ponds.per; „ Mix ,Site ':.Seed Mixture Acre 1,000 sf Remarks T' Dry Little Bluestein' *`Use Warm Season planting procedure." or Broo'msedge ".0 25 +Roadsides' Tumble l.ovegrass* 1 0 10 *Sand and,Gravel Stabilization Switchgrass ;, 10 ; 0.25; Clover.requires inoculation with nitrogen fixing bacteria Bush Clover* , 2 03 Red Top10.10' '. Rates for this mix are for PLS.I 2 Dry, ,Deertongue 15 0 35 '' t Use Warru Season planting procedures. Broomsedge 10 0.25 *Acid sites/Nlme spoil' Bush Clover* 2 0 i0• *;Clover requires inoculation with nitrogen ng bacteria Red Top 1 010 , *Rates for this mix are for PLS. 3-,z Dry; Big Bluest.em 10 0.25 *Use Warta Season planting procedures. Indian Grass 10% 0.25 *Eastern P aihe appearance Switchgrass 40, 0 25 *;Sand and:Gravel pits. LittleBluestein` 10 0 25 *Golf Course,Wild Areas Rediop or 1 *+'Sanitary'landfill Cover seeding' Perenrial Ryegrass i 10 10%25% *Wildlife Areas tOK to substitute Poverty Dropseed in place of Red Top/Ryegrgss.,t *Rates for this mix=are for PLS. 4" Dry Flat Pea 25'' 0 60, ' *:Use Cool Season planting procedures Red Top or. 2 0 10 *:Utibry Rights of-Ways(tends to suppress.; Perennial Ryegrass 15 ; 0.35 woody growth) 5' Dry; Little Bluestein: 5 010 „ *':Use Warm Season planting procgduies: I ;� SwrtchgrasslA,:r 0 25 'Coastal sites Beach Na20 i 045 ''Rates for:Bluestein and Switchgrass are for Perennial Ryegrass 10 025 . • :PLS 6 Dry Red Fescue 10, 0;25 *Use=Cool Season planung,piocedure Moist' Canada Bluegrass 10 *:Provides quick cover but is non-aggressive; Perennial Ryegrass 10 0.25.< will tend to allow indigenous plant colonization Red Top 1 0.10 *:General erosion control on variety of sites, including forest roads skid trails and landings 7,, Moist Switchgrass 100 25 *:Use Warm Season planting procedure Wet' Virgin>n Wild Rye' 5 0 i0 *(CoastalpI n%% ood plain Big Bluestein 15 0 35 * Rates for Bluestem'and Switchgrass are for Red Top 1 0 10 PLS Erosion and Sediment Control Guidelines 138 Erosion and Sediment Control Practices Permanent Seeding Mixtures Seed;Pounds per. Mix , Site Seed Mixture Acre 7;D00 sf Remarks 8 `NEorst Creeping Bentgrass, ;5,:' 0.10 " *Use Cool Season planting procedures:> , Jet FringedBromegrass .•Si 01V Pond Banks—, Fowl Meadowgrass ' S' 0'10 !Waterways/ditch`banks " Blueloinf Reedgrass or Rice Cutgrass 2' , 0.10, .,Perennial Ryegrass 10 025 9 Mo' is Red Fescue 5` 0.1'0 *Salt Tolerant Wet Creeping Bentgrass .2 010 ' Fescue and Bentg'rass.provide low growing appearance while, Switchgrass provides tall'cover for ., wildlife.i Swtchgrass' , $' 0 20 Terennial.Ryegrass` '. 10 ,0.25 10 Horst• Red Fescue 5; 0:10 . Use Cool'Season'planting'procedure. Wet z Creeping Bertgrass 5: 0;10 *•Trefoil requires inoculation with nitrogen fixing bacteria, .Virginia Wild Rye , 8 - 020 Wood Reed Grass1 0.10 *. Suitable for forestaccess roads slad Showy Tick Trefoil* 1 0.10 trails and'other partial shade sk a[ions. 11, Moist Creeping Bentgrass =5 0'10 *Use CoolVSeason plantingprocedure Wet Blueloint'Reed Grass 1! 0 to * Syitable for tiateivrays pondror ditch banks.' Uigmia Wild Ryei 3` =0.10.1 Tr,efoitmgwres inoculahon with nitrogen:fixing bacteria ..Fowl Meadow Grass_ 10 0.25 ` '' .:Showy Tick Trefoil` `I:` 0.10, ;Red Top ,. i 0.10 12 Wet Blue JOintReed Grass 1 0:10 *Use Cool Season planting procedure Canada Manna Grass i' 0 10 ''OK to seed in saturated soil i conditions but not rf itanding water' Rice Cut Grass 1• 0.10 :Creeping Bent Grass :5 0.1(l *,Suftable;as stabilization seeding for' created wetland. Fowl Meadow Grass -5• 0:10 'All species in this mix are native to, `� "'Massachusetts• .i 13 ,Dry Amencan Beachgrass;l8 I8'�- *Veget;WV6 plantuig with dormant culms :35 culms per planting Moist centers center's; 1 Enter.. . Smooth Cordgrass12 N,. 12=1$ *.Vegetative planting',with•transplants. Tidal Saltineadow Cordgrass centers centers:; Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices 139 Notes: * Species such as Tumble Lovegrass,Fringed Bromegrass,Wood Reedgrass,Bush Clover and Beach Pea,while known to be commercially available from specific seed suppliers,may not always be available from your particular seed suppliers.The local li Natural Resources Conservation Service office may be able to help with a source of supply.In the event a particular species listed in a mix can not be obtained,however,it may be possible to substitute another species. Seed mixtures by courtesy of Natural Resources Conservation Service,Amherst,MA. (PLS) Pure Live Seed Warm Season grass seed is sold and planted on the basis of pure live seed.An adjustment is made to the bulk rate of the seed to compensate for inert material and non-viable seed. Percent of pure live seed is calculated by multiplying the percent purity by the percent germination; (%purity)x(%germination)=percent PLS. For example, if the seeding rate calls for 10 lbs./acre PLS and the seed lot has a purity of 70% and germination of 75%, the PLS factor is: (.70 x.75) -.53 10 tbs. divided by.53 =approx. 19 lbs. Therefore, 19 tbs of seed from the particular lot will need to be applied to obtain 10 lbs. of pure live seed. Special Note Tall Fescue,Reed Canary Grass, Crownvetch and Birdsfoot Trefoil are no longer recommended for general erosion control use in Massachusetts due to the invasive characteristics of each. If these species are used, it is recommended that the ecosystem of the site be analyzed for the effects species invasiveness may impose. The mixes listed in the above mixtures include either species native to Massachusetts or non-native species that are not perceived to be invasive,as per the Massachusetts Native Plant Advisory Committee. Wetlands Seed Mixtures For newly created wetlands, a wetlands specialist should design plantings to provide the best chance of success.Do not use introduced, invasive plants like reed canarygrass (Phalaris arundinacea)or purple •j loosestrife(Lythrum salicaria). Using plants such as these will cause many more problems than they will solve. The following grasses all thrive in wetland situations: cn Fresh Water Cordgrass(Spartina pectinata) ca Marsh/Creeping Bentgrass (Agrostis stolonifera, uar. Palustric) cis Broomsedge(Andropogon uirginicus) ce Fringed Bromegrass(Bromus ciliatus) cs Blue Joint Reed Grass(Calamagrostis cavedensis) css Fowl Meadow Grass (Glyceria striata) w Riverbank Wild Rye(Elymus riparius) os Rice Cutgrass (Leersia oryzoides) vs Stout Wood Reed (Cinna arundinacea) es Canada Manna Grass (Glyceria canadensis) Erosion and Sediment Control Guidelines 140 Erosion and Sediment Control Practices A sample wetlands seed mix developed by The New England Environmental Wetland Plant Nursery is shown on the following page. Wetland Seed Mixture The New England Environmental Wetland Plant Nursery has developed a seed mixture which is specifically designed to be used in wetland replication projects and stormwater detention basins. It is composed of seeds from a variety of indigenous wetland species. Establishing a native wetland plant understory in these areas provides quick erosion control,wildlife food and cover, and helps to reduce the establishment of undesirable invasive species such as Phragmites and purple loosestrife(l.ythrum salicaria).The species have been selected to represent varying degrees of drought tolerance, and will establish themselves based upon microtopography and the resulting variation in soil moisture. I I I I Erosion and.Sediment Control Guidelines Erosion and Sediment Control Practices 14' ;Common Name (Scieatific,Name) „', %mMix, 'Comments Lund Sedge 30 A low ground cover that tolerates inesic sites (Carex luda) m addition to saturated areas prolific seeder: tri second growing season Fowl Meadow Grass 25 Prolific'seed producer that'ts a valuable :'.(GlyceriajCaaadensis) wildlife food source Fanged Sedge10 A medium to large sedge that tolerates (Carex crnrta) saturated areas;good seed'prodticer A, JoePye Weed 10 . Flowerthg plant that is valuable for wildlife Eu atoriade[ hu' '_ac ( p p s m u atu3) cover Grows to 4 feet Brook Sedge 10 Tolerates a wide range of hydrologte ,:(Carex spp:, Ovales group) conditions. Woolgrass S ' ,Tolerates ft Octuating hydrology (Scirpus cypenaus) • ,` ti Bonelet 5 Flowering Plant that is valuable for tvtldhfe r (Eupatongm perfoliatum) cover:Grows to 3 feet Tussock Sedge <5 Grows in eleyated hummocks on wet sites, s(Carex stricta) may grow rlYizomonously,on drier sites �Blue Vervain <5 A native plant that bears attractive,blue (Verlieaa•hastata) flowers:, The recoihTnended application rate is one pound per 5 000 square feet when used as an OndersWry cover Thts rate should be increased to one pound pei 2,500 square feet,for detenhoh balms and other sites which require a very dense cover.,For besf results a late fall application is recoi imended%This mtx'is not reedcommendfor.standing water Erosion and Sediment Control Guidelines i I i i Snow Disposal Guidelines i 1 Snow Disposal Guidance{ Water,Wastewater&Wetlands I MassDEP Page 1 of 4. MassDEP Mezrumhuaatta napartmant of Emirunmantal PrnteaLion Snow Disposal Guidance Effective Date:March 8,2001 I Guideline No.BRPGOI-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 12119197,and all previous snow disposal guidance Approved by:Glenn Haas,Assistant Commissioner for Resource Protection - PURPOSE:To provide guidelines to all government agencies and private businesses regarding snow disposal site selection,site preparation and maintenance,and emergency snow disposal options that are acceptable to the Department of Environmental Protection, Bureau of Resource Protection. i i APPLICABILITY:These Guidelines are issued by the Bureau of Resource Protection on behalf of all Bureau Programs(including Drinking Water Supply,Wetlands and Waterways, li Wastewater Management,and Watershed Planning and Permitting).They apply to public _ agencies and private businesses disposing of snow in the Commonwealth of Massachusetts. INTRODUCTION Finding a place to dispose of collected snow poses a challenge to municipalities and businesses as they clear roads,parking lots,bridges,and sidewalks.While we are all aware - of the threats to public safety caused by snow,collected snow that is contaminated with road salt;sand,litter,and automotive pollutants such as oil also threatens public health and the environment. - As snow melts,mad salt,sand,litter,and other pollutants are transported into surface water. _. -or through the soil where they may eveptuallyreach the groundwater.Road salt and other ` pollutants can contaminate water supplies 64"ere 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 out use of these resources. - There are severarsteps that communities can take to minimize the impactsnf irrow 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 out water resources.Given the authority of.loeal - government over the use of the land,municipal officials and staff have a critically important-: - - - .. ., roMtdplay in prot6ptgtg our water resources: The purpose of these guidelines,is to:helpmun cipalihes and bus messes self prepare and n mairtairiappr6priat6 snow disposal sites before tliesnow begins go accumulate through the_ . httri-/Iu v mace Snow Disposal Guidance ( Water, Wastewater&Wetlands I MassDEP Page 2 of 4 winter. RECOMMENDED GUIDELINES - These snow disposal guidelines address:(1)site selection;(2)site preparation and maintenance;and(3)emergency snow disposaL L sfrE SELECTION The key to selecting effective snow disposal sites is to locate them adjacent to or on pervious surfaces in upland areas away from water resources and wells.At these locations, the snow meltwater can filter in to the soil,leaving behind sand and debris which can be removed in the springtime.The following areas should be avoided • Avoid dumping of snow into any waterbody,including rives,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 Asea(I WPA)of - a public water supply well or within 75 feet of a private well,where road salt may contaminate water supplies. • Avoid damping snow on MassDEP-designated high and medium-yield aquifers where it may contaminate groundwater(see the nerd page for information on ordering maps from MassGIS showing the locations of aquifers,Zone H's,and IWPAs in your community). - • Avoid dumping snow in sanitary landfills and gravel pits.Snow meltwater will create more contaminated leacbate in landfills posing a greater risk to groundwater, and in gravel pits,there is little opportunity for pollutants to be filtered out of the meltwater because groundwater is close to the land surface. • Avoid disposing of snow on top of storm drain catch basins or in stormwater drainage swales or ditches.Snow combined with sand and debris may block a storm - drainage system,causing localized flooding.A high volume of sand,sediment,and - litter released from melting snow also may be quicklytransported through the system into surface water. Site Selection Procedures a It is important that the municipal Department of Public Works or Highway Department,Conservation Commission,and Board of Health work together to select appropriate snow disposal sites.The following steps should be taken: b. Estimate how much snow disposal capacity is needed for the season so that an adequate number of disposal sites can be selected and prepared. c. Identify sites that could potentially be used for snow disposal such as municipal open space(e.g.,parking lots or parks)- d. Sites located in upland locations that are cot likely to impact sensitive environmental resources should be selected fust. , e. If more storage space is still needed,prioritize the sites with the least environmental impact(using the site selection criteria,and local or MassGIS maps as a guide). MassGIS Maps of Open Space and Water Resources If local maps do not show the information you need to select appropriate snow disposal sites,you may order maps from MassGIS(Massachusetts Geographic Information System) which show publicly owned open spaces and approximate locations of sensitive _ environmental resources(locations should be field-verified where possible).Different httn•/Axnv rmace anv(`tanhx.ofF.>•Aaaxm/onna..d:....1./... - - - a/nn/nnan Snow Disposal Guidance Water,Wastewater&Wetlands I MassDEP Page 3 of 4 coverages or map themes depicting sensitive environmental resources are available from MassGIS on the map you order.At a minimum,you should order the Priority Resources Map.The Priority Resources Map includes aquifers,public water supplies,MassDEP- approved Zone H's,Interim Wellhead Protection Areas,Wetlands,Open Space,Areas of Critical Environmental Concern,NHESP Wetlands Habitats,MassDEP Permitted Solid Waste facilities,Surface Water Protection areas(Zone A's)and base map features.The cost of this map is$25.00.Other coverages or map themes you may consider,depending on the location of your city or town,include Outstanding Resource Waters and MassDEP Eelgmss Resources.These are available at$25.00 each,with each map theme being depicted on a separate map.Maps should be ordered from MassGIS via the Internet at htgtJ/www.mass.gov1mgis.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)626-1199. i 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: - - i - ' - • A silt fence or equivalent barrier should be placed securely on the downgmdient side of the snow disposal site. j • 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 ofthe 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. iUnder extraordinary conditions,when all land-based snow disposal options are exhausted, disposal of snow that is net 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 die 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 veinal pools, shellfish beds,mudflats,drinbrig water reservoirs and their tributaries,Zone IIs or - IWPAs of public water supply wells,Outstanding Resource Waters,or Areas of Critical Environmental Concern .. l.,+...1/......................../A..../...a.vn..�...L._......r:._L� - rind rnnrn . . Snow Disposal Guidance. Water,.Wastewater&Wetlands MassDEP Page 4 of 4 Do not dispose of snow where trucks may cause shoreline damage or erosion. Consult with the municipal Conservation Commission to ensure that srmw disposal in open water complies with local ordmermcs 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 Resomce Protection In Boston at 617-292-5602. i i i I - hftr.•//csnvcv maecnnw/Ann/�sro*o�A.�...�A........A:..:.i.t... - � n�rnn�n i I Guidelines on Deicing Chemical (Road Salt) Storage i Guidelines On.Deicing Chemical(Road Salt)Storage I Water, Wastewater& Wetlands I MassDEP Page 1 of 2 MassDEP Mamumhusetts nelamtrrront of Environmental Pru"ation Guidelines On Deicing Chemical (Road Salt) Storage Bureau of Resource Protection Drinking Water Program Effective Date:December 19, 1997. Guideline No.DWSG97-1 Applicability:Applies to all parties storing road salt or other chemical deicing agents. Supersedes:Fact Sheet:DEICING CHEMICAL(ROAD SALT)STORAGE(January 1996) Approved by:Arleen O'Donnell,Asst Commissioner for Resource Protection PURPOSE:To summarize salt storage prohibition standards around drinking wafer supplies and current salt storage practices. APPLICABILITY:These guidelines are issued on behalf of the Bureau of Resource Protection's Drinking Water Program.They apply to all parties storing road salt or other chemical deicing agents. 1. The Road Salt Problem: Historically,there have been incidents in Massachusetts where improperly stored road salt - has polluted public and private drinking water supplies.Recognizing the problem,state and local governments have taken steps in recent years to remediate impacted water supplies and to protect water supplies from future contamination.As a result of properly designing storage sheds,new incidents are uncommon.These guidelines summarize salt storage prohibition standards around drinking water supplies and current salt storage practices. 11. Salt Pile Restrictions in Water Supply Protection Areas: Uncovered storage of salt is forbidden by Massachusetts General Law Chapter 85,section 7A in areas that would threaten water supplies.The Drinking Water Regulations,310 CMR 22.21(2)(b),also restrict deicing chemical storage within wellhead protection areas(Zone I and Zone m for public water supply wells,as follows:"storage of sodium chloride, chemically treated abrasives or other chemicals used for the removal of ice and snow on roads fare prohibited],unless such storage is within a structure designed to prevent the generation and escape of contaminated runoff or leachate."For drinking water reservoirs, 310 CMR 2220C prohibits,through local bylaw,uncovered or uncontained storage of road or parking lot de-icing and sanding materials within Zone A at new reservoirs and at those _ ,reservoirs increasing their withdrawals under MGL Chapter 21G,the Water Management Act For people on a low-sodium diet,20 mg/L of sodium in drinking water is consistent with the bottled water regulations'meaning of"sodium free."At 20 mg/L,sodium co�ibutes 1Wo or less to the sodium level in people on a sodium-restricted diet For more information hti.../G,,,,n,.,,,.,..� ....../Ae..l.....F,...n....„.r....ta,...:r.._..• . . ,..�,,...... Guidelines On Deicing Chemical(Road Salt).Storage {Water, Wastewater& Wetlands MassDEP Page 2 of 2 - contact:Catherine Samfmnas at 617-556.1070 or cad1crine.samftnas@state.maus,or Suzanne Robert at 617-292-5620 or suzanue.robert@smte.maus. III. Salt Storage Best Management Practices (BMP): Components of an"environment-friendly"roadway deicing salt storage facility include: • the right she=a flat site; • adequate space for salt piles; • storage on a pad(impervious/paved area); - • storage under a roof and • nmoffcollection/containment. For more information,see The Salt Storage Handbook,6th ed.Virginia Salt Institute,2006 (phone 703-549-4648 or http://www.saitimtimte.org/Publiratiots-A-V/Sait-Stordge- Handbook). IV. Salt Storage Practices of the Massachusetts Highway Department: The Massachusetts Highway Department(WM)has 216 permanent salt storage sheds at 109 locations in the state.On leased land and state land under arteries and ramps,where the MHD cannot build sheds,salt piles are stored under impermeable material.This accounts - for an additional 15 sites.The MEM also administers a program to assist municipalities with the construction of salt storage sheds.Of 351 communities,201 municipalities have used state funds for salt storage facilities. For mote information about MHD's salt storage facilities,contact Paul Brown at the Massachusetts Highway Department, 10 Park Plaza,Boston,MA 02116(phone 617-973- 7792). i 1 DEP Compliance Calculations I i i I INSTRUCTIONS; Nonautomatetl:mac 4,200e - 1.Sheet is nonautomated. Print sheet and complete using hand calculations.Column A and B: See MassDEP Structural BMP Table 2.The calculations must be completed using the Column Headings specified in Chart and Not the Excel Column Headings 3.To complete Chart Column D, multiple Column B value within Row x Column C value within Row 4.To complete Chert Column E value, subtract Column D value within Row from Column C within Row 5.Total TSS Removal =Sum All Values in Column D Location: A B C D E TSS Removal Starting TSS Amount Remaining BMP' Rate' Load* Removed B*C Load C-D S%AnP 1.00 C C s .. V Separate Form Needsto be Total TSS Removal = ® o Outlet pr'BMP Train eted for ach Project: Prepared By: : N1 "Equals remaining load from previous BMP (E) Date: 2q 4 which enters the BMP Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed f.From MassDEP Stormwater Handbook Vol. 1 Mass. Dept.of Environmental Protection i Project No.SALT 024 Prepared for: Riverview Place LLC 5 Broadmoor Lane Salem,MA 0160 508-954-0073 Comparative Drainage Analysis Riverview Place 72 Flint Street, #67 & #71 Mason Street Salem, Massachusetts July 11, 2014 Revised: September 21, 2014 -W, ( WILLIAMS & SPARAGES S 189 N.Main Street,Suite 101 Middleton,MA 01949 Office Tek 978-539-8088 Fax:97&-539-8200 www.wsengiEe rs.com aPETER M. �YG Comparative Drainage Analysis BLA SDELM JR. Nm CML "Riverview Place" 0 9 No.41613 0 y #72 Flint Street, #67 & #71 Mason Street Salem, Massachusetts e Ca 14 July 11,2014 Revised:September 21,2014 Purpose: The purpose of this analysis is to compare the pre-development,the present or current conditions and the post-development or proposed watershed conditions for the Riverview Place project by analyzing the surface runoff rates to the limit of the watershed analysis shown on the accompanying watershed maps. The results of which are presented on the summary table that follows. This revised analysis is the result of re-calculating the watershed parameters to reflect some minor changes that have occurred to the site plan design since the time of the original filing e.g.building size,parking layout,drainage layout,green space and proposed grading. There are no changes to the pre-existing condition or present condition. Introduction: The Riverview Place project has received prior approval from the Planning Board for Site Plan review and the purpose of this analysis is to expand upon the approved Stormwater Management Report dated November 2008 revised to December 23,2008 which was contained in the Environmental Impact Statement prepared by Eastern Land Survey. The project is bounded to the north by Mason Street,to the west by Flint Street and residences jlocated thereon,to the south by the North River Canal and to the east by a commercial and industrial site. The premises was previously operated as a leather manufacturing facility known as"Salem Suede' and was covered by two(2)large buildings,parking,various debris,very compact gravel/dirt areas and paved driveways. The buildings have been razed,the foundations remain,and much of the paved areas have been removed and stockpiled but the site is presently vacant. The site varies in elevation from approximately 27 feet at Mason Street to elevation 9 feet at an existing rock slope on the bank of the North River Canal which is a tidally influenced body of water. The mean high water of the Canal is elevation 4.4 feet NGVD 29 and the 100 year flood elevation is 10.3 feet NGVD 29. The proposal is to redevelop the site with the construction of three(3)new buildings,an elevated parking deck,surface parking,walkways,landscaping and a new drainage system for treatment of stormwater runoff. It should be noted that this is strictly a buffer zone project and there are no proposed disturbances to any wetlands or the North River with the exception of the installation of a proposed drainage outlet discharging from the site. Comparative Drainage Analysis - Riverview Mason/Flint Street Salem, MA July 8, 2014 Revised: September 21, 2014 E:dsting Condition Soils Analysis: h1 order to model the runoff parameters for both the existing and proposed watershed parameters, the parent soils on site were mapped using the Web Soil Survey(WSS)made available on the United States Department of Agriculture (USDA)National Resources Conservation Service(NRCS)website. The WSS provides vital soil data and information such as Hydrologic Soil Group (HSG)which is then input into a mathematical model to generate runoff curve numbers. The user inputs the soil cover type as well as the hydrologic soil group to generate a weighted curve number(CN)and also uses the topography of the land to generate a time of concentration(Tc) from which the stormwater runoff rate as well as volume may be calculated for a certain watershed for comparison. The soils present on site are comprised of Urban Land and do not have a rating for a Hydrologic Soil Group (HSG)with the NRCS. For the comparative purposes of their analysis, Eastern Land Survey assumed that the site had a hydrologic soil group of"D" for the runoff calculations. Since that time,soil borings have been performed which observed that the top layer of soil on the site consists of sand,gravel,brick,leather,many types of fill.Based on our inspection of the site and the previous conditions it appears that the site was mostly covered by either roof,pavement,or very compact gravel so it is our opinion that the site was not providing much opportunity for infiltration but the soils may be hydrologic soil group C or D, depending on the area and the consistency of the fill. However,in order to be consistent with the prior analysis,we have assumed the site has a hydrologic soil group of"D"for our runoff calculations as well. Stormwater Modeling Methodology: The mathematical model used in this analysis was provided using the HydroCAD 9.10 Version developed by HydroCAD Software Solutions LLC. HydroCAD is a program that is used to model the hydrology and hydraulics of stormwater runoff and is based largely on programs and techniques developed by the Soil Conservation Service(SCS)now known as the NRCS,specifically TR-20 and TR-55 as well as other hydraulic calculation methods. HydroCAD allows the user,for a given rainfall event,to generate runoff hydrographs for single or multiple watersheds and is used to determine if a given drainage system is adequate under the desired conditions as well as to predict flooding or other impacts at specified locations such as erosion_ Three(3)design storm events were analyzed and the results presented in the tables that follow for the two(2)year,ten(10)year,and one-hundred (100)year storm events for comparison It should be noted that the prior study used the rational method and TR-55 for runoff computations. As mentioned above,this analysis utilizes HydroCAD which has similar basis for computations. Although slightly different,the results of our analysis and the prior approved results are in the same order of magnitude for both the pre-development and post-development conditions. 2 Comparative Drainage Analysis- Riverview Mason/Flint Street Salem, MA July 8, 2014 Revised: September 21, 2014 Existing Condition Watershed. The point of comparison selected is limit of the watershed analysis has been delineated along the existing property lines for comparison with the proposed condition. In keeping with the Eastern Land Survey analysis,it is assumed that all flows ultimately reach the North River Canal either by sheet flow or by the existing drainage system unless otherwise noted_ When compared with the '! approved existing condition watershed map by Eastern Land Survey we found that they are very similar with the following exceptions noted: 1) Based on the topography and with field inspection,more of the residential areas located along Flint Street are tributary to the site along our westerly boundary. 2) There is an existing depression located along the easterly property line which does not appear to have an outlet so we have deducted this area from the amount of tributary runoff that reaches the North River Canal. 3) We have included a portion of Mason Street which by topography and by field inspection discharges surficial runoff onto the project site. 4) The City of Salem GIS map shows an existing drain line running under the site and discharging from the existing catch basins on Mason Street to the North River Canal. This pipe was mentioned as possibly being disconnected in the Environmental Impact Statement. Should the pipe be found to be functioning,an easement to the City of Salem would be required. Using the methods described in the stormwater modeling explanation above,runoff curve numbers and times of concentration were generated for each watershed for the existing condition to be used for comparison with the proposed condition described below. A schematic of the mathematical model as well as the results of the,calculations for the 2 year,10 year and 100 year,Type III,24-hour storm events are included in this report. Proposed Condition Watershed: The proposed development includes the use of two (2) Bio retention Cells to promote infiltration as well as some runoff mitigation. Bio retention Cell A will receive runoff from the front half of Building 3 and Bio retention Cell B will receive runoff from the entire roof area from Building 1. Each Bio retention cell will have an underdrain and an emergency overflow pipe that will connect to the proposed drainage system. i jThe proposed parking and walkway areas will discharge to deep-sump catch basins which will then convey the runoff via closed-pipe to a STC 4800 Stormceptor Unit for final treatment of the stormwater runoff prior to discharging to the North River Canal. The discharge pipe to the canal will be equipped with a Tide-Flex Valve or approved equivalent to prevent any backwater condition from the Canal into the proposed drainage system 3 Comparative Drainage Analysis- Riverview Mason/Flint Street Salem, MA July 8, 2014 Revised: September 21, 2014 i The Low Impact Development Measures found in the approved analysis and a detail shown on the plans provided by Eastern Land Survey specify the use of porous pavement on the project site but did not mention a specific amount. The redevelopment checklist states in the recharge to groundwater section that an area of porous pavement is proposed along the south boundary of the parking lot. According to the EIS they were proposing to fully evaluate subsurface conditions with respect to the type of materials and 21E matters during the demolition phase and report the findings along with any modifications relative to Standard 3 to the Salem Conservation Commission. Using the methods described above,runoff curve numbers and times of concentration were generated for each watershed for the existing condition to be used for comparison with the proposed condition described below. A schematic of the mathematical model as well as the results of the calculations for the 2 year,10 year and 100 year,Type III,24-hour storm events are included in this report. Compliance with the 10 DEP Stormwater Management Standards: Standard 1: No new stormwater conveyances (e.g.outfalls)may discharge untreated stormwater directly to or cause erosion in wetlands or waters of the Commonwealth. jAs in the approved design,the discharge from site will be directed through deep-sump catch basins and a Stormceptor unit prior to reaching the North River Canal. The twenty-four(24") inch HDPE outlet pipe will discharge over a riprap embankment consisting of one (1')foot to two(2')diameter placed stones which will not have a negative impact on slope stability. Standard 2: Stormwater management systems shall be designed so that post-development peak discharge rates do not exceed pre-development peak discharge rates. This Standard may be waived far discharges to land subject to coastal storm flowage as defined in 310 CMR 10.04. See the summary table that follows which demonstrates that the post-development peak discharge rates are less than the pre-development peak discharge rates as well as the present peak discharge rates. As mentioned in the Eastern Land Survey,portions of the site are subject to coastal storm flowage and the Stormwater Management Policy does not require attenuation of the post- development peak discharge rates provided that the Standard is waived by the local Conservation Commission. 4 Comparative Drainage Analysis - Riverview Mason/Flint Street Salem, MA July 8, 2014 j Revised: September 21, 2014 I Standard 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 the pre-development conditions based on soil type. This Standard is met when the stormwater management system is designed to infiltrate the required recharge volume as determined in accordance with the Massachusetts Stormwater Handbook. Because the site has been classified as Urban Land by the NRCS,it does not have a rating for a Hydrologic Soil Group which is required to perform the required groundwater recharge calculation under the stormwater management standards. Eastern Land Survey assumed that because of the heavy industrial use that historically took place on the site that the HSG of the premises is"D". Soil borings that were performed on site in November 2013 documented that the top layer of the existing soil on the site consisted of fill material which is comprised of sand,gravel,brick,leather,etc.and is virtually unclassifiable. j To be consistent with the approved analysis,we have also assumed that the soils present on site are HSG"D" for the groundwater recharge calculations and adequate recharge has been provided. Note that adequate recharge has also been provided to meet the requirement for"C' soils also. See attached calculations which demonstrate the project meets this standard. Standard 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 far 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 The proposed project will still utilize deep-sump hooded catch basins to collect the stormwater runoff and discharge to the Stormceptor unit for a presumptive TSS removal rate of 82.75%. The Stormceptor STC 4800 Unit has been sized to accommodate the first flush(0.5")of rainfall over the total impervious area using the sizing program provided by the manufacturer. i Pretreatment is being provided by the deep sump hooded catch basins. 5 Comparative Drainage Analysis - Riverview Mason/Flint Street Salem, MA July 8, 2014 Revised: September 21, 2014 j Standard 5: i 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 melt,and stormwater runoff, the proponent shall use 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 there under at 314 CMR 3.00, 314 CMR 4.00 and 314 CMR 5.00. Although there will be some commercial use with the proposed project,about 5,500 s f., the property use will be mainly residential and as such does not meet the criteria to be considered a LUHPPL. i Standard 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) (i or(b)to an Outstanding Resource Water or Special Resource Water shall comply with 314 CMR 3.00 and 314 CMR 4.00. Stormwater discharges to a Zone I or Zone A are prohibited unless essential to the operation of public water supply. The stormwater discharge from this property is not within a Zone II,an Interim Wellhead Protection Area of a public water supply or near to any other critical area and therefore meets this standard. Standard 7- A redevelopment project is required to meet the following Stormwater Management Standards only to the maximum extent practicable: Standard 2, Standard 3,and the pretreatment and structural best management practice requirements of Standards 4,5,and 6. Existing stormwater discharges shall comply with Standard 1 only to the maximum extent practicable. A redevelopment project shall also comply with all other requirements of the Stormwater Management Standards and improve existing conditions. I The project meets the criteria for a redevelopment. Standards 1,2,3,4,7,8,9 and 10 are being met and Standards 5 and 6 are not applicable. 6 Comparative Drainage Analysis - Riverview Mason/Flint Street Salem, MA July 8, 2014 Revised: September 21, 2014 Standard 8: A plan to control construction-related impacts including erosion,sedimentation and other pollutant sources during construction and land disturbance activities(construction period erosion, sedimentation,and pollution prevention plan)shall be developed and implemented. A draft Stormwater Pollution Prevention Plan (SWPPP)which incorporated the required design criteria was included in the project's ELS provided by Eastern Land Survey in 2008. A final SWPPP which incorporates the project's modifications that have been made since then will be provided prior to the start of construction. Standard 9: A long-term operation and maintenance plan shall be developed and implemented to ensure that stormwater management systems function as designed. Since there have been no changes to the best management practices(BMP s) that were approved by the Planning Board the Operation and Maintenance plan submitted by Eastern Land Survey is still valid. Standard 10: All illicit discharges to the stormwater management system are prohibited. There are no proposed illicit discharges into the Stormwater Management Systems to be constructed. Conclusion As can be seen by examining the following sunmiary&performance tables,the proposed stormwater management system is effective for mitigating the peak flow rates of runoff from the limit of the watershed analysis for the 2,10&100 year storm events. Further,slight reductions in the peak flow rates of runoff are expected from the pre-existing conditions and the present conditions for the proposed project development according to the mathematical model due to increased landscaping,improvement of soil cover type and the use of the two (2)bio retention cells. As you can see from the table below that the minor revisions that occurred to the site plan,there are no changes to the rates of runoff to the existing depression on site,however,there has been a slight reduction in the rates of runoff for the flows entering the North River Canal. 7 Comparative Drainage Analysis- Riverview Mason/Flint Street Salem, MA July 8, 2014 Revised: September 21, 2014 i i Total Peak Rate of Runoff Comparison Table I Description 24 hour Type Pre-Existin¢ Present Proposed III Peak Rate of Condition Peak Rate of Storm Event Runoff Peak Rate of Runoff 'I (year) Runoff I Q cfs. Q cfs. Q cfs. i Flow entering 2(3.1 inch) 0.4 0.4 0.3 the existing 10 (4.5 inch) 0.6 0.6 0.6 depression 100(6.5 inch) 1.0 1.0 0.9 Link 90L Flow entering 2(3.1 inch) 13.3 12.7 11.9 the North 10 (4.5 inch) 20.7 20.2 18.1 River Canal 100(6.5 inch) 31.3 30.9 26.9 Link 87 � I i i I 8 I Pre-Existing Watershed Analysis i I l EX-DEPRESSION Infltrale into ground i - SLS_' EXEX+�nrySON /IX-RES B VI EX-SITE 2 EX-CB\ Add' Flow into drainage Flow to North River system on Flird Street Canal(Tidal) EX-SITE t a Drainage Diagram for PRE-e)dsting_r-D SOILS Prepared by Microsoft. Printed 7/16/2014 Hyd.CAD®9.10 stn 06611 0 2010 HydroCAD Software Solutions LLC Pre-Existing Watershed Conditions - Riverview Place, Salem MA PRE-existing_r-D SOILS Type 11124-hr 2 yr Rainfalf=3.10" Prepared by Microsoft Printed 7/16/2014 HydroCADO 9.10 s/n 06611 @2010 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 63S: EX-RES A [49] Hint: Tc<2dt may require smaller dt Runoff = 2.42 cfs @ 12.01 hrs, Volume= 6,736 cf, Depth= 2.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs i Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 35,836 92 1/8 acre lots 65% imp HSG D 12,543 35.00% Pervious Area 23,293 65.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 25 0.0640 1.63 Sheet Flow, Smooth surfaces n=0.011 P2= 3.10" 0.0 10 0.1200 7.03 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.2 75 0.1100 5.34 Shallow Concentrated Flow, Unpaved Kv= 16 1 fps 0.5 110 Total Summary for Subcatchment 88S: EX-RES B [49] Hint: Tc<2dt may require smaller dt Runoff = 0.47 cfs @ 12.01 hrs, Volume= 1,295 cf, Depth= 2.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt-- 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" iArea (sf) CN Description 6,887 92 1/8 acre lots, 65% imp HSG D 2,410 35.00% Pervious Area 4,477 65.00% Impervious Area i Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) 0.3 20 0.0420 1.32 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" . 0.0 10 0.1200 7.03 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.2 50 0.0660 4.14 Shallow Concentrated Flow, ! 0.5 80 Total Unpaved Kv= 16.1 fps I i Pre-Existing Watershed Conditions- Riverview Place, Salem MA PRE-existing_r-D SOILS Type 11124-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 7/16/2014 HydroCAD@ 9.10 s/n 06611 @2010 HvdroCAD Software Solutions LLC Page 3 i Summary for Subcatchment 89S: EX-DEPRESSION [49] Hint: Tc<2dt may require smaller dt Runoff = 0.37 cfs @ 12.01 hrs, Volume= 1,022 cf, Depth= 1.67" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 4,000 77 Woods, Good, HSG D 1,113 89 Dirt roads, HSG D 1,700 98 Unconnected roofs, HSG D 520 98 Paved parking HSG D 7,333 85 Weighted Average 5,113 69.73% Pervious Area 2,220 30.27% Impervious Area 1,700 76.58% Unconnected Tc Length Slope Velocity Capacity Description min (feet) (tuft) (ft/sec) (cfs) 0.4 25 0.0200 1.03 Sheet Flow, Smooth surfaces n=0.011 P2= 3.10" 0.2 55 0.1100 5.34 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1 60 0.2000 7.20 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.7 140 Total Summary for Subcatchment 9OS: EX-MASON [49] Hint: Tc<2dt may require smaller dt Runoff = 0.19 cfs @ 12.00 hrs, Volume= 567 cf, Depth= 2.8T' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt-- 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 2,372 98 Paved roads w/curbs &sewers, HSG D 2,372 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 25 0.0200 1.03 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Pre-Existing Watershed Conditions- Riverview Place, Salem MA PRE-existing_r-D SOILS Type Ill 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 7/1612014 HydroCAD@ 9.10 sfn 06611 @ 2010 HvdroCAD Software Solutions LLC Page 4 Summary for Subcatchment 91 S: EX-SITE 1 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.48 cfs @ 12.06 hrs, Volume= 1,429 cf, Depth= 2.16" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type 111 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 3,300 80 >75% Grass cover, Good, HSG D 4,621 98 Paved parking HSG D 7,921 91 Weighted Average 3,300 41.66% Pervious Area 4,621 58.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.1 50 0.0900 0.27 Sheet Flow, Grass: Short n= 0.150 P2=3.10" 0.4 70 0.0330 2.92 Shallow Concentrated.Flow, Unpaved Kv= 16.1 fps 0.5 60 0.0100 2.03 Shallow Concentrated Flow, Paved Kv=20.3 fps 4.0 180 Total Summary for Subcatchment 92S: EX-CB [49] Hint: Tc<2dt may require smaller dt Runoff = 0.48 cfs @ 12.07 hrs, Volume= 1,466 cf, Depth= 1.83" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area a (sf) CN Description 4,500 98 Paved parking, HSG D 1,500 80 >75% Grass cover, Good, HSG D 3,628 77 Woods, Good, HSG D 9,628 87 Weighted Average 5,128 53.26% Pervious Area 4,500 46.74% Impervious Area Pre-Existing Watershed Conditions - Riverview Place, Salem MA PRE-existing_r-D SOILS Type///24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 7/16/2014 HydroCAD@ 9.10 s/n 06611 @2010 HydroCAD Software Solutions LLC Page 5 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.2 25 0.0110 0.10 Sheet Flow, Grass: Short n=0.150 P2= 3.10" 0.5 65 0.0110 2.13 Shallow Concentrated Flow, Paved Kv=20.3 fps 4.7 90 Total Summary for Subcatchment 93S: EX-SITE 2 l [49] Hint: Tc<2dt may require smaller dt Runoff = 10.27 cfs @ 12.09 hrs, Volume= 33,032 cf, Depth= 2.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 30,723 73 Brush, Good, HSG D 58,000 98 Paved parking, HSG C 11,000 77 Woods, Good, HSG D j 76,000 98 Roofs, HSG D 175,723 92 Weighted Average 41,723 23.74% Pervious Area 134,000 76.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 25 0.1900 0.31 Sheet Flow, Grass: Short n=0.150 P2= 3.10" 1.9 185 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.5 240 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0 10 0.3300 9.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 5.7 460 Total Summary for Link 74L: Flow into drainage system on Flint Street Inflow Area = 17,549 sf, 51.97% Impervious, Inflow Depth = 1.98" for 2 yr event Inflow = 0.96 cfs @ 12.07 hrs, Volume= 2,894 cf Primary = 0.96 cfs @ 12.07 hrs, Volume= 2,894 cf, Aften= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span=0.00-40.00 hrs, dt= 0.05 hrs I I Pre-Existing Watershed Conditions- Riverview Place, Salem MA PRE-existing_r-D SOILS Type 111 24-hr 2 yr Rainfall=3.90" Prepared by Microsoft Printed 7/16/2014 HydroCAD@ 9.10 s/n 06611 @ 2010 HvdroCAD Software Solutions LLC Pace 6 Summary for Link 87L: Flow to North River Canal (Tidal) Inflow Area= 238,367 sf, 72.69% Impervious, Inflow Depth = 2.24" for 2 yr event Inflow = 13.25 cfs @ 12.07 hrs, Volume= 44,524 cf Primary = 13.25 cfs @ 12.07 hrs, Volume= 44,524 cf, Atten=0%, Lag=0.0 min Primary outflow= Inflow, Time Span=0.00-40.00 hrs, dt=0.05 hrs Summary for Link 90L: Infiltrate into ground Inflow Area = 7,333 sf, 30.27% Impervious, Inflow Depth = 1.67" for 2 yr event Inflow = 0.37 cfs @ 12.01 hrs, Volume= 1,022 cf Primary = 0.37 cfs @ 12.01 hrs, Volume= 1,022 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 94L: Add Inflow Area = 45,095 sf, 66.84% Impervious, Inflow Depth = 2.29" for 2 yr event Inflow = 3.07 cfs @ 12.01 hrs, Volume= 8,598 cf Primary = 3.07 cfs @ 12.01 hrs, Volume= 8,598 cf, Atten=0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Pre-Existing Watershed Conditions-Riverview Place, Salem MA PRE-existing_r-D SOILS Type 11124-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 7/1612014 HydroCAD®9.10 s/n 06611 02010 HvdroCAD Software Solutions LLC Page 7 Summary for Subcatchment 63S: EX-RES A [49] Hint: Tc<2dt may require smaller dt Runoff = 3.77 cfs @ 12.01 hrs, Volume= 10,757 cf, Depth= 3.60" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description 35,836 92 1/8 acre lots 65% imp HSG D 12,543 35.00% Pervious Area 23,293 65.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 25 0.0640 1.63 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.0 10 0.1200 7.03 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.2 75 0.1100 5.34 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 110 Total i Summary for Subcatchment 88S: EX-RES B [49] Hint: Tc<2dt may require smaller dt Runoff . = 0.73 cfs @ 12.01 hrs, Volume= 2,067 cf, Depth= 3.60" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-40.00 hrs, dt=0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" i Area (sf) CN Description 6,887 92 1/8 acre lots 65% imp HSG D 2,410 35.00% Pervious Area j 4,477 65.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 20 0.0420 1.32 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.0 10 0.1200 7.03 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.2 50 0.0660 4.14 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 80 Total Pre-Existing Watershed Conditions- Riverview Place, Salem MA PRE-ezisting_r-D SOILS Type 111 24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 7/16/2014 HydroCAD®9.10 s/n 06611 @2010 HvdroCAD Software Solutions LLC Paae 8 Summary for Subcatchment 89S: EX-DEPRESSION [49] Hint: Tc<2dt may require smaller dt i Runoff = 0.64 cfs @ 12.01 hrs, Volume= 1,778 cf, Depth= 2.91" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs j Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description 4,000 77 Woods, Good, HSG D 1,113 89 Dirt roads, HSG D 1,700 98 Unconnected roofs, HSG D 520 98 Paved parking HSG D I 7,333 85 Weighted Average 5,113 69.73% Pervious Area 2,220 30.27% Impervious Area 1,700 76.58% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 25 0.0200 1.03 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.2 55 0.1100 5.34 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1 60 0.2000 7.20 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.7 140 Total Summary for Subcatchment 90S: EX-MASON [49] Hint: Tc<2dt may require smaller dt Runoff = 0.27 cfs @ 12.00 hrs, Volume= 843 cf, Depth= 4.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description 2,372 98 Paved roads w/curbs & sewers HSG D 2,372 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fuses) (cfs) 0.4 25 0.0200 1.03 Sheet Flow, Smooth surfaces n=0.011 P2= 3.10" A Pre-Existing Watershed Conditions- Riverview Place, Salem MA PRE-existing_r-D SOILS Type 111 24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 7/16/2014 HydroCAD@ 9.10 s/n 06611 @ 2010 HvdroCAD Software Solutions LLC Page 9 Summary for Subcatchment 915: EX-SITE 1 [49] Hint Tc<2dt may require smaller dt Runoff = 0.75 cfs @ 12.06 hrs, Volume= 2,309 cf, Depth= 3.50" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (so CN Description 3,300 80 >75% Grass cover, Good, HSG D 4,621 98 Paved parking HSG D 7,921 91 Weighted Average 3,300 41.66% Pervious Area 4,621 58.34% Impervious Area TC Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.1 50 0.0900 0.27 Sheet Flow, Grass: Short n=0.150 P2= 3.10" 0.4 70 0.0330 2.92 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 60 0.0100 2.03 Shallow Concentrated Flow, Paved Kv=20.3 fps 4.0 180 Total Summary for Subcatchment 92S: EX-CB [49] Hint: Tc<2dt may require smaller dt Runoff = 0.81 cfs @ 12.07 hrs, Volume= 2,486 cf, Depth= 3.10" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-40.00 hrs, dt=0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description 4,500 98 Paved parking, HSG D 1,500 80 >75% Grass cover, Good, HSG D 3,628 77 Woods, Good, HSG D 9,628 87 Weighted Average 5,128 53.26% Pervious Area 4,500 46.74% Impervious Area Pre-Existing Watershed Conditions- Riverview Place, Salem MA PRE-existing_r-D SOILS Type 11124-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 7/16/2014 HydroCAD®9.10 s/n 06611 ©2010 HvdroCAD Software Solutions LLC Page 10 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.2 25 0.0110 0.10 Sheet Flow, Grass: Short n= 0.150 P2=3,10" 0.5 65 0.0110 2.13 Shallow Concentrated Flow, Paved Kv=20.3 fps i 4.7 90 Total i Summary for Subcatchment 93S: EX-SITE 2 [491 Hint. Tc<2dt may require smaller dt Runoff = 16.01 cfs @ 12.08 hrs, Volume= 52,747 cf, Depth= 3.60" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-40.00 hrs, dt=0.05 hrs I Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description 30,723 73 Brush, Good, HSG D 58,000 98 Paved parking, HSG C 11,000 77 Woods, Good, HSG D 76,000 98 Roofs, HSG D 175,723 92 Weighted Average 41,723 23.74% Pervious Area 134,000 76.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 25 0.1900 0.31 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 1.9 185 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.5 240 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0 10 0.3300 9.25 Shallow Concentrated Flow, Unpaved Kv= 16 1 fps 5.7 460 Total Summary for Link 74L: Flow into drainage system on Flint Street Inflow Area = 17,549 sf, 51.97% Impervious, Inflow Depth = 3.28" for 10 yr event Inflow = 1.56 cfs @ 12.06 hrs, Volume= 4,795 cf Primary = 1.56 cfs @ 12.06 hrs, Volume= 4,795 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Pre-Existing Watershed Conditions - Riverview Place, Salem MA PRE-existing_r-D SOILS Type]//24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 7/16/2014 HydroCAD®9.10 s/n 06611 @2010 HydroCAD Software Solutions LLC Page 11 Summary for Link 87L: Flow to North River Canal (Tidal) i Inflow Area = 238,367 sf, 72.69% Impervious, Inflow Depth = 3.58" for 10 yr event Inflow = 20.73 cfs @ 12.07 hrs, Volume= 71,209 cf Primary = 20.73 cfs @ 12.07 hrs, Volume= 71,209 cf, Atten= 0%, Lag=0.0 min Primary outflow= Inflow, Time Span=0.00-40.00 hrs, dt= 0.05 hrs !, Summary for Link 90L: Infiltrate into ground Inflow Area = 7,333 sf, 30.27% Impervious, Inflow Depth= 2.91" for 10 yr event Inflow = 0.64 cfs @ 12.01 hrs, Volume= 1,778 cf Primary = 0.64 cfs @ 12.01 hrs, Volume= 1,778 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt=0.05 hrs Summary for Link 94L: Add Inflow Area = 45,095 sf, 66.84% Impervious, Inflow Depth= 3.64" for 10 yr event Inflow = 4.77 cfs @ 12.01 hrs, Volume= 13,667 cf Primary = 4.77 cfs @ 12.01 hrs, Volume= 13,667 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Pre-Existing Watershed Conditions- Riverview Place, Salem MA PRE-existing_r-D SOILS Type 11124-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 7/16/2014 HydroCAD®9.10 s/n 06611 @ 2010 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 63S: EX-RES A [49] Hint: Tc<2dt may require smaller dt Runoff = 5.68 cfs @ 12.01 hrs, Volume= 16,609 cf, Depth= 5.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type Ill 24-hr 100 yr Rainfall=6.50" i Area(sf) CN Description 35,836 92 1/8 acre lots 65% imp HSG D 12,543 35.00% Pervious Area 23,293 65.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 25 0.0640 1.63 Sheet Flow, Smooth surfaces n=0.011 P2=3.10" 0.0 10 0.1200 7.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2 75 0.1100 5.34 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 110 Total Summary for Subcatchment 88S: EX-RES B [49] Hint: Tc<2dt may require smaller dt Runoff = 1.09 cfs @ 12.01 hrs, Volume= 3,192 cf, Depth= 5.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 6,887 92 1/8 acre lots, 65% imp HSG D 2,410 35.00% Pervious Area 4,477 65.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 20 0.0420 1.32 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.0 10 0.1200 7.03 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.2 50 0.0660 4.14 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 80 Total Pre-Existing Watershed Conditions- Riverview Place, Salem MA PRE-existing_r-D SOILS Type fll 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 7/16/2014 HydroCAD9)9.10 s/n 06611 ©2010 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 89S: EX-DEPRESSION [491 Hint: Tc<2dt may require smaller dt Runoff = 1.04 cfs @ 12.01 hrs, Volume= 2,919 cf, Depth= 4.78" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt-- 0.05 hrs l Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 4,000 77 Woods, Good, HSG D 1,113 89 Dirt roads, HSG D 1,700 98 Unconnected roofs, HSG D 520 98 Paved parking HSG D 7,333 85 Weighted Average 5,113 69.73% Pervious Area 2,220 30.27% Impervious Area 1,700 76.58% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 25 0.0200 1.03 Sheet Flow, Smooth surfaces n=0.011 P2= 3.10" 0.2 55 0.1100 5.34 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1 60 0.2000 7.20 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps I 0.7 140 Total Summary for Subcatchment 90S: EX-MASON [491 Hint:Tc<2dt may require smaller dt Runoff = 0.40 cfs @ 12.00 hrs, Volume= 1,238 cf, Depth 6.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt=0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 2,372 98 Paved roads w/curbs & sewers, HSG D 2,372 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 25 0.0200 1.03 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Pre-Existing Watershed Conditions- Riverview Place, Salem MA PRE-existing_r-D SOILS Type///24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 7/16/2014 HydroCADB 9.10 s/n 06611 02010 HvdroCAD Software Solutions LLC Page 14 Summary for Subcatchment 91 S: EX-SITE 1 [49] Hint:Tc<2dt may require smaller dt Runoff = 1.15 cfs @ 12.06 hrs, Volume= 3,596 cf, Depth= 5.45' i Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 3,300 80 >75% Grass cover, Good, HSG D 4,621 98 Paved parking HSG D 7,921 91 Weighted Average 3,300 41.66% Pervious Area 4,621 58.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (tuft) (ft/sec) (cfs) 3.1 . 50 0.0900 0.27 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.4 70 0.0330 2.92 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 60 0.0100 2.03 Shallow Concentrated Flow, Paved Kv=20.3 fps 4.0 180 Total Summary for Subcatchment 92S: EX-CB [49] Hint: Tc<2dt may require smaller dt Runoff = 1.28 cfs @ 12.07 hrs, Volume= 4,009 cf, Depth= 5.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 4,500 98 Paved parking, HSG D 1,500 80 >75% Grass cover, Good, HSG D 3,628 77 Woods, Good, HSG D 9,628 87 Weighted Average 5,128 53.26% Pervious Area 4,500 46.74% Impervious Area Pre-Existing Watershed Conditions - Riverview Place, Salem MA PRE-existing_r-D SOILS Type 1/124-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 7/16/2014 HydroCADB 9.10 s/n 06611 ©2010 HvdroCAD Software Solutions LLC Paoe 15 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.2 25 0.0110 0.10 Sheet Flow, Grass: Short n=0.150 P2= 3,10" 0.5 65 0.0110 2.13 Shallow Concentrated Flow, Paved Kv=20.3 fps 4.7 90 Total Summary for Subcatchment 93S: EX-SITE 2 I (49] Hint: Tc<2dt may require smaller dt Runoff = 24.11 cfs @ 12.08 hrs, Volume= 81,442 cf, Depth= 5.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 30,723 73 Brush, Good, HSG D 58,000 98 Paved parking, HSG C 11,000 77 Woods, Good, HSG D 76,000 98 Roofs, HSG D 175,723 92 Weighted Average 41,723 23.74% Pervious Area 134,000 76.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 25 0.1900 0.31 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 1.9 185 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.5 240 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0 10 0.3300 9.25 Shallow Concentrated Flow, Unpaved Kv= 16 1 fps 5.7 460 Total Summary for Link 74L: Flow into drainage system on Flint Street Inflow Area = 17,549 sf, 51.97% Impervious, Inflow Depth = 5.20" for 100 yr event Inflow = 2.42 cfs @ 12.06 hrs, Volume= 7,605 cf Primary = 2.42 cfs @ 12.06 hrs, Volume= 7,605 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span=0.00-40.00 hrs, dt=0.05 hrs Pre-Existing Watershed Conditions- Riverview Place, Salem MA PRE-existing_r-D SOILS Type 111 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 7/16/2014 HydroCAD@ 9.10 s/n 06611 @ 2010 HvdroCAD Software Solutions LLC Page 16 I Summary for Link 87L: Flow to North River Canal (Tidal) Inflow Area = 238,367 sf, 72.69% Impervious, Inflow Depth = 5.54" for 100 yr event Inflow = 31.29 cfs @ 12.07 hrs, Volume= 110,085 cf Primary = 31.29 cfs @ 12.07 hrs, Volume= 110,085 cf, Atten= 0%, Lag= 0.0 min i Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt=0.05 hrs Summary for Link 90L: Infiltrate into ground Inflow Area = 7,333 sf, 30.27% Impervious, Inflow Depth = 4.78" for 100 yr event Inflow = 1.04 cfs @ 12.01 hrs, Volume= 2,919 cf j Primary = 1.04 cfs @ 12.01 hrs, Volume= 2,919 cf, Atten= 0%, Lag= 0.0 min I Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs I Summary for Link 94L: Add Inflow Area = 45,095 sf, 66.84% Impervious, Inflow Depth = 5.60" for 100 yr event Inflow = 7.17 cfs @ 12.01 hrs, Volume= 21,038 cf Primary = 7.17 cfs @ 12.01 hrs, Volume= 21,038 cf, Atten=0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-40.00 hrs, dt=0.05 hrs I I Current (Existing) Watershed Analysis i I i I I EX-DEPRESSION Infill mte into graond i I EX 1;A\D.0 MAApON-R/EX-RES B2 - Y� :CCII11. ll ��- .g '. EX-SITE 2R EX-CB� Add Fbw into drainage Flow to North Riva system on Flint Street Canal(Tidal) X33' EX-SITE 1 $03C`, ' ReBeEa �} Drainage Diagram for existing_r-D SOILS < '?. Prepared by Microsoft, Printed 711 612 01 4 7.1AD0 9.10 sin 06611 0 2010 HydmCAD Software Solutions LLC Present(Existing) Watershed Conditions- Riverview Place, Salem MA existing_r-D SOILS Type !!I 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 7/16/2014 HydroCAD®9.10 s/n 06611 ©2010 HvdroCAD Software Solutions LLC Page 2 Summary for Subcatchment 63S: EX-RES A [491 Hint: Tc<2dt may require smaller dt Runoff = 2.42 cfs @ 12.01 hrs, Volume= 6,736 cf, Depth= 2.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt=0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 35,836 92 1/8 acre lots 65% imp HSG D 12,543 35.00% Pervious Area 23,293 65.00% Impervious Area i Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (f fsec) (cfs) 0.3 25 0.0640 1.63 Sheet Flow, Smooth surfaces n=0.011 P2= 3.10" 0.0 10 0.1200 7.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2 75 0.1100 5.34 Shallow Concentrated Flow, I Unpaved Kv= 16.1 fps j 0.5 110 Total Summary for Subcatchment 88S: EX-RES B2 [491 Hint:Tc<2dt may require smaller dt Runoff = 0.22 cfs @ 12.01 hrs, Volume= 624 cf, Depth= 2.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs,dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 3,319 92 1/8 acre lots 65% imp HSG D 1,162 35.00% Pervious Area 2,157 65.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) 0.3 20 0.0420 1.32 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.0 10 0.1200 7.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2 50 0.0660 4.14 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 80 Total Present(Existing) Watershed Conditions- Riverview Place, Salem MA existing_r-D SOILS Type 11124-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 7/16/2014 HydroCAD@ 9.10 s/n 06611 @2010 HvdroCAD Software Solutions LLC Page 3 I Summary for Subcatchment 89S: EX-DEPRESSION [49] Hint: Tc<2dt may require smaller dt Runoff 0.37 cfs @ 12.01 hrs, Volume= 1,022 cf, Depth= 1.6T' Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-40.00 hrs, dt- 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (so CN Description 4,000 77 Woods, Good, HSG D 1,113 89 Dirt roads, HSG D 1,700 98 Unconnected roofs, HSG D 520 98 Paved parking HSG D 7,333 85 Weighted Average 5,113 69.73% Pervious Area 2,220 30.27% Impervious Area 1,700 76.58% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft(ft) (ft/sec) (cfs) i 0.4 25 0.0200 1.03 Sheet Flow, Smooth surfaces n= 0-011 P2= 3.10" 0.2 55 0.1100 5.34 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1 60 0.2000 7.20 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.7 140 Total Summary for Subcatchment 90S: EX-MASON—R [49] Hint: Tc<2dt may require smaller dt Runoff = 0.19 cfs @ 12.00 hrs, Volume= 567 cf, Depth= 2.87" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 2,372 98 Paved roads w/curbs &sewers. HSG D 2,372 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 25 0.0200 1.03 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Present(Existing)Watershed Conditions - Riverview Place, Salem MA existing_r-D SOILS Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 7/16!2014 HydroCAD®9.10 s/n 06611 02010 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 91 S: EX-SITE 1 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.53 cfs @ 12.06 hrs, Volume= 1,615 cf, Depth= 2.45' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt-- 0.05 his Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 3,300 89 <50% Grass cover, Poor, HSG D 3,421 98 Paved roads w/curbs & sewers, HSG D 1,200 98 Paved parking HSG D 7,921 94 Weighted Average 3,300 41.66% Pervious Area 4,621 58.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.8 50 0.0900 0.30 Sheet Flow, Range n= 0.130 P2= 3.10" 0.4 70 0.0330 2.92 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 60 0.0100 2.03 Shallow Concentrated Flow, Paved Kv=20.3 fps 3.7 180 Total ' Summary for Subcatchment 92S: EX-CB [49] Hint: Tc<2dt may require smaller dt Runoff = 0.48 cfs @ 12.07 hrs, Volume= 1,466 cf, Depth= 1.83" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type Ill 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 4,500 98 Paved parking, HSG D 1,500 80 >75% Grass cover, Good, HSG D 3,628 77 Woods, Good HSG D 9,628 87 Weighted Average 5,128 53.26%" Pervious Area 4,500 46.74% Impervious Area I Present(Existing)Watershed Conditions-Riverview Place, Salem MA existing_r-D SOILS Type ///24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 7/16/2014 HydroCADO 9.10 sin 06611 ©2010 HydroCAD Software Solutions LLC Page 5 Tc Length Slope Velocity Capacity Description (min) (feet) (fVft) (ft/sec) (cfs) 4.2 25 0.0110 0.10 Sheet Flow, Grass: Short n= 0.150 P2=3.10" 0.5 65 0.0110 2.13 Shallow Concentrated Flow, Paved Kv=20.3 fps 4.7 90 Total Summary for Subcatchment 93S: EX-SITE 211 [49] Hint: Tc<2dt may require smaller dt ! Runoff = 9.79 cfs @ 12.08 hrs, Volume= 31,020 cf, Depth= 2.08" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt=0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (so CN Description 39,723 73 Brush, Good, HSG D 16,000 98 Paved roads w/curbs& sewers, HSG D 4,000 98 Paved parking, HSG D 11,000 77 Woods, Good, HSG D 56,224 98 Paved parking, HSG D 52,344 94 Newly graded area HSG D 179,291 90 Weighted Average 103,067 57.49% Pervious Area 76,224 42.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.2 25 0.1900 0.35 Sheet Flow, Range n= 0.130 P2= 3.10" 1.9 185 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.5 240 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0 10 0.3300 9.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 5.6 460 Total Summary for Link 74L: Flow into drainage system on Flint Street Inflow Area= 17,549 sf, 51.97% Impervious, Inflow Depth = 2.11" for 2 yr event Inflow = 1.01 cfs @ 12.06 hrs, Volume= 3,081 cf Primary = 1.01 cfs @ 12.06 hrs, Volume= 3,081 cf, Atten=0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Present(Existing) Watershed Conditions-Riverview Place, Salem MA existi ng_r-D SOILS Type 1!124-hr 2 yr Rainfall=3,1off Prepared by Microsoft Printed 7/16/2014 ydroCAD®9.10 s/n 06611 @2010 HydroCAD Software Solutions LLC Paae 6 Summary for Link 87L: Flow to North River Canal (Tidal) Inflow Area = 238,367 sf, 47.48% Impervious, Inflow Depth.= 2.12" for 2 yr event Inflow = 12.67 cfs @ 12.07 hrs, Volume= 42,028 cf Primary = 12.67 cfs @ 12.07 hrs, Volume= 42,028 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 90L: Infiltrate into ground Inflow Area = 7,333 sf, 30.27% Impervious, Inflow Depth = 1.67" for 2 yr event Inflow = 0.37 cfs @ 12.01 hrs, Volume= 1,022 cf Primary = 0.37 cfs @ 12.01 hrs, Volume= 1,022 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span=0.00-40.00 hrs, dt=0.05 hrs Summary for Link 94L: Add Inflow Area = 41,527 sf, 67.00% Impervious, Inflow Depth = 2.29" for 2 yr event Inflow = 2.83 cfs @ 12.01 hrs, Volume= 7,927 cf Primary = 2.83 cfs @ 12.01 hrs, Volume= 7,927 cf, Atten=0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs i j I i i j Present (Existing) Watershed Conditions - Riverview Place, Salem MA existing_r-D SOILS Type///24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 7/16/2014 HydroCAD@)9.10 s/n 06611 ©2010 HvdroCAD Software Solutions LLC Page 7 Summary for Subcatchment 63S: EX-RES A [49] Hint: Tc<2dt may require smaller dt Runoff = 3.77 cfs @ 12.01 hrs, Volume= 10,757 cf, Depth= 3.60" Runoff by SCS TR-20 method,UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description 35,836 92 1/8 acre lots 65% imp HSG D _ 12,543 35.00% Pervious Area j 23,293 65.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f(ft) (ft/sec) (cfs) 0.3 25 0.0640 1.63 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.0 10 0.1200 7.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2 75 0.1100 5.34 Shallow Concentrated Flow, Unpaved Kv= 16 1 fps 0.5 110 Total Summary for Subcatchment 88S: EX-RES B2 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.35 cfs @ 12.01 hrs, Volume= 996 cf, Depth= 3.60" Runoff by SCS TR-20 method, UH=SCS,.Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (so CN Description 3,319 92 1/8 acre lots 65% imp HSG D 1,162 35.00% Pervious Area 2,157 65.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 0.3 20 0.0420 1.32 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.0 10 0.1200 7.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2 50 0.0660 4.14 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 80 Total Present(Existing) Watershed Conditions - Riverview Place, Salem MA existing_r-D SOILS Type /11 24-hr 10 yr Raintall=4.50" Prepared by Microsoft Printed 7/16/2014 HydroCAD9)9.10 s/n06611 @ 2010 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 89S: EX-DEPRESSION [491 Hint: Tc<2dt may require smaller dt Runoff 0.64 cfs @ 12.01 hrs, Volume= 1,778cf, Depth= 2.91" Runoff by SCS TR-20 method, UH=SCS, Time Span� O.00AO.00 hrs, dt=0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description 4,OOG 77 Woods, Good, HSG D 1,113 89 Dirt roads, HSG D 1,700 98 Unconnected roofs, HSG D 520 98 Paved parking, HSG D 7,333 85 Weighted Average 5,113 69.73% Pervious Area 2,220 30.27% Impervious Area 1,700 76.58% Unconnected Tc Length Slope Velocity Capacity Description 0.4 25 0.0200 1.03 Sheet Flow, Smoothsurfaces n=0.011 P2= 3.10" 0.2 55 0.1100 5.34 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1 60 0.2000 7.20 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.7 140 Total Summary for Subcatchment 90S: EX-MASON—R [491 Hint: Tc<2dt may require smaller dt Runoff 0.27cfs@ 12.00hrs, Volume= 843 cf, Depth= 4.26" Runoff bvSGS;TR-2Omethod, UH=SCS, Time Span= 0.0O-40.O0hG. dt= O.O5hrs Type III 24-hr1OyrRainfa||=4.SO" Area (sf) CN escription 2,372 98 Paved roads w1curbs &sewers, HSG D � 2.372 100.00% Impervious Area Te Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (GfS) v/+ zn 0,0200 /.03 Sheet Flow, Smouthovrhaomsn= O]]11 P2= 310" ` Present(Existing)Watershed Conditions - Riverview Place, Salem MA existing_r-D SOILS Type 11124-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 7/16/2014 HydroCAD®9.10 s/n 06611 02010 HydroCAD Software Solutions LLC Pace 9 Summary for Subcatchment 91 S: EX-SITE 1 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.81 cfs @ 12.05 hrs, Volume= 2,518 cf, Depth= 3.82" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt=0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description 3,300 89 <50% Grass cover, Poor, HSG D 3,421 98 Paved roads w/curbs & sewers, HSG D 1,200 98 Paved parking, HSG D 7,921 94 Weighted Average 3,300 41.66% Pervious Area 4,621 58.34% Impervious Area I Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.8 50 0.0900 0.30 Sheet Flow, Range n= 0.130 P2= 3.10" 0.4 70 0.0330 2.92 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 60 0.0100 2.03 Shallow Concentrated Flow, Paved Kv=20.3 fps I 3.7 180 Total Summary for Subcatchment 92S: EX-CB [49] Hint: Tc<2dt may require smaller dt Runoff = 0.81 cfs @ 12.07 hrs, Volume= 2,486 cf, Depth= 3.10" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs; dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" I Area (sf) CN Description 4,500 98 Paved parking, HSG D 1,500 80 >75% Grass cover, Good, HSG D 3,628 77 Woods, Good, HSG D 9,628 87 Weighted Average 5,128 53.26% Pervious Area 4,500 46.74% Impervious Area I Present(Existing) Watershed Conditions- Riverview Place, Salem MA existing_r-D SOILS Type 11124-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 7/16/2014 HydroCAD®9.10 s/n 06611 @2010 HvdroCAD Software Solutions LLC Page 10 TC Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.2 25 0.0110 0.10 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.5 65 0.0110 2.13 Shallow Concentrated Flow, Paved Kv= 20.3 fps 4.7 90 Total Summary for Subcatchment 93S: EX-SITE 211 [491 Hint: Tc<2dt may require smaller dt Runoff = 15.69 cfs @ 12.08 hrs, Volume= 50,736 cf, Depth= 3.40" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Descdption 39,723 73 Brush, Good, HSG D 16,000 98 Paved roads w/curbs & sewers, HSG D 4,000 98 Paved parking, HSG D 11,000 77 Woods, Good, HSG D 56,224 98 Paved parking, HSG D 52,344 94 Newly graded area, HSG D 179,291 90 Weighted Average 103,067 57.49% Pervious Area 76,224 42.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.2 25 0.1900 0.35 Sheet Flow, Range n= 0.130 P2= 3.10" 1.9 185 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps. 2.5 240 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0 10 0.3300 9.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 5.6 460 Total Summary for Link 74L: Flow into drainage system on Flint Street Inflow Area = 17,549 sf, 51.97% Impervious, Inflow Depth = 3.42" for 10 yr event Inflow = 1.61 cfs @ 12.06 hrs, Volume= 5,005 cf Primary = 1.61 cfs @ 12.06 hrs, Volume= 5,005 of, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span=0.00-40.00 hrs, dt= 0.05 hrs j .._........_ Present(Existing) Watershed Conditions - Riverview Place, Salem MA existing_r-D SOILS Type///24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 7/16/2014 HydroCADB 9.10 s/n 06611 ©2010 HydroCAD Software Solutions LLC Page 11 Summary for Link 87L: Flow to North River Canal (Tidal) Inflow Area = 238,367 sf, 47.48% Impervious, Inflow Depth = 3.44" for 10 yr event Inflow = 20.22 cfs @ 12.07 hrs, Volume= 68,337 cf Primary = 20.22 cfs @ 12.07 hrs, Volume= 68,337 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 90L: Infiltrate into ground i Inflow Area = 7,333 sf, 30.27% Impervious, Inflow Depth = 2.91" for 10 yr event Inflow = 0.64 cfs @ 12.01 hrs, Volume= 1,778 cf Primary = 0.64 cfs @ 12.01 hrs, Volume= 1,778 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span=0.00-40.00 hrs, dt=0.05 hrs Summary for Link 94L: Add Inflow Area = 41,527 sf, 67.00% Impervious, Inflow Depth = 3.64" for 10 yr event Inflow = 4.40 cfs @ 12.01 hrs, Volume= 12,596 cf Primary = 4.40 cfs @ 12.01 hrs, Volume= 12,596 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow,Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Present(Existing)Watershed Conditions-Riverview Place, Salem MA existing_r-D SOILS Type Ill 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 7/16/2014 i HydroCAD@ 9.10 s/n 06611 @ 2010 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 63S: EX-RES A i [49] Hint: Tc<2dt may require smaller dt i Runoff = 5.68 cfs @ 12.01 hrs, Volume= 16,609 cf, Depth= 5.56" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-40.00 hrs, dt=0.05 hrs j Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 35,836 92 1/8 acre lots 65% imp HSG D 12,543 35.00% Pervious Area 23,293 65.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 25 0.0640 1.63 Sheet Flow, Smooth surfaces n= 0-011 P2= 3.10" 0.0 10 0.1200 7.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps f 0.2 75 0.1100 5.34 Shallow Concentrated Flow, '1 Unpaved Kv= 16.1 fps 0.5 110 Total Summary for Subcatchment 88S: EX-RES B2 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.53 cfs @ 12.01 hrs, Volume= 1,538 cf, Depth= 5.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 3,319 92 1/8 acre lots 65% imp HSG D 1,162 35.00% Pervious Area 2,157 65.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f 1ft) (ft/sec) (cfs) 0.3 20 0.0420 1.32 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.0 10 0.1200 7.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2 50 0.0660 4.14 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 80 Total Present (Existing) Watershed Conditions- Riverview Place, Salem MA existing_r-D SOILS Type 11124-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 7/16/2014 HydroCADO 9.10 s/n 06611 ©2010 HvdroCAD Software Solutions LLC Page 13 i Summary for Subcatchment 89S: EX-DEPRESSION [49] Hint: Tc<2dt may require smaller dt Runoff = 1.04 cfs @ 12.01 hrs, Volume= 2,919 cf, Depth= 4.78" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 4,000 77 Woods, Good, HSG D 1,113 89 Dirt roads, HSG D 1,700 98 Unconnected roofs, HSG D 520 98 Paved parking HSG D 7,333 85 Weighted Average 5,113 69.73% Pervious Area 2,220 30.27% Impervious Area 1,700 76.58% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 0.4 25 0.0200 1.03 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.2 55 0.1100 5.34 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1 60 0.2000 7.20 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.7 140 Total Summary for Subcatchment 90S: EX-MASON—R [49] Hint: Tc<2dt may require smaller dt Runoff = 0.40 cfs @ 12.00 hrs, Volume= 1,238 cf, Depth= 6.26" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (so CN Description 2,372 98 Paved roads w/curbs & sewers, HSG D 2,372 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ftfsec) (cfs) 0.4 25 0.0200 1.03 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Present(Existing)Watershed Conditions - Riverview Place, Salem MA existing_r-D SOILS Type 11124-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 7/16/2014 HydroCAD@ 9.10 s/n 06611 02010 HvdroCAD Software Solutions LLC Page 14 Summary for Subcatchment 91 S: EX-SITE 1 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.20 cfs @ 12.05 hrs, Volume= 3,823 cf, Depth= 5.79" j Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 3,300 89 <50% Grass cover, Poor, HSG D 3,421 98 Paved roads w/curbs &sewers, HSG D 1,200 98 Paved parking HSG D 7,921 94 Weighted Average 3,300 41.66% Pervious Area 4,621 58.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.8 50 0.0900 0.30 Sheet Flow, Range n=0.130 P2= 3.10" 0.4 70 0.0330 2.92 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 60 0.0100 2.03 Shallow Concentrated Flow, Paved Kv=20.3 fps 3.7 180 Total i Summary for Subcatchment 92S: EX-CB [49] Hint: Tc<2dt may require smaller dl Runoff = 1.28 cfs @ 12.07 hrs, Volume= 4,009 cf, Depth= 5.00" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-40.00 hrs,dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 1 4,500 98 Paved parking, HSG D 1,500 80 >75% Grass cover, Good, HSG D 3,628 77 Woods, Good, HSG D 9,628 87 Weighted Average 5,128 53.26% Pervious Area 4,500 46.74% Impervious Area Present(Existing) Watershed Conditions - Riverview Place, Salem MA existing_r-D SOILS Type 111 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 7/16/2014 HydroCADB 9.10 s/n 06611 @2010 HydroCAD Software Solutions LLC Pane 15 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.2 25 0.0110 0.10 Sheet Flow, Grass: Short n=0.150 P2= 3.10" 0.5 65 0.0110 2.13 Shallow Concentrated Flow, Paved Kv= 20.3 fps 4.7 90 Total ` Summary for Subcatchment 93S: EX-SITE 2R 1491 Hint: Tc<2dt may require smaller dt ' Runoff = 24.04 cfs @ 12.08 hrs, Volume= 79,691 cf, Depth= 5.33" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 39,723 73 Brush, Good, HSG D 16,000 98 Paved roads w/curbs &sewers, HSG D 4,000 98 Paved parking, HSG D 11,000 77 Woods, Good, HSG D 56,224 98 Paved parking, HSG D 52,344 94 Newly graded area HSG D 179,291 90 Weighted Average 103,067 57.49% Pervious Area 76,224 42.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft(ft) (ft/sec) (cfs) 1.2 25 0.1900 0.35 Sheet Flow, Range n= 0.130 P2=3.10" 1.9 185 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.5 240 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0 10 0.3300 9.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 5.6 460 Total Summary for Link 74L: Flow into drainage system on Flint Street Inflow Area = 17,549 sf, 51.97% Impervious, Inflow Depth = 5.36" for 100 yr event Inflow = 2.47 cfs @ 12.06 hrs, Volume= 7,833 cf Primary = 2.47 cfs @ 12.06 hrs, Volume= 7,833 cf, Atten=0%, Lag=0.0 min i Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt=0.05 hrs Present (Existing)Watershed Conditions- Riverview Place, Salem MA existing_r-D SOILS Type 111 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 7/16/2014 HydroCAD@ 9.10 s/n 06611 @2010 HydroCAD Software Solutions LLC Paqe 16 Summary for Link 87L: Flow to North River Canal (Tidal) Inflow Area = 238,367 sf, 47.48% Impervious, Inflow Depth = 5.38" for 100 yr event Inflow 30.93 cfs @ 12.07 hrs, Volume= 106,908 cf Primary = 30.93 cfs @ 12.07 hrs, Volume= 106,908 cf, Atten=0%, Lag= 0.0 min Primary outflow= Inflow, Time Span=0.00-40.00 hrs, dt= 0.05 hrs i Summary for Link 90L: Infiltrate into ground Inflow Area = 7,333 sf, 30.27% Impervious, Inflow Depth = 4.78" for 100 yr event Inflow = 1.04 cfs @ 12.01 hrs, Volume= 2,919 cf Primary = 1.04 cfs @ 12.01 hrs, Volume= 2,919 cf, Atten=0%, Lag=0.0 min Primary outflow= Inflow, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 94L: Add Inflow Area= 41,527 sf, 67.00% Impervious, Inflow Depth= 5.60" for 100 yr event Inflow = 6.61 cfs @ 12.01 hrs, Volume= 19,385 cf Primary = 6.61 cfs @ 12.01 hrs, Volume= 19,385 cf, Atten=0%, Lag= 0.0 min '', Primary outflow= Inflow, Time Span=0.00-40.00 hrs, dt= 0.05 hrs i Proposed Condition Watershed Analysis i i ............. -895F—1j 904 PRZEPRESSION Idnitnate Into 9mund PR.R PR 3-R MROO''� PR-2,-R Add i6gs M Coll B PR.1a PR-BIO 8 PR 11, Plo.mcr'tl e PR-ROOF31, M-ROO" PR4R ovit.NddhRtiv PR-8 Canal rFWaI) PR MOFU Bio conA 74-L Z- Into o.!.... 1 on PR-BIDA �R PR 7R F777 Drainage Diagram for PROPOSED-D SOILS R sulieat Onchl Prepared by Microsoft, Printed 9122/2014— LoLi FHYdroCADID 9.10 s/n 06611 0 2010 HydroCAD Software Solutions LLC Proposed Condition Watershed Conditions- Riverview Place, Salem MA Revised 9/21/14 PROPOSED-D SOILS_R Prepared by Microsoft Printed 9/22/2014 HydroCAD®9.10 s/n 06611 ©2010 HvdroCAD Software Solutions LLC Pane 1 Area Listing (all nodes) Area CN Description (sq-ft) (subcatchment-numbers) 12,280 77 Woods, Good, HSG D (89S, 92S, 103S, 106S, 1095) 52,810 80 >75%Grass cover, Good, HSG D (92S, 98S, 99S, 100S, 102S, 1035, 1045, 105S, 106S, 109S) i 1,841 89 <50%Grass cover, Poor, HSG D (91 S) 1,113 89 Dirt roads, HSG D (89S) 39,155 92 1/8 acre lots, 65% imp, HSG D (63S, 88S) 81,694 98 Paved parking, HSG D (89S, 91S, 92S, 97S, 100S, 101S, 102S, 103S, 104S, 105S, 106S, 1095) 2,372 98 Paved roads w/curbs&sewers, HSG D (90S) 52,737 98 Roofs, HSG D (93S, 95S, 96S, 107S) 1,700 98 Unconnected roofs, HSG D (89S) 245,702 TOTAL AREA i I i Proposed Condition Watershed Conditions - Riverview Place, Salem MA Revised 9/21/14 PROPOSED-D SOILS_R Type///24-hr 2 yr Rainfall=3.90" Prepared by Microsoft Printed 9/22/2014 HydroCAD®9.10 s/n 06611 @ 2010 HydroCAD Software Solutions LLC Facie 2 Summary for Subcatchment 63S: EX-RES A [49] Hint: Tc<2dt may require smaller dt Runoff = 2.42 cfs @ 12.01 hrs, Volume= 6,736 cf, Depth= 2.26" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-40.00 hrs, dt=0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 35,836 92 1/8 acre lots 65% imp HSG D 12,543 35.00% Pervious Area 23,293 65.00% Impervious Area i Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 25 0.0640 1.63 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10' 0.0 10 0.1200 7.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2 75 0.1100 5.34 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 110 Total Summary for Subcatchment 88S: EX-RES B2 I [49] Hint: Tc<2dt may require smaller dt Runoff = 0.22 cfs @ 12.01 hrs, Volume= 624 cf, Depth= 2.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (so CN Description 3,319 92 1/8 acre lots, 65% imp HSG D 1,162 , 35.00% Pervious Area i 2,157 65.00% Impervious Area I Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 20 0.0420 1.32 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.0 10 0.1200 7.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2 50 0.0660 4.14 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 80 Total i i i Proposed Condition Watershed Conditions - Riverview Place, Salem MA Revised 9/21/14 PROPOSED-D SOILS_R Type///24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 9/22/2014 HydroCAD®9.10 s/n 06611 @ 2010 HvdroCAD Software Solutions LLC Page 3 Summary for Subcatchment 89S: PR-DEPRESSION [49] Hint: Tc<2dt may require smaller dt Runoff = 0.36 cfs @ 12.01 hrs, Volume= 1,001 cf, Depth= 1.67" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 3,852 77 Woods, Good, HSG D 1,113 89 Dirt roads, HSG D 1,700 98 Unconnected roofs, HSG D 520 98 Paved parking, HSG D 7,185 85 Weighted Average 4,965 69.10% Pervious Area 2,220 30.90% Impervious Area 1,700 76.58% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 25 0.0200 1.03 Sheet Flow, Smooth surfaces n=0.011 P2= 3.10" 0.2 55 0.1100 5.34 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps - 0.1 60 0.2000 7.20 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.7 140 Total Summary for Subcatchment 90S: PR-MASON [49] Hint: Tc<2dt may require smaller dt Runoff = 0.19 cfs @ 12.00 hrs, Volume= 567 cf, Depth= 2.87" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 2,372 98 Paved roads w/curbs &sewers, HSG D 2,372 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) 0.4 25 0.0200 1.03 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Proposed Condition Watershed Conditions - Riverview Place, Salem MA Revised 9121/14 PROPOSED-D SOILS_R Type 11124-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 9/22/2014 HydroCAD®9.10 s/n 06611 ©2010 HvdfoCAD Software Solubons LLC Page 4 Summary for Subcatchment 91 S: PR-711 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.14 cfs @ 12.07 hrs, Volume= 441 cf, Depth= 2.16" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yf Rainfall=3.10" Area (sf) CN Description 1,841 89 <50% Grass cover, Poor, HSG D 605 98 Paved parking HSG D 2,446 91 Weighted Average 1,841 . 75.27% Pervious Area 605 24.73% Impervious Area 1 Tc Length Slope Velocity Capacity Description _ (min) (feet) (ft/ft) (f/sec) (cfs) I 3.8 40 0.0350 0.17 Sheet Flow, Grass: Short n=0.150 P2= 3.10" j 0.4 70 0.0330 2.92 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 60 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 4.7 170 Total i Summary for Subcatchment 92S: EX-CB R [49] Hint: Tc<2dt may require smaller dt Runoff = 0.48 cfs @ 12.07 hrs, Volume= 1,446 cf, Depth= 1.83" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 4,500 98 Paved parking, HSG D 1,368 80 >75% Grass cover, Good, HSG D 3,628 77 Woods, Good, HSG D 9,496 87 Weighted Average 4,996 52.61% Pervious Area 4,500 47.39% Impervious Area i Proposed Condition Watershed Conditions- Riverview Place, Salem MA Revised 9/21/14 PROPOSED-D SOILS_R Type/// 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 9/22/2014 ydroCADD 9.10 s/n 06611 @2010 HydroCAD Software Solutions LLC Page 5 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 4.2 25 0.0110 0.10 Sheet Flow, Grass: Short n=0.150 P2= 3.10" 0.5 65 0.0110 2.13 Shallow Concentrated Flow, Paved Kv=20.3 fps 4.7 90 Total Summary for Subcatchment 93S: PR-ROOF1 [49] Hint: Tc<2dt may require smaller dt Runoff = 2.21 cfs @ 12.01 hrs, Volume= 6,853 cf, Depth= 2.87" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt-- 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 28,676 98 Roofs, HSG D 28,676 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 Direct Entry, Summary for Subcatchment 95S: PR-ROOF2 R [49] Hint: Tc<2dt may require smaller dt Runoff = 1.11 cfs @ 12.01 hrs, Volume= 3,448 cf, Depth= 2.87" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area(sf) CN Description 14,427 98 Roofs, HSG D 14,427 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 1.0 Direct Entry, Summary for Subcatchment 96S: PR-ROOF3a [49] Hint: Tc<2dt may require smaller dt Runoff = 0.37 cfs @ 12.01 hrs, Volume= 1,151 cf, Depth= 2.87" Proposed Condition Watershed Conditions - Riverview Place, Salem MA Revised 9/21/14 PROPOSED-D SOILS_R Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 9/22/2014 HydroCAD@ 9.10 s/n 06611 @ 2010 HydroCAD Software Solutions LLC Page 6 Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 4,817 98 Roofs, HSG D 4,817 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) 1.0 Direct Entry, Summary for Subcatchment 97S: PR-DECK R [49] Hint: Tc<2dt may require smaller dt Runoff = 1.26 cfs @ 12.04 hrs, Volume= 4,007 cf, Depth= 2.87" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt=0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area(sf) CN Description 16,767 98 Paved parking, HSG D 16,767 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 25 0.0100 0.78 Sheet Flow, Smooth surfaces n=0.011 P2= 3.10" 2.2 265 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.7 290 Total Summary for Subcatchment 98S: PR-BIO A [49] Hint: Tc<2dt may require smaller dt Runoff = 0.02 cfs @ 12.04 hrs, Volume= 70 cf, Depth= 1.33" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-40.00 hrs, dt=0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area(sf) CN Description 63_8 80 >75% Grass cover, Good, HSG D 638 100.00% Pervious Area Proposed Condition Watershed Conditions - Riverview Place, Salem MA Revised 9/21/14 PROPOSED-D SOILS_R Type ///24-hr 2 yr Rainfa11=3.10" Prepared by Microsoft Printed 9/22/2014 HydroCAD®9.10 s/n 06611 @ 2010 HydroCAD Software Solutions LLC Page 7 I i To Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) 2.1 10 0.0100 0.08 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" Summary for Subcatchment 99S: PR-BIO B [49] Hint: Tc<2dt may require smaller dt Runoff = 0.22 cfs @ 12.06 hrs, Volume= 639 cf, Depth= 1.33" Runoff by SCS TR-20 method, UH=SCS,Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 5,787 80 >75% Grass cover, Good HSG D 5,787 100.00% Pervious Area To Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 3.3 25 0.0200 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" j Summary for Subcatchment 100S: PR-1b [49] Hint: Tc<2dt may require smaller dt Runoff 0.62 cfs @ 12.01 hrs, Volume= 1,720 cf, Depth= 2.26" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 5,940 98 Paved parking, HSG D 3,208 80 >751/o Grass cover, Good, HSG D 9,148 92 Weighted Average 3,208 35.07% Pervious Area j 5,940 - 64.93% Impervious Area i To Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 0.2 25 0.1000 1.95 Sheet Flow, Smooth surfaces n=0.011 P2= 3.10" 0.2 70 0.1000 6.42 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.2 40 0.0380 3.96 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.6 135 Total Proposed Condition Watershed Conditions- Riverview Place, Salem MA Revised 9/21/14 PROPOSED-D SOILS_R Type 1/I 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 9/22/2014 HydroCAD@ 9.10 s/n 06611 @2010 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 101S: PR-2-11 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.19 cfs @ 12.01 hrs, Volume= 574 cf, Depth= 2.87" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (so CN Description 2,401 98 Paved parking HSG D 2,401 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 25 0.0100 0.78 Sheet Flow, Smooth surfaces n= 0.011 P2=3.10" Summary for Subcatchment 102S: PR-3_11 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.99 cfs @ 12.04 hrs, Volume= 5,717 cf, Depth= 2.16" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (so CN Description 18,897 98 Paved parking, HSG D 12,795 80 >75% Grass cover, Good, HSG D 31,692 91 Weighted Average 12,795 40.37% Pervious Area 18,897 59.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 25 0.0500 1.48 Sheet Flow, Smooth surfaces n= 0.011 P2=3.10" 0.2 65 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2 30 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.6 150 0.0400 4.06 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.7 70 0.0070 1.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.0 340 Total Proposed Condition Watershed Conditions - Riverview Place, Salem MA Revised 9/21/14 PROPOSED-D SOILS_R Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 9/22/2014 HydroCAD0 9.10 s/n 06611 ©2010 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 103S: PR-411 Runoff = 1.16 cfs @ 12.11 hrs, Volume= 3,905 cf, Depth= 1.99" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (st) CN Description 12,614 98 Paved parking, HSG D 7,928 80 >75% Grass cover, Good, HSG D 3,000 77 Woods Good HSG D 23,542 89 Weighted Average 10,928 46.42% Pervious Area 12,614 53.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (tuft) (f/sec) (cfs) 7.1 60 0.1200 0.14 Sheet Flow, Woods: Light underbrush n= 0.400 P2=3.10" 0.0 10 0.1000 5.09 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.8 115 0.0150 2.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps ' I 7.9 185 Total Summary for Subcatchment 104S: PR-511 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.78 cfs @ 12.05 hrs, Volume= 2,298 cf, Depth= 2.35' Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 8,749 98 Paved parking, HSG D 2,987 80 >75%Grass cover, Good HSG D 11,736 93 Weighted Average 2,987 25.45% Pervious Area 8,749 74.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.1 40 0.1600 0.32 Sheet Flow, Grass: Short n=0.150 P2= 3.10" 0.7 105 0.0160 2.57 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.8 145 Total Proposed Condition Watershed Conditions - Riverview Place, Salem MA Revised 9/21/14 PROPOSED-D SOILS_R Type 11124-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 9/22/2014 HydroCAD®9.10 s/n 06611 ©2010 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 105S: PR-611 (49] Hint: Tc<2dt may require smaller dt Runoff = 0.25 cfs @ 12.01 hrs, Vofume= 718 cf, Depth= 2.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 2,547 98 Paved parking, HSG D 1,270 80 >75% Grass cover, Good HSG D 3,817 92 Weighted Average 1,270 33.27% Pervious Area 2,547 66.73% Impervious Area i Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 25 0.0200 1.03 Sheet Flow, Smooth surfaces n=0.011 P2= 3.10" 0.6 75 0.0110 2.13 Shallow Concentrated Flow, Paved Kv=20.3 fps 1.0 100 Total Summary for Subcatchment 106S: PR-8 Runoff = 0.46 cfs @ 12.56 hrs, Volume= 2,892 cf, Depth= 1.60" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt=0.05 hrs Type 111 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 5,174 98 Paved parking, HSG D 15,529 80 >75% Grass cover, Good, HSG D 1.000 77 Woods, Good, HSG D 21,703 84 Weighted Average 16,529 76.16% Pervious Area 5,174 23.84% Impervious Area To Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 38.0 100 0.0050 0.04 Sheet Flow, Woods: Light underbrush n=0.400 P2=3.10" 1.9 185 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 39.9 285 Total Proposed Condition Watershed Conditions - Riverview Place, Salem MA Revised 9/21/14 PROPOSED-D SOILS_R Type ///24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 9/22/2014 HydroCAD@ 9.10 s/n 06611 ©2010 HydroCAD Software Solutions LLC Page 11 i Summary for Subcatchment 107S: PR-ROOF3b [49] Hint: Tc<2dt may require smaller dt Runoff = 0.37 cfs @ 12.01 hrs, Volume= 1,151 cf, Depth= 2.87" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" I Area (sf) CN Description 4,817 98 Roofs, HSG D 4,817 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 Direct Entry, i Summary for Subcatchment 109S: PR-1a [49] Hint: Tc<2dt may require smaller dt Runoff = 0.32 cfs @ 12.01 hrs, Volume= 879 cf, Depth= 2.08" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs I Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 2,980 98 Paved parking, HSG D 1,300 80 >75% Grass cover, Good, HSG D 800 77 Woods, Good, HSG D 5,080 90 Weighted Average 2,100 41.34% Pervious Area 2,980 58.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 0.2 25 0.1000 1.95 Sheet Flow, Smooth surfaces n=0.011 P2=3.10" 0.2 70 0.1000 6.42 Shallow Concentrated Flow, Paved Kv= 20.3 fps i 0.4 95 Total Summary for Pond 95P: Bio Cell A _._. .._.. .. .._ .............. .____._.. it Proposed Condition Watershed Conditions - Riverview Place, Salem MA Revised 9/21/14 PROPOSED-D SOILS_R Type H/24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 9/22/2014 HydroCAD®9.10 s/n 06611 ©2010 HvdroCAD Software Solutions LLC Page 12 Inflow Area = 5,455 sf, 88.30% Impervious, Inflow Depth = 2.69" for 2 yr event Inflow = 0.39 cfs @ 12.01 hrs, Volume= 1,222 cf Outflow = 0.37 cfs @ 12.04 hrs, Volume= 1,222 cf, Atten=6%, Lag= 1.8 min Discarded = 0.00 cfs @ 3.20 hrs, Volume= 84 cf Primary = 0.37 cfs @ 12.04 hrs, Volume= 1,137 cf I Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 13.71' @ 12.04 hrs Surf.Area= 350 sf Storage= 75 cf Plug-Flow detention time= 39.0 min calculated for 1,222 cf(100% of inflow) Center-of-Mass det. time= 38.8 min ( 796.4-757.5 ) I Volume Invert Avail.Storage Storage Description #1 13.00' 490 cf Custom Stage Data (Prismatic) Listed below(Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 13.00 350 0.0 0 0 16.00 350 30.0 315 315 16.50 350 100.0 175 490 Device Routing Invert Outlet Devices #1 Primary 13.25' 6.0" Round Culvert L= 30.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet/Outlet Invert= 13.25'/13.10' S=0.0050 'P Cc=0.900 n= 0.010 #2 Discarded 13.00' 0.090 inlhr Extiltration over Surface area #3 Secondary 16.25' 4.0" Vert.Orifice/Grate C= 0.600 Discarded OutFlow Max=0.00 cfs @ 3.20 hrs HW=13.04' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.36 cfs @ 12.04 hrs HW=13.70' (Free Discharge) t1=Culvert (Barrel Controls 0.36 cfs @ 2.54 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=13.00' (Free Discharge) 3=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 10913: Bio Cell B Inflow Area = 34,463 sf, 83.21% Impervious, Inflow Depth = 2.61" for 2 yr event Inflow = 2.38 cfs @ 12.02 hrs, Volume= 7,492 cf Outflow = 0.90 cfs @ 12.21 hrs, Volume= 7,492 cf, Atten= 62%, Lag= 11.6 min Discarded = 0.00 cfs @ 3.30 hrs, Volume= 556 cf Primary = 0.89 cfs @ 12.21 hrs, Volume= 6,936 cf Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-40.60 hrs, dt= 0.05 hrs Proposed Condition Watershed Conditions - Riverview Place, Salem MA Revised 9/21/14 PROPOSED-13 SOILS_R Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 9/22/2014 HydroCADO 9.10 s/n 06611 @ 2010 HydroCAD Software Solutions LLC Pane 13 Peak Elev= 9.80' @ 12.21 hrs Surf.Area=2,230 sf Storage= 1,541 cf Plug-Flow detention time= 56.2 min calculated for 7,483 cf(100% of inflow) Center-of-Mass det.time= 57.1 min (817.2 - 760.1 ) Volume Invert Avail.Storage Storage Description #1 7.50' 3,122 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 7.50 2,230 0.0 0 0 10.50 2,230 30.0 2,007 2,007 11.00 2,230 100.0 1,115 3,122 Device Routing Invert Outlet Devices #1 Primary 7.75' 6.0" Round Culvert L= 106.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet/Outlet Invert= 7.75'/7.22' S= 0.0050 'P Cc= 0.900 n= 0.010 #2 Discarded 7.50' 0.090 in/hr Exfiltration over Surface area #3 Secondary 10.75' 4.0"Vert. Orifice/Grate C= 0.600 Qiscarded OutFlow Max=0.00 cfs @ 3.30 hrs HW=7.54' (Free Discharge) �2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.89 cfs @ 12.21 hrs HW=9.80' (Free Discharge) L1=Cuivert (BarrelControls 0.89 cfs @ 4.56 fps) §condary OutFlow Max=0.00 cfs @ 0.00 hrs HW=7.50' (Free Discharge) 3=Orifice/Grate ( Controls 0.00 cfs) , Summary for Link 74L: Flow into drainage system on Flint Street Inflow Area = 11,942 sf, 42.75% Impervious, Inflow Depth = 1.90" for 2 yr event Inflow = 0.62 cfs @ 12.07 hrs, Volume= 1,887 cf Primary = 0.62 cfs @ 12.07 hrs, Volume= 1,887 of, Atten=0%, Lag=0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 87L: Flow to North River Canal (Tidal) Inflow Area = 238,517 sf, 67.81% Impervious, Inflow Depth = 2.27" for 2 yr event Inflow = 11.85 cfs @ 12.03 hrs, Volume= 45,195 cf Primary = 11.85 cfs @ 12.03 hrs, Volume= 45,195 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Proposed Condition Watershed Conditions - Riverview Place, Salem MA Revised 9/21/14 PROPOSED-113 SOILS—R Type ///24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 9/22/2014 HydroCAD®9.10 s/n 06611 ©2010 HydroCAD Software Solutions LLC Page 14 Summary for Link 90L: Infiltrate into ground Inflow Area = 7,185 sf, 30.90% Impervious, Inflow Depth = 1.67" for 2 yr event Inflow = 0.36 cfs @ 12.01 hrs, Volume= 1,001 cf Primary = 0.36 cfs @ 12.01 hrs, Volume= 1,001 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 94L: Add Inflow Area = 41,527 sf, 67.00% Impervious, Inflow Depth = 2.29" for 2 yr event Inflow = 2.83 cfs @ 12.01 hrs, Volume= 7,927 cf Primary = 2.83 cfs @ 12.01 hrs, Volume= 7,927 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span=0.00-40.00 hrs, dt=0.05 hrs Summary for Link 95L: Stormeeptor Inflow Area = 204,872 sf, 73.93% Impervious, Inflow Depth= 2.3T' for 2 yr event Inflow = 11.20 cfs @ 12.03 hrs, Volume= 40,417 cf Primary = 11.20 cfs @ 12.03 hrs, Volume= 40,417 cf, Atten= 0%, Lag= 0.0 min j Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs i i Proposed Condition Watershed Conditions- Riverview Place, Salem MA Revised 9/21/14 PROPOSED-13 SOILS_R Prepared by Microsoft Printed 9/22/2014 HydroCAD®9.10 s/n 06611 ©2010 HydroCAD Software Solutions LLC Page 1 Area Listing (all nodes) Area CN Description (sq-ft) (subcatchment-numbers) 12,280 77 Woods, Good, HSG D (89S,92S, 103S, 106S, 109S) 52,810 80 >75%Grass cover, Good, HSG D (92S, 98S, 993, 100S, 1025, 103S, 104S, 105S, 106S, 109S) 1,841 89 <50% Grass cover, Poor, HSG D (91 S) 1,113 89 Dirt roads,HSG D (89S) 39,155 92 1/8 acre lots, 65% imp, HSG D (63S, 88S) 81,694 98 Paved parking, HSG D (89S, 91 S,92S,97S, 100S, 101 S, 102S, 103S, 104S, 105S, 106S, 109S) 2,372 .98 Paved roads w/curbs&sewers, HSG D (90S) 52,737 98 Roofs, HSG D (93S, 95S,96S, 107S) 1,700 98 Unconnected roofs, HSG D (89S) i 245,702 TOTAL AREA I I i i I Proposed Condition Watershed Conditions- Riverview Place, Salem MA Revised 9/21/14 PROPOSED-D SOILS_R Type ///24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 9/22/2014 HydroCAD®9.10 s/n 06611 ©2010 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 638: EX-RES A [49] Hint: Tc<2dt may require smaller dt Runoff = 3.77 cfs @ 12.01 hrs, Volume= 10,757 cf, Depth= 3.60" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt=0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description 35,836 92 1/8 acre lots, 65% imp HSG D 12,543 35,00% Pervious Area 23,293 65.00% Impervious Area Tc Length Slope Velocity Capacity Description min (feet) (f/ft) (f/sec) (cfs) 0.3 25 0.0640 1.63 Sheet Flow, Smooth surfaces n=0.011 P2= 3.10" 0.0 10 0.1200 7.03 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.2 75 0.1100 5.34 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 110 Total Summary for Subcatchment 88S: EX-RES B2 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.35 cfs @ 12.01 hrs, Volume= 996 cf, Depth= 3.60" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description 3,319 92 1/8 acre lots, 65% imp HSG D 1,162 35.00% Pervious Area 2,157 65.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 0.3 20 0.0420 1.32 Sheet Flow, Smooth surfaces n=0.011 P2= 3.10" 0.0 10 0.1200 7.03 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.2 50 0.0660 4.14 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 80 Total Proposed Condition Watershed Conditions - Riverview Place, Salem MA Revised 9121/14 PROPOSED-D SOILS_R Type 11124-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 9/22/2014 HydroCAD@ 9.10 s/n 06611 @2010 HvdroCAD Software Solutions LLC Page 3 Summary for Subcatchment 89S: PR-DEPRESSION [49] Hint: Tc<2dt may require smaller dt Runoff = 0.63 cfs @ 12.01 hrs, Volume= 1,742 cf, Depth= 2.91" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type ][] 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description 3,852 77 Woods, Good, HSG D 1,113 89 Dirt roads, HSG D 1,700 98 Unconnected roofs, HSG D 520 98 Paved parking HSG D 7,185 85 Weighted Average 4,965 69.10% Pervious Area 2,220 30.90% Impervious Area 1,700 76.58% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) '(ft/sec) (cfs) 0.4 25 0.0200 1.03 Sheet Flow, Smooth surfaces n=0.011 P2=3.10" 0.2 55 0.1100 5.34 Shallow Concentrated Flow, I Unpaved Kv= 16.1 fps 0.1 60 0.2000 7.20 Shallow Concentrated Flow, Unpaved Kv= 16 lfps 0.7 140 Total Summary for Subcatchment 90S: PR-MASON [49] Hint: Tc<2dt may require smaller dt Runoff = 0.27 cfs @ 12.00 hrs, Volume= 843 cf, Depth= 4.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" I I Area (sf) CN Description 2,372 98 Paved roads w/curbs &sewers HSG D 2,372 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 25 0.0200 1.03 Sheet Flow, Smooth surfaces n=0.011 P2= 3.10" Proposed Condition Watershed Conditions- Riverview Place, Salem MA Revised 9/21/14 PROPOSED-D SOILS_R Type 111 24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 9/22/2014 HydroCAD®9.10 s/n 06611 ©2010 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 91 S: PR-7R III [49] Hint: Tc<2dt may require smaller dt Runoff = 0.23 cfs @ 12.07 hrs, Volume= 713 cf, Depth= 3.50" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt=0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (so CN Description 1,841 89 <50% Grass cover, Poor, HSG D 605 98 Paved parking HSG D i 2,446 91 Weighted Average 1,841 75.27% Pervious Area 605 24.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f(sec) (cfs) 3.8 40 0.0350 0.17 Sheet Flow, Grass: Short n=0.150 P2= 3.10" 0.4 70 0.0330 2.92 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 60 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 4.7 170 Total Summary for Subcatchment 92S: EX-CB R [49] Hint: Tc<2dt may require smaller dt Runoff = 0.80 cfs @ 12.07 hrs, Volume= 2,452 cf, Depth= 3.10" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description 4,500 98 Paved parking, HSG D 1,368 80 >75% Grass cover, Good, HSG D 3,628 77 Woods, Good, HSG D 9,496 87 Weighted Average 4,996 52.61% Pervious Area 4,500 47.39% Impervious Area Proposed Condition Watershed Conditions - Riverview Place, Salem MA Revised 9/21/14 PROPOSED-D SOILS_R Type 11124-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 9/22/2014 HydroCAD®9.10 s/n 06611 @2010 HydroCAD Software Solutions LLC Page 5 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.2 25 0.0110 0.10 Sheet Flow, Grass: Short n=0.150 P2= 3.10" 0.5 65 0.0110 2.13 Shallow Concentrated Flow, Paved Kv=20.3 fps 4.7 90 Total Summary for Subcatchment 93S: PR-ROOF1 [49] Hint: Tc<2dt may require smaller dt Runoff = 3.23 cfs @ 12.01 hrs, Volume= 10,190 cf, Depth= 4.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs j Type III 24-hr 10 yr Rainfall=4.50" Area (sq CN Description 28,676 98 Roofs, HSG D 28,676 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 1.0 Direct Entry, Summary for Subcatchment 95S: PR-ROOF2 R [49] Hint: Tc<2dt may require smaller dt Runoff = 1.62 cfs @ 12.01 hrs, Volume= 5,126 cf, Depth= 4.26" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description 14,427 98 Roofs, HSG D 14,427 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft(ft) (ft(sec) (cfs) 1.0 Direct Entry, Summary for Subcatchment 96S: PR-ROOF3a [49] Hint: Tc<2dt may require smaller dt Runoff = 0.54 cfs @ 12.01 hrs, Volume= 1,712 cf, Depth= 4.26" Proposed Condition Watershed Conditions- Riverview Place, Salem MA Revised 9/21/14 PROPOSED-D SOILS_R Type 11l 24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 9/22/2014 HydroCAD®9.10 s/n 06611 @ 2010 HvdroCAD Software Solutions LLC Page 6 Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description 4,817 98 Roofs, HSG D 4,817 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 Direct Entry, Summary for Subcatchment 97S: PR-DECK_R [49] Hint: Tc<2dt may require smaller dt Runoff = 1.84 cfs @ 12.04 hrs, Volume= 5,958 cf, Depth= 4.26" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-40.00 hrs, dt=0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description 16,767 98 Paved parking HSG D 16,767 100.00% Impervious Area Tc Length. Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 25 0.0100 0.78 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 2.2 265 0.0100 2.03 Shallow Concentrated Flow, Paved Kv=20.3 fps 2.7 290 Total Summary for Subcatchment 98S: PR-BIO A [49] Hint: Tc<2dt may require smaller dt Runoff = 0.05 cfs @ 12.04 hrs, Volume= 131 cf, Depth= 2.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description 638 80 >75% Grass cover, Good, HSG D 638 100.00% Pervious Area Proposed Condition Watershed Conditions- Riverview Place, Salem MA Revised 9/21/14 PROPOSED-D SOILS_R Type 11124-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 9/22/2014 HydroCADO 9.10 s/n 06611 ©2010 HydroCAD Software Solutions LLC Page 7 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 2.1 10 0.0100 0.08 Sheet Flow, Grass: Short n= 0,150 P2= 3.10" Summary for Subcatchment 99S: PR-BIO B [49] Hint: Tc<2dt may require smaller dt Runoff = 0.41 cfs @ 12.05 hrs, Volume= 1,187 cf, Depth= 2.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs I Type III 24-hr 10 yr Rainfall=4.50" Area (so CN Description 5,787 80 >750/6 Grass cover, Good, HSG D 5,787 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) 3.3 25 0.0200 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" Summary for Subcatchment 100S: PR-1 b [49] Hint: Tc<2dt may require smaller dt Runoff = 0.96 cfs @ 12.01 hrs, Volume= 2,746 cf, Depth= 3.60" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt-- 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description 5,940 98 Paved parking, HSG D 3,208 80 >75% Grass cover, Good, HSG D 9,148 92 Weighted Average 3,208 35.07% Pervious Area 5,940 64.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (f/sec) (cfs) 0.2 25 0.1000 1.95 Sheet Flow, Smooth surfaces n=0.011 P2= 3.10" 0.2 70 0.1000 6.42 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.2 40 0.0380 3.96 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.6 135 Total Proposed Condition Watershed Conditions- Riverview Place, Salem MA Revised 9/21/14 PROPOSED-D SOILS_R Type 11124-hr 10 yr Rainfall=4-50" Prepared by Microsoft Printed 9122/2014 HydroCAD®9.10 s/n 06611 @2010 HydroCAD Software Solutions LLC Pape 8 Summary for Subcatchment 101S: PR-2_R [49] Hint: Tc<2dt may require smaller dt Runoff = 0.28 cfs @ 12.01 hrs, Volume= 853 cf, Depth= 4.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type M 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description 2,401 98 Paved parking, HSG D 2,401 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) j 0.5 25 0.0100 0.78 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Summary for Subcatchment 102S: PR-3_R [49] Hint:Tc<2dt may require smaller dt j Runoff = 3.13 cfs @ 12.03 hrs, Volume= 9,238 cf, Depth= 3.50" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description 18,897 98 Paved parking, HSG D i 12,795 80 >75% Grass cover, Good, HSG D 31,692 91 Weighted Average 12,795 40-37% Pervious Area 18,897 59.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 0.3 25 0.0500 1.48 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.2 65 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2 30 0.0200 2.87 Shallow Concentrated Flow, j Paved Kv= 20.3 fps 0.6 150 0-0400 4.06 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.7 70 0.0070 1.70 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.0 340 Total Proposed Condition Watershed Conditions - Riverview Place, Salem MA Revised 9/21/14 PROPOSED-D SOILS_R Type ///24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 9/22/2014 HydroCAD@ 9.10 s/n 06611 @2010 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 103S: PR-4R i Runoff = 1.89 cfs @ 12.11 hrs, Volume= 6,465 cf, Depth= 3.30" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description 12,614 98 Paved parking, HSG D 7,928 80 >75% Grass cover, Good, HSG D 3,000 77 Woods, Good HSG D 23,542 89 Weighted Average 10,928 46.42% Pervious Area 12,614 53.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 7.1 60 0.1200 0.14 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.0 10 0.1000 5.09 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.8 115 0.0150 2.49 Shallow Concentrated Flow, Paved Kv= 20 3 fps 7.9 185 Total Summary for Subcatchment 104S: PR-511 [49) Hint: Tc<2dt may require smaller dt Runoff = 1.20 cfs @ 12.04 hrs, Volume= 3,626 cf, Depth= 3.71" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50"' Area (sf) CN Description 8,749 98 Paved parking, HSG D 2,987 80 >75% Grass cover, Good, HSG D 11,736 93 Weighted Average 2,987 25.45% Pervious Area 8,749 74.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.1 40 0.1600 0.32 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.7 105 0.0160 2.57 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.8 145 Total I Proposed Condition Watershed Conditions- Riverview Place, Salem MA Revised 9/21/14 PROPOSED-D SOILS_R Type 11124-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 9/22/2014 HydroCAD0 9.10 s/n 06611 ©2010 HydroCAD Software Solutions LLC Page 10 i Summary for Subcatchment 105S: PR-6R [49] Hint:Tc<2dt may require smaller dt Runoff = 0.39 cfs @ 12.01 hrs, Volume= 1,146 cf, Depth= 3.60" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area(sf) CN Description 2,547 98 Paved parking, HSG D 1,270 80 >75% Grass cover, Good HSG D 3,817 92 Weighted Average 1,270 33.27% Pervious Area 2,547 66.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 25 0.0200 1.03 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.6 75 0.0110 2.13 Shallow Concentrated Flow, Paved Kv=20.3 fps 1.0 100 Total Summary for Subcatchment 106S: PR-8 Runoff = 0.81 cfs @ 12.55 hrs, Volume= 5,094 cf, Depth= 2.82" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description 5,174 98 Paved parking, HSG D 15,529 80 >75% Grass cover, Good, HSG D 1,000 _ 77 Woods, Good HSG D 21,703 84 Weighted Average 16,529 76.16% Pervious Area 5,174 23.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 38.0 100 0.0050 0.04 Sheet Flow, Woods: Light underbrush n=0.400 P2= 3.10" 1.9 185 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 39.9 285 Total Proposed Condition Watershed Conditions - Riverview Place, Salem MA Revised 9/21/14 PROPOSED-D SOILS_R Type ll/24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 9/22/2014 HydroCAD®9.10 s/n 06611 @2010 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 107S: PR-ROOF3b [49] Hint: Tc<2dt may require smaller dt Runoff = 0.54 cfs @ 12.01 hrs, Volume= 1,712 cf, Depth= 4.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt=0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" ' Area (so CN Description i 4,817 98 Roofs, HSG D 4,817 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 Direct Entry, Summary for Subcatchment 109S: PR-1a [49] Hint: Tc<2dt may require smaller dt Runoff = 0.51 cfs @ 12.01 hrs, Volume= 1,438 cf, Depth= 3.40" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description 2,980 98 Paved parking, HSG D i 1,300 80 X75% Grass cover, Good, HSG D 800 77 Woods, Good, HSG D 5,080 90 Weighted Average 2,100 41.34% Pervious Area 2,980 58.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.2 25 0.1000 1.95 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.2 70 0.1000 6.42 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.4 95 Total Summary for Pond 95P: Bio Cell A Proposed Condition Watershed Conditions- Riverview Place, Salem MA Revised 9/21/14 PROPOSED-D SOILS_R Type 11124-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 9/22/2014 HydroCAD@ 9.10 sln 06611 @2010 HvdroCAD Software Solutions LLC Page 12 Inflow Area = 5,455 sf, 88.30% Impervious, Inflow Depth = 4.05" for 10 yr event Inflow = 0.58 cfs @ 12.01 hrs, Volume= 1,843 cf Outflow = 0.53 cfs @ 12.05 hrs, Volume= 1,842 cf, Atten= 10%, Lag= 1.9 min Discarded = 0.00 cfs @ 2.20 hrs, Volume= 86 of Primary = 0.53 cfs @ 12.05 hrs, Volume= 1,756 cf Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-40.00 hrs, dt=0.05 hrs Peak Elev= 13.89' @ 12.05 hrs Surf.Area= 350 sf Storage=94 cf Plug-Flow detention time=28.4 min calculated for 1,842 cf(100% of inflow) Center-of-Mass det. time=28.3 min (779.0- 750.7 ) Volume Invert Avail.Storage Storage Description #1 13.00' 490 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 13.00 350 0.0 0 0 16.00 350 30.0 315 315 16.50 350 100.0 175 490 Device Routing Invert Outlet Devices #1 Primary 13.25' 6.0" Round Culvert L= 30.0' CPP,end-section conforming to fill, Ke= 0.500 Inlet/Outlet Invert= 13.25'/13.10' S= 0.0050 ? Cc=0.900 n=0.010 #2 Discarded 13.00' 0.090 in/hr Exfiltration over Surface area #3 Secondary 16.25' 4.0"Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=0.00 cfs @ 2.20 hrs HW=13.04' (Free Discharge) Z2=Exfiltration (ExfiItration Controls 0.00 cfs) mary OutFlow Max=0.53 cfs @ 12.05 hrs HW=13.88' (Free Discharge) i In =Culvert (Barrel Controls 0.53 cfs @ 2.73 fps) i Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=13.00' (Free Discharge) 3=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 109P: Bio Cell B Inflow Area = 34,463 sf, 83.21% Impervious, Inflow Depth = 3.96" for 10 yr event Inflow = 3.57 cfs @ 12.02 hrs, Volume= 11,377 cf Outflow = 1.08 cfs @ 12.30 hrs, Volume= 11,376 cf, Atten= 70%, Lag= 16.8 min Discarded = 0.00 cfs @ 2.25 hrs, Volume= 572 cf Primary = 1.08 cfs @ 12.30 hrs, Volume= 10,804 cf Secondary = 0.00 cfs @ 12.30 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-40.00 hrs, dt=0.05 hrs Proposed Condition Watershed Conditions- Riverview Place, Salem MA Revised 9/21/14 PROPOSED-D SOILS_R Type 111 24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 9/22/2014 HydroCAD®9.10 s/n 06611 @ 2010 HVdroCAD Software Solutions LLC Page 13 Peak Elev= 10.75' @ 12.30 hrs Surf.Area= 2,230 sf Storage=2,568 cf Plug-Flow detention time= 48.5 min calculated for 11,376 cf(100%of inflow) Center-of-Mass det. time= 48.4 min ( 801.8- 753.4 ) Volume Invert Avail.Storage Storage Description #1 7.50' 3,122 cf Custom Stage Data (Prismatic) Listed below(Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 7.50 2,230 0.0 0 0 10.50 2,230 30.0 2,007 2,007 11.00 2,230 100.0 1,115 3,122 Device Routing Invert Outlet Devices i #1 Primary 7.75' 6.0" Round Culvert L= 106.0' CPP, end-section conforming to fill, Ke=0.500 j Inlet/Outlet Invert= 7.75'/7.22' S= 0.0050? Cc= 0.900 n= 0.010 #2 Discarded 7.50' 0.090 in/hr Exfltration over Surface area #3 Secondary 10.75' 4.0"Vert. Orifice/Grate C= 0.600 j Discarded OutFlow Max=0.00 cfs @ 2.25 hrs HW-7.54' (Free Discharge) 2=ExFltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=1.08 cfs @ 12.30 hrs HW=10.75' (Free Discharge) t1=Culvert (Barrel Controls 1.08 cfs @ 5.50 fps) Secondary OutFlow, Max=0.00 cis @ 12.30 hrs HW=10.75' (Free Discharge) 3=Orifice/Grate (Orifice Controls 0.00 cfs @ 0.14 fps) Summary for Link 74L: Flow into drainage system on Flint Street Inflow Area= 11,942 sf, 42.75% Impervious, Inflow Depth= 3.18" for 10 yr event Inflow = 1.02 cis @ 12.07 hrs, Volume= 3,165 cf Primary = 1.02 cfs @ 12.07 hrs, Volume= 3,165 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs i Summary for Link 87L: Flow to North River Canal (Tidal) I Inflow Area = 238,517 sf, 67.81% Impervious, Inflow Depth = 3.61" for 10 yr event 'I Inflow 18.13 cfs @ 12.03 hrs, Volume= 71,723 cf Primary 18.13 cfs @ 12.03 hrs, Volume= 71,723 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Proposed Condition Watershed Conditions - Riverview Place, Salem MA Revised 9/21/14 PROPOSED-D SOILS_R Type Ill 24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 9/22/2014 HydroCAD®9.10 s/n 06611 ©2010 HydroCAD Software Solutions LLC Page 14 Summary for Link 90L: Infiltrate into ground Inflow Area = 7,185 sf, 30.90% Impervious, Inflow Depth = 2.91" for 10 yr event Inflow = 0.63 cfs @ 12.01 hrs, Volume= 1,742 cf Primary = 0.63 cfs @ 12.01 hrs, Volume= 1,742 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 94L: Add Inflow Area = 41,527 sf, 67.00% Impervious, Inflow Depth = 3.64" for 10 yr event Inflow = 4.40 cfs @ 12.01 hrs, Volume= 12,596 cf Primary = 4.40 cfs @ 12.01 hrs, Volume= 12,596 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span=0.00-40.00 hrs, dt=0.05 hrs Summary for Link 95L: Stormceptor Inflow Area = 204,872 sf, 73.93% Impervious, Inflow Depth = 3.72" for 10 yr event Inflow = 17.14 cfs @ 12.02 hrs, Volume= 63,464 cf Primary = 17.14 cfs @ 12.02 hrs, Volume= 63,464 cf, Atten= 0%, Lag=0.0 min Primary outflow= Inflow, Time Span=0.00-40.00 his, dt= 0.05 his i j i I I Proposed Condition Watershed Conditions -Riverview Place, Salem MA Revised 9/21/14 PROPOSED-D SOILS_R Type 1/124-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 9/22/2014 HydroCAD®9.10 s/n 06611 @ 2010 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment 63S: EX-RES A [49] Hint: Tc<2dt may require smaller dt Runoff = 5.68 cfs @ 12.01 hrs, Volume= 16,609 cf, Depth= 5.56" i Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 35,836 92 1/8 acre lots, 65% imp HSG D 12,543 35.00% Pervious Area 23,293 65.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 25 0.0640 1.63 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.0 10 0.1200 7.03 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.2 75 0.1100 5.34 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 110 Total I Summary for Subcatchment 88S: EX-RES B2 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.53 cfs @ 12.01 hrs, Volume= 1,538 cf, Depth= 5.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 3,319 92 1/8 acre lots, 65% imp HSG D 1,162 35.00% Pervious Area 2,157 65.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 20 0.0420 1.32 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.0 10 0.1200 7.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2 50 0.0660 4.14 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps i 0.5 80 Total Proposed Condition Watershed Conditions - Riverview Place, Salem MA Revised 9/21/14 PROPOSED-D SOILS_R Type///24-hr 900 yr Rainfall=6.50" Prepared by Microsoft Printed 9/22/2014 HydroCAD a0 9.10 s/n 06611 ©2010 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 89S: PR-DEPRESSION [49] Hint: Tc<2dt may require smaller dt Runoff — 1.02 cfs @ 12.01 hrs, Volume= 2,860 cf, Depth= 4.78" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" l Area (so CN Description ' 3,852 77 Woods, Good, HSG D 1,113 89 Dirt roads, HSG D 1,700 98 Unconnected roofs, HSG D 520 98 Paved parking, HSG D 7,185 85 Weighted Average 4,965 69.10% Pervious Area 2,220 30.90% Impervious Area 1,700 76.58% Unconnected i Tc Length Slope Velocity Capacity Description (min) (feet) (fuft) (ft/sec) (cfs) 0.4 25 0.0200 1.03 Sheet Flow, Smooth surfaces n=0.011 P2= 3.10" 0.2 55 0.1100 5.34 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1 60 0.2000 7.20 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.7 140 Total f Summary for Subcatchment 90S: PR-MASON I [49] Hint: Tc<2dt may require smaller dt i Runoff = 0.40 cfs @ 12.00 hrs, Volume= 1,238 cf, Depth= 6.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt=0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 2372 98 Paved roads w/curbs&sewers, HSG D 2,372 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 25 0.0200 1.03 Sheet Flow, Smooth surfaces n=0.011 P2= 3.10" i Proposed Condition Watershed Conditions - Riverview Place, Salem MA Revised 9/21/14 PROPOSED-D SOILS_R Type 11124-hr 100 yr Rainfall=6.50" i Prepared by Microsoft Printed 9/22/2014 HydroCAD@ 9.10 s/n 06611 @2010 HvdroCAD Software Solutions LLC Page 17 i Summary for Subcatchment 91 S: PR-7R (49] Hint: Tc<2dt may require smaller dt Runoff = 0.34 cfs @ 12.07 hrs, Volume= 1,110 cf, Depth= 5.45" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 1,841 89 <50% Grass cover, Poor, HSG D 605 98 Paved parking, HSG D 2,446 91 Weighted Average 1,841 75.27% Pervious Area 605 24.73% Impervious Area I Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft(ft) (ft/sec) (cfs) 3.8 40 0.0350 0.17 Sheet Flow, Grass: Short n= 0.150 P2=3.10" 0.4 70 0.0330 2.92 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 60 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 4.7 170 Total Summary for Subcatchment 92S: EX-CB_R i [49] Hint: Tc<2dt may require smaller dt Runoff = 1.26 cfs @ 12.07 hrs, Volume= 3,954 cf, Depth= 5.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 4,500 98 Paved parking, HSG D 1,368 80 >75% Grass cover, Good, HSG D 3,628 77 Woods Good, HSG D 9,496 87 Weighted Average 4,996 52.61% Pervious Area 4,500 47.39% Impervious Area Proposed Condition Watershed Conditions- Riverview Place, Salem MA Revised 9/21/14 PROPOSED-D SOILS_R Type 11124-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 9/2212014 HydroCAD@ 9.10 s/n 06611 @ 2010 HydroCAD Software Solutions LLC Page 18 Tc Length Slope Velocity Capacity Description .(min) (feet) (f(ft) (ft/sec) (cfs) 4.2 25 0.0110 0.10 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.5 65 0.0110 2.13 Shallow Concentrated Flow, Paved Kv= 20.3 fps I 4.7 90 Total Summary for Subcatchment 93S: PR-ROOF1 1 [49] Hint: Tc<2dt may require smaller dt Runoff = 4.68 cfs @ 12.01 hrs, Volume= 14,963 cf, Depth= 6.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 28,676 98 Roofs, HSG D 28,676 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 Direct Entry, Summary for Subcatchment 95S: PR-ROOF2 R [49] Hint: Tc<2dt may require smaller dt Runoff = 2.35 cfs @ 12.01 hrs, Volume= 7,528 cf, Depth= 6.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 14,427 98 Roofs, HSG D 14,427 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) 1.0 Direct Entry, Summary for Subcatchment 96S: PR-ROOF3a [49] Hint: Tc<2dt may require smaller dt Runoff = 0.79 cfs @ 12.01 hrs, Volume= 2,513 cf, Depth= 6.26" Proposed Condition Watershed Conditions- Riverview Place, Salem MA Revised 9/21/14 PROPOSED-D SOILS_R Type 111 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 9/22/2014 HydroCADO 9.10 s/n 06611 @ 2010 HydroCAD Software Solutions LLC Page 19 Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt=0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" i Area sf CN Description 4,817 98 Roofs HSG D 4,817 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (f 1sec) (cfs) 1.0 Direct Entry, i Summary for Subcatchment 97S: PR-DECK_R [49] Hint: Tc<2dt may require smaller dt Runoff = 2.66 cfs @ 12.04 hrs, Volume= 8,749 cf, Depth= 6.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area(sf) CN Description 16,767 98 Paved parking HSG D 16,767 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 25 0.0100 0.78 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 2.2 265 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.7 290 Total Summary for Subcatchment 98S: PR-BIO A it [49] Hint: Tc<2dt may require smaller dt Runoff = 0.08 cfs @ 12.04 hrs, Volume= 225 cf, Depth= 4.24" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 638 80 >75% Grass cover, Good. HSG D i 638 100.00% Pervious Area Proposed Condition Watershed Conditions- Riverview Place, Salem MA Revised 9/21/14 PROPOSED-D SOILS_R Type Ill 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 9/22/2014 HydroCAD®9.10 s/n 06611 ©2010 HydroCAD Software Solutions LLC Page 20 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.1 10 0.0100 0.08 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" Summary for Subcatchment 99S: PR-BIO B [49) Hint: Tc<2dt may require smaller dt Runoff = 0.71 cfs @ 12.05 hrs, Volume= 2,042 cf, Depth= 4.24" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt=0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (so CN Description 5,787 80 >75% Grass cover, Good, HSG D 5,787 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.3 25 0.0200 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" I Summary for Subcatchment 100S: PR-1 b [491 Hint: Tc<2dt may require smaller dt Runoff = 1.45 cfs @ 12.01 hrs, Volume= 4,240 cf, Depth= 5.56" i Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt=0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 5,940 98 Paved parking, HSG D 3,208 80 >75% Grass cover, Good. HSG D 9,148 92 Weighted Average 3,208 35.07% Pervious Area j 5,940 64.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.2 25 0.1000 1.95 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.2 70 0.1000 6.42 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2 40 0.0380 3.96 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.6 135 Total Proposed Condition Watershed Conditions -Riverview Place, Salem MA Revised 9/21/14 PROPOSED-D SOILS_R Type 111 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 9/22/2014 HydroCAD®9.10 s/n 06611 @2010 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment 101 S: PR-2-R [49] Hint: Tc<2dt may require smaller dt Runoff = 0.40 cfs @ 12.01 hrs, Volume= 1,253 cf, Depth= 6.26" i Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (so CN Description 2,401 98 Paved parking HSG D 2,401 100.00% Impervious Area i Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 0.5 25 0.0100 0.78 Sheet Flow, Smooth surfaces n=0.011 P2= 3.10" Summary for Subcatchment 102S: PR-3_R [491 Hint: Tc<2dt may require smaller dt i Runoff = 4.75 cfs @ 12.03 hrs, Volume= 14,386 cf, Depth= 5.45' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 18,897 98 Paved parking, HSG D 12,795 80 >75% Grass cover, Good HSG D 31,692 91 Weighted Average 12,795 40.37% Pervious Area 18,897 59.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fttft) (ft/sec) (cfs) 0.3 25 0.0500 1.48 Sheet Flow, I Smooth surfaces n= 0.011 P2= 3.10" 0.2 65 0.0500 4.54 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.2 30 0.0200 2.87 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.6 150 0.0400 4.06 Shallow Concentrated.Flow, Paved Kv=20.3 fps 0.7 70 0.0070 1.70 Shallow Concentrated Flow, Paved Kv=20.3 fps 2.0 340 Total Proposed Condition Watershed Conditions- Riverview Place, Salem MA Revised 9/21/14 PROPOSED-D SOILS_R Type 111 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 9/22/2014 HydroCAD®9.10 s/n 06611 ©2010 HydroCAD Software Solutions LLC Paae 22 Summary for Subcatchment 103S: PR-4R Runoff = 2.93 cfs @ 12.11 hrs, Volume= 10,242 cf, Depth= 5.22" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 12,614 98 Paved parking, HSG D 7,928 80 >75% Grass cover, Good, HSG D 3,000 77 Woods, Good, HSG D 23,542 89 Weighted Average 10,928 46.42% Pervious Area 12,614 53.58% Impervious Area Tc Length Slope Velocity Capacity tyDescription (min) (feet) (f/ft) (ft/sec) (cfs) 7.1 60 0.1200 0.14 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.0 10 0.1000 5.09 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.8 115 0.0150 2.49 Shallow Concentrated Flow, Paved Kv=20.3 fps 7.9 185 Total Summary for Subcatchment 104S: PR-5R (49] Hint: Tc<2dt may require smaller dt Runoff = 1.80 cfs @ 12.04 hrs, Volume= 5,552 cf, Depth= 5.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt=0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area(so CN Description 8,749 98 Paved parking, HSG D 2,987 80 >75% Grass cover, Good HSG D 11,736 93 Weighted Average 2,987 25.45% Pervious Area 8,749 74.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.1 40 0.1600 0.32 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.7 105 0.0160 2.57 Shallow Concentrated Flow, Paved Kv=20.3 fps 2.8 145 Total Proposed Condition Watershed Conditions - Riverview Place, Salem MA Revised 9/21/14 PROPOSED-D SOILS_R Type 11124-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 9f22/2014 HydroCADO 9.10 s/n 06611 @2010 HydroCAD Software Solutions LLC Page 23 Summary for Subcatchment 105S: PR-6R [49] Hint: Tc<2dt may require smaller dt Runoff = 0.59 cfs @ 12.01 hrs, Volume= 1,769 cf, Depth= 5.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (so CN Description 2,547 98 Paved parking, HSG D 1,270 80 >75% Grass cover. Good, HSG D 3,817 92 Weighted Average 1,270 33.27% Pervious Area 2,547 66.73% Impervious Area i Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) 0.4 25 0.0200 1.03 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.6 75 0.0110 2.13 Shallow Concentrated Flow, Paved Kv=20.3 fps 1.0 100 Total Summary for Subcatchment 106S: PR-8 Runoff = 1.33 cfs @ 12.54 hrs, Volume= 8,440 cf, Depth= 4.67" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt=0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 5,174 98 Paved parking, HSG D 15,529 80 >75% Grass cover, Good, HSG D 1,000 77 Woods, Good, HSG D 21,703 84 Weighted Average 16,529 76.16% Pervious Area 5,174 23.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f fsec) (cfs) 38.0 100 0.0050 0.04 Sheet Flow, Woods: Light underbrush n=0.400 P2= 3.10" 1.9 185 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 39.9 285 Total Proposed Condition Watershed Conditions - Riverview Place, Salem MA Revised 9/21/14 PROPOSED-D SOILS R Type 111 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 9/22/2014 HydroCAD®9.10 s/n 06611 ©2010 HydroCAD Software Solutions LLC Page 24 j Summary for Subcatchment 107S: PR-ROOF3b [49] Hint: Tc<2dt may require smaller dt Runoff = 0.79 cfs @ 12.01 hrs, Volume= 2,513 cf, Depth= 6.26" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 4,817 98 Roofs HSG D 4,817 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 Direct Entry, Summary for Subcatchment 109S: PR-1a [49] Hint: Tc<2dt may require smaller dt Runoff = 0.79 cfs @ 12.01 hrs, Volume= 2,258 cf, Depth= 5.33" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-40.00 hrs, dt=0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 2,980 98 Paved parking, HSG D 1,300 80 >75% Grass cover, Good, HSG D 800 77 Woods, Good, HSG D 5,080 90 Weighted Average I 2,100 41.34% Pervious Area 2,980 58.66% Impervious Area i Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 0.2 25 0.1000 1.95 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.2 70 0.1000 6.42 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.4 95 Total Summary for Pond 95P: Bio Cell A Proposed Condition Watershed Conditions - Riverview Place, Salem MA Revised 9/21/14 PROPOSED-D SOILS_R Type 111 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 9/22/2014 HydroCAD0 9.10 s/n 06611 ©2010 HvdroCAD Software Solutions LLC Page 25 Inflow Area = 5,455 sf, 88.30% Impervious, Inflow Depth = 6.02" for 100 yr event Inflow = 0.86 cfs @ 12.01 hrs, Volume= 2,739 cf Outflow = 0.75 cfs @ 12.05 hrs, Volume= 2,739 cf, Atten= 12%, Lag= 2.4 min Discarded = 0.00 cfs @ 1.50 hrs, Volume= 88 cf Primary = 0.75 cfs @ 12.05 hrs, Volume= 2,651 cf Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-40.00 hrs, dt- 0.05 hrs Peak Elev= 14.26' @ 12.05 hrs Surf.Area= 350 sf Storage= 133 cf i Plug-Flow detention time= 20.0 min calculated for 2,735 cf(100% of inflow) Center-of-Mass det. time=20.8 min (765.7-744.9 ) Volume Invert Avail.Storage Storage Description #1 13.00' 490 cf Custom Stage Data (Prismatic) Listed below(Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) N (cubic-feet) (cubic-feet) 13.00 350 0.0 0 0 16.00 350 30.0 315 315 16.50 350 100.0 175 490 Device Routing Invert Outlet Devices #1 Primary 13.25' 6.0" Round Culvert L= 30.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet/Outlet Invert= 13.25'/ 13.10' S= 0.0050 '1' Cc- 0.900 n= 0.010 #2 Discarded 13.00' 0.090 in/hr Exfiltration over Surface area #3 Secondary 16.25' 4.0"Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=0.00 cfs @ 1.50 hrs HW=13.04' (Free Discharge) t-2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.75 cfs @ 12.05 hrs HW=1425' (Free Discharge) t-1=Culvert (Barrel Controls 0.75 cfs @ 3.80 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=13.00' (Free Discharge) 3=06fice/Grate ( Controls 0.00 cfs) Summary for Pond 109P: Bio Cell B [93]Warning: Storage range exceeded by 32.93' [88]Warning: Qout>Qin may require Finer Routing>1 Inflow Area = 34,463 sf, 83.21% Impervious, Inflow Depth = 5.92" for 100 yr event Inflow = 5.27 cfs @ 12.02 hrs, Volume= 17,005 cf Outflow = 6.15 cfs @ 12.10 hrs, Volume= 16,966 cf, Atten=0%, Lag=4.9 min Discarded = 0.00 cfs @ 3.15 hrs, Volume= 518 cf Primary = 3.73 cfs @ 12.10 hrs, Volume= 15,612 cf Secondary = 2.42 cfs @ 12.10 hrs, Volume= 835 cf Proposed Condition Watershed Conditions- Riverview Place, Salem MA Revised 9/21/14 PROPOSED-D SOILS_R Type 1!124-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 9/22/2014 HydroCAD®9.10 s/n 06611 @2010 HydroCAD Software Solutions LLC Page 26 i j Routing by Stor-Ind method, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Peak Elev=43.93'@ 12.10 hrs Surf.Area= 2,230 sf Storage= 3,122 cf Plug-Flow detention time=36.5 min calculated for 16,944 cf(100% of inflow) Center-of-Mass det.time= 35.9 min (783.6 - 747.6 ) Volume Invert Avail-Storage Storage Description #1 7.50' 3,122 cf Custom Stage Data (Prismatic) Listed below(Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic-feet) (cubic-feet) 7.50 2,230 0.0 0 0 10.50 2,230 30.0 2,007 2,007 11.00 2,230 100.0 1,115 3,122 Device Routing Invert Outlet Devices #1 Primary 7.75' 6.0" Round Culvert L= 106.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet/Outlet Invert= 7.75'/7.22' S= 0.00507' Cc= 0.900 n= 0.010 i #2 Discarded 7.50' 0.090 in/hr Exfiltration over Surface area #3 Secondary 10.75' 4.0"Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=0.00 cfs @ 3.15 hrs HW=7.75' (Free Discharge) t-2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=3.70 cfs @ 12.10 hrs HW=43.30' (Free Discharge) t--1=Culvert (Barrel Controls 3.70 cfs @ 18.83 fps) Secondary OutFlow Max=2.36 cfs @ 12.10 hrs HW=42.44' (Free Discharge) 3=Orifice/Grate (Orifice Controls 2.36 cfs @ 27.03 fps) Summary for Link 74L: Flow into drainage system on Flint Street Inflow Area = 11,942 sf, 42.75% Impervious, Inflow Depth = 5.09" for 100 yr event Inflow = 1.60 cfs @ 12.07 hrs, Volume= 5,065 cf I Primary 1.60 cfs @ 12.07 hrs, Volume= 5,065 cf, Atten= 0%, Lag=0.0 min I Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt=0.05 hrs Summary for Link 87L: Flow to North River Canal (Tidal) Inflow Area = 238,517 sf, 67.81% Impervious, Inflow Depth = 5.56" for 100 yr event Inflow - 26.86 cfs @ 12.04 hrs, Volume= 110,477 cf Primary = 26.86 cfs @ 12.04 hrs, Volume= 110,477 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow,Time Span=0.00-40.00 hrs, dt=0.05 hrs Proposed Condition Watershed Conditions - Riverview Place, Salem MA Revised 9/21/14 PROPOSED-D SOILS_R Type Ill 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 9/22/2014 HydroCADO 9.10 s/n 06611 @ 2010 HydroCAD Software Solutions LLC Page 27 Summary for Link 90L: Infiltrate into ground Inflow Area = 7,185 sf, 30.90% Impervious, Inflow Depth = 4.78" for 100 yr event Inflow 1.02 cfs @ 12.01 hrs, Volume= 2,860 cf Primary = 1.02 cfs @ 12.01 hrs, Volume= 2,860 cf, Atten=0%, Lag= 0.0 min Primary outflow= Inflow, Time Span=0.00-40.00 hrs, dt= 0.05 hrs i Summary for Link 94L: Add Inflow Area= 41,527 sf, 67.00% Impervious, Inflow Depth = 5.60" for 100 yr event Inflow = 6.61 cfs @ 12.01 hrs, Volume= 19,385 cf Primary = 6.61 cfs @ 12.01 hrs, Volume= 19,385 cf, Atten=0%, Lag=0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 95L: Stormceptor Inflow Area= 204,872 sf, 73.93% Impervious, Inflow Depth = 5.68" for 100 yr event Inflow = 24.95 cfs @ 12.03 hrs, Volume= 96,972 cf Primary = 24.95 cfs @ 12.03 hrs, Volume= 96,972 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs I j i i I I WILLIAMS 191 South Main Street, Suite 103 SPARAGES Middleton, MA 01949 (978) 539-8088 Office www.wsengineers.com ! g'I Tt r s 1 vQt _.&w i I € 9 I i F o t k k � _ w 1 4 }} , F Stormceptor® Stormceptor Design Summary PCSWMM for Stormceptor Project Information Rainfall Date 7/14/2014 Name BOSTON WSFO AP Project Name Riverview Place State MA Project Number SALE-0024 Location Mason Street/Flint Street ID 770 Designer Information Years of Records 1948 to 2005 Company Williams R Sparages - Latitude 42°21'38"N Contact Peter Blaisdell Longitude 71"0'38"W Notes Water Quality Objective N/A TSS Removal (%) 77 Drainage Area Upstream Storage Total Area(ac) 4.73 Storage Discharge Imperviousness(%) 74.33 (ac-ft) (cfs) 0 0 The Stormceptor System model STC 4800 achieves the water quality objective removing 81%TSS for a Fine(organics,sifts and sand)particle size distribution. Stormceptor Sizing Summary - - - i i Stormceptor Model TSS Removal % STC 450i 61 STC 900 71 STC 1200 71 STC 1800 71 STC 2400 76 STC 3600 76 STC 4800 81 �/o STC 6000 81 STC 7200STC 11000 STC 13000 88 �Gd�a ®B9� STC 16000 90 I I Stormceptor Design Summary-1/2 Stormceptor® Particle Size Distribution Removing sift particles from runoff ensures that the majority of the pollutants, such as hydrocarbons and heavy metals that adhere to fine particles,are not discharged into our natural water courses. The table below lists the particle size distribution used to define the annual TSS removal. Fine or anics, silts and sand Specific Settling Particle Size Distribution Specific Settling Particle Size Distribution P 9 Gravity Velocity Gravity Velocity m % ftts PM % ftts 20 20 1.3 0.0013 60 20 1.8 0.0051 150 20 2.2 0.0354 400 20 2.65 0.2123 2000 20 2.65 0.9417 Stormceptor Design Notes Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor. Design estimates listed are only representative of specific project requirements based on total suspended solids(TSS)removal. • Only the STC 4501 is adaptable to function with a catch basin inlet andfor inline pipes. • Only the Stormceptor models STC 4501 to STC 7200 may accommodate multiple inlet pipes. Inlet and outlet invert elevation differences are as follows, Inlet and Outlet Pipe Invert Elevations Differences Inlet Pipe Configuration STC 4501 STC 900 to STC STC 11000 to 7200 STC 16000 Single inlet pipe 3 in. 1 in. 3 in. Multiple inlet pipes 3 in. 3 in. Only one inlet pipe. Design estimates are based on stable site conditions only,after construction is completed. • Design estimates assume that the storm drain is not submerged during zero flows. For submerged applications,please contact your local Stormceptor representative. Design estimates may be modified for specific spills controls. Please contact your local Stormceptor representative for further assistance. For pricing inquiries or.assistance,please contact Rinker Materials 1 (800)909-7763 www.ri nkerstormceptor.com II ■ Stormceptor Design Summary-2J2 G SPR, NRCC, FHOD 67-71 Mason ST&72 Flint St 2�1� - -- - Riverview Place YY�QY�dmkYV - � a jFormer Salem Suede NEW ENGLAND CIVIL ENGINEERING CORP. 120 WASHINGTON STREET,SURE 202E,P.O.BOX 3026,SALEM,MA 01970 PH:978.741.7401-FAX:978.741.7402-WWW.ENGINEERINGCORPORATION.COM _J 6 November 6, 2014 Ms. Erin Schaeffer Staff Planner Office of Planning and Community Development 120 Washington Street Salem, MA 01970 Re: City of Salem RFQ 0-37—On-Call Civil Engineering Support Services Task Order No. 12, Peer Review Services—Riverview Place Mason and Flint Street—Salem, MA Fourth Review Letter, First Review Letter for Revised Application Dear Ms. Schaeffer: As you are aware, we previously reviewed the Riverview Place project for the Salem Planning Board and prepared three peer review letters, with the last one dated March 25, 2009. The project has been re- submitted by another Applicant and we have been retained to complete an additional peer review of the revised application. We understand the project will be discussed again at the upcoming November 6, 2014 meeting of your Planning Board and we have prepared this project status letter for your use at the meeting. Please find enclosed the results of our fourth review of the documents (first review of revised application) and a list of comments and considerations by the board for conditional approval. Comments and Recommendations for Conditions of Approval from 2009 Reviews: 1) Applicant to provide more information about the location and condition of the existing City drain and proposed support or bypass pumping of drain during construction for review by the City Engineer prior to beginning demolition. Applicant has proposed to temporarily bypass the existing drain during demolition, investigate the drainage during and after demolition, and replace the drain before construction. The Applicant has provided a detailed plan and layout of the proposed route of bypass and future drainage piping. This approach will address the City's concerns about loss of service for Mason Street drainage. Recommend condition be added to approval that Applicant to maintain bvpass Dumping 24/7 during wet-weather and plug the outfall to avoid sedimentation of the North River during demolition. Status=Unresolved, Drain was not located, pumped, or maintained during construction. Current location of drain remains unknown, not connected to outlet. WATER RESOURCES - BURIED INFRASTRUCTURE-PUBLIC WORKS - CONSTRUCTION ADMINISTRATION - LAND DEVELOPMENT Applicant has agreed to replace the drain pipe and route through site parallel to private drain pipe and grant City easement to access, maintain, and replace. Recommendation: Applicant to locate drain pipe and submit plan to City Engineer detailing proposed replacement drain piping for approval prior to Foundation Permit. 2) Recommend condition be added to approval that Applicant cut and cap gas lines at the main prior to beginning demolition. Status = Unresolved. Gas assumed capped. Status of other utility service connections in City streets unknown. Applicant has agreed to confirm service connections (water, sewer, gas) have been capped at the mains and cap them if they remain connected prior to construction. Recommendation: Applicant to confirm all utility service connections are capped at mains in City street and cap them if they remain connected prior to Foundation Permit. 5) Recommend condition be added to approval that Applicant will revise Sheet 6 of 8 to include the drain stubs from all buildings and the bio-retention areas per the narrative, and submit details for review(oil-water separator and "flow splitting" device proposed to proportion drain flows from the roof of Building 0). Status =Resolved. Revised submission includes details for bioretention, oil/water separator, and Stormceptor BMPs. Recommendation: Applicant to submit final plans following architectural drawing completion confirming roof runoff will be received by roof drainage and locations of roof drainage piping conform with civil conceptual plans prior to Foundation Permit. 14) Recommend condition be added to approval that the Applicant will replace the existing Mason Street water valve if the City is not confident in its condition. Status=Resolved. Applicant has agreed to install triple gate intersections at proposed connections to City water pipes on Flint and Mason Street. Recommendation: Applicant to submit revised plans showing additional valve prior to Foundation Permit. 20)Recommend condition be added to approval that the Applicant submit revised landscaping plans to match with site development plans and address conflict between landscaping and bio-retention areas. Status = Unresolved. Landscaping plans not submitted for review. Recommendation: Applicant to submit landscaping plans and confirm plantings are in conformance in vicinity of bioretention area between civil and landscaping plans. NEW ENGLAND CIVIL ENGINEERING CORP. Page 2 of 4 21)Recommend condition be added to approval that the Applicant submit revised Sheet 7 which was referenced in the narrative for review and files, and confirm that the drain piping will not allow backflow from the stormcepter to the lower bio-retention area. Status =Resolved. Applicant has agreed to add backflow prevention between bioretention area and closed drainage piping. Recommendation: Applicant to submit revised plans showing backflow prevention downstream of bioretention area prior to Foundation Permit. Comments and Recommendations for Conditions of Approval from 2014 Reviews: A) Stormwater Permit. Applicant has not filed a stormwater permit with the City. Status =Unresolved. Applicant to file Stormwater Permit with Planning Dept. B) Flood Hazard District Special Permit. Status =Partially Resolved. Applicant has confirmed electric utilities and transformers are located above the flood plain. Applicant to present City with additional information relative to vehicular and pedestrian movement within the site and adjacent streets in the event of flooding. C) Sewer Infrastrucutre. Recent investigations have identified sewer infrastructure on the development site and connecting the site to the SESD interceptor sewer on Flint Street to be in poor condition and source of illicit inflow and infiltration into the City collection system(see attached map). Status =Resolved. Applicant has agreed to replace the sewer infrastructure (2 manholes and 2 pipe reaches) onsite, and clean and CCTV inspect pipeline on Flint Street and rehabilitate per direction from City Engineer. Recommendation: Applicant to revise plans to show replacement of onsite sewer infrastructure and clean and CCTV inspect pipe in Flint Street connecting development to the SESD interceptor sewer, submit results to City Engineer, and rehabilitate pipe as required. D) Existing Conditions-Demolition Plans. Plans identify five sewer manholes and connecting piping on development site. Status =Resolved. Applicant has stated that they intend to remove and abandon all onsite sewer infrastructure. Recommendation: Applicant to submit revised plans detailing limits and extent of sewer infrastructure removal on site prior to Foundation Permit. E) Drain connectivity and continuity from Mason Street(see above comments from 2009) F) Cut and cap utility services at main in City streets (see above comments from 2009) NEW ENGLAND CIVIL ENGINEERING CORP. Page 3 of 4 G) Mason Street Sidewalk. City recently replaced the sidewalks on Mason Street but could not construct in front of existing site due to safety fencing and excavated area. City Engineer requests that Applicant remove and replace existing sidewalks in front of project area on Mason Street to match the rest of sidewalks on Mason Street. Status =Resolved. Applicant agreed to replace existing sidewalks in front of project area to match the recently replaced sidewalks on Mason Street. Recommendation: Applicant to submit revised plans detailin¢ limits and extent of sidewalk replacement on Mason Street prior to Buildin2Permit. If you have any questions or require additional information, please do not hesitate to contact me at any time on my cell phone at 978-767-5415 or at my Salem office at 978-741-7401. Sincerely, nJA Y v William M. Ross, P.E. Project Manager/Principal Engineer New England Civil Engineering Corp. Cc: David Knowlton, City of Salem NEW ENGLAND CIVIL ENGINEERING CORP. Page 4 of 4 ti Legend SEME Drainage Structures Sanitary Structures ELE•T snvc• = • Manhole • Sewer Manhole M SNLE• SV E Catchbasin +— Sewer Pipe . s --- Drain Pipes +. — Plugged i i Lihear•Igmatinfro a �q - SERE Rive�vieLINTS « as" yA. m ` .. w P�thalf . •z�5. _� filled withgrease and IUtle SM++ .246x ' black subs nee.� "`. 949,• .,, ... A �. Line on inating-fr` roerview . +" r tPlace' hk he infiltration in.-o"` i �s pipe an an ole connection r .9 a J rb' h Sanitary Sewer Originating from Riverview Place N 0 15 30 Salem, MA Feet .y 1 inch = 30 feet Wednesday, November 05,2014 NEW ENGLAND CIVIL ENGINEERING CORP. 120 WASHINGTON STREET,SURE 202E,P.O.BOX 3026,SALEM,MA 01970 PH:978.741.7401-FAX:978.741.7402—W W W.ENGINEEPJNGCORPORATION.COM r � e August 22, 2014 Ms. Dana Menon Staff Planner Office of Planning and Community Development 120 Washington Street Salem, MA 01970 Re: City of Salem RFQ 0-37—On-Call Civil Engineering Support Services, Task Order No. 12 - Riverview Place Redevelopment Project, Dear Dana: I greatly appreciated the opportunity to meet with you last week to briefly discuss the opportunity to provide Peer Review Services on behalf of the City of Salem, in support of the proposed "Riverview Place"redevelopment project on Flint and Mason Streets. At your invitation, we have prepared this Task Order—Letter Proposal to provide peer review services of the proposed development. Project Understandine: • Riverview Place, LLC previously proposed a redevelopment at the current "Salem Suede" property that abuts Mason and Flint Streets in Salem, MA. The project was presented to the Planning Board in 2009 and the Board voted in favor of the project on April 16, 2009 with conditions summarized in a decision dated April 17, 2009. • The project proceeded with demolition involving demolition of two existing buildings. • The proposed project will involve construction of three new buildings, site work, and utilities. • The City of Salem previously retained a traffic engineer to review the traffic and access issues so those elements are not included as part of this peer review. • The City of Salem previously retained NECE to complete an independent peer review of the proposed development plans and documentation including compliance with Salem Zoning Ordinance, Section 7-18 - Site Plan Review, Section 7-16—Wetlands & Flood Hazard District Special Permit, and Section 7-21 —North River Canal Corridor Mixed Use District Special Permit. • Included in the previous peer review was a consideration of existing and proposed utilities, sewer separation and infiltration issues, and adequacy of existing utilities to serve the project. • Riverview Place, LLC has revised the proposed project and plans to resubmit the revised project to the Planning Board for consideration. WATER RESOURCES - BURIED INFRASTRUCTURE-PUBLIC WORKS - CONSTRUCTION ADMINISTRATION - LAND DEVELOPMENT • The City requests independent peer review of the revised project including development plans and documentation, and an opinion if the changes to the plans will adversely affect compliance with stormwater management, ordinances, and utility issues reviewed previously. • Specific documents to be reviewed include a set of revised plans (25 sheets dated 07/15/2014), revised Environmental Impact Statement (not yet submitted), and revised Stormwater Management Plan (not yet submitted). SCOPE OF WORK: Task 1) Review original development plans, environmental impact statement, and stormwater management plan submitted for redevelopment project in 2009, and revised plans and documentation to accompany 2014 revised project. Budget assumes Applicant will summarize changes to plans and documents, including sets of plans highlighting changes and narrative and tabular summary of changes to layouts, drainage patterns, impervious areas, utilities, treatment systems, and reporting. Task 2) Attend meeting with applicant's engineer to review changes to project and impacts on environmental, stormwater, and utility issues. Task 3) Complete site visit to observe the condition of the site following demolition (completed since 2009 submission). Task 4) Review revised Site Development Plans (Sheets 1-9)prepared by Eastern Land Survey Associates, dated July 15, 2014. Review revised Site Demolition Plan (to be provided by Eastern Land Survey Associates). Review revised "Riverview Place" architectural drawings prepared by H.H. Morant & Co., Inc. Review revised Environmental Impact Statement and Stormwater Management Plan prepared by Eastern Land Survey & Associates. Task 5) Prepare Letter Report summarizing findings of the record search, site walk, ordinance review, and document review in Task 1-4 above. Task 6) Attend meeting with City Planning staff to discuss findings of Letter Report. Task 7) Attend one (1) Planning Board public hearing to present findings of peer review. Expanded SCOPE OF WORK: Task 8) If requested by the City of Salem, provide additional engineering services as required to complete additional site visits, review additional project plans and documents beyond those described above if information from Task 1 is not provided, and attend additional meetings or public hearings. PROJECT BUDGET: Compensation for the Scope of work described in Task I through Task 7 shall be made based on periodic accrual invoices (time and materials), not to exceed the amount of Two Thousand Dollars ($2,000.00) without written authorization from the City of Salem. Task I I will be completed on an NEW ENGLAND CIVIL ENGINEERING CORP. Page 2 of 4 accrual (time and materials) basis at an hourly rate of$88.00 to $160.00 depending on the labor category required, plus out of pocket expenses, in accordance with the rate schedule dated June 3, 2013 appended to RFQ 0-37. Written direction from the City of Salem will be required to expand scope of services. PROJECT SCHEDULE: New England Civil Engineering Corp. will complete the Scope of Services described in Task 1 through Task 7 above within 20 working days following receipt of written authorization to proceed and copies of all documents to be reviewed as described above. PAYMENT TERMS: Periodic invoices will be submitted to the Client and will be based on percentage completion of individual tasks as described above. Invoices are payable within fourteen(14) days of receipt and approval by Client. EXPENSES: The method for charging expenses, sub-contracted or supplemental services is 1.15 x the actual cost of the direct expense. ACCEPTANCE: This Task Ordered letter proposal, in conjunction with the reference Contract RFQ 0-37 issuance of Notice to Proceed dated June 3,2013, will serve as an "Agreement to Professional Services". Please sign this proposal in the space provided and return one executed copy to my attention at your earliest convenience to initiate the project. We have provided five execution lines for City of Salem authorization to proceed but will be happy to revise or append the format of this letter with additional signature lines at your request. If you have any questions or require additional information, please do not hesitate to contact me at any time on my cell phone at 978-767-5415 or at my Salem office at 978-741-7401. We thank you for the opportunity to work with the City of Salem and look forward to building on our successful and rewarding partnership moving forward. Sincerely, William M. Ross, P.E. Project Manager/Principal Engineer New England Civil Engineering Corp. NEW ENGLAND CIVIL ENGINEERING CORP. Page 3 of 4 Task Order No. 12 Authorization: 1�� &i;# Io d Kimberley Driscoll Date• Mayor uncan, AICP Date: Dire or of Planning and Community Development avid Knowlton, P.E. Date: City E ' ee Sara ton Date: Finance Director /U� 1(A, � Whitney Haskell Date: Purchasin ,t Elizabeth Rennard Date: --City Solicitor A3 -- S913 } NEW ENGLAND CIVIL ENGINEERING CORP. J� Page 4 of 4 NEW ENGLAND CIVIL ENGINEERING CORP. 120 WASHINGTON STREET,SUITE 202E,P.O.BOX 3026,SALEM,MA 01970 PH:978.741.7401-FAX:978.741.7402—W W W.ENGINEERINGCORPORATION.COM a August 22, 2014 Ms. Dana Menon Staff Planner Office of Planning and Community Development 120 Washington Street Salem, MA 01970 Re: City of Salem RFQ 0-37—On-Call Civil Engineering Support Services, Task Order No. 12 - Riverview Place Redevelopment Project, Dear Dana: I greatly appreciated the opportunity to meet with you last week to briefly discuss the opportunity to provide Peer Review Services on behalf of the City of Salem, in support of the proposed "Riverview Place"redevelopment project on Flint and Mason Streets. At your invitation, we have prepared this Task Order—Letter Proposal to provide peer review services of the proposed development. Project Understanding` • Riverview Place, LLC previously proposed a redevelopment at the current "Salem Suede" property that abuts Mason and Flint Streets in Salem, MA. The project was presented to the Planning Board in 2009 and the Board voted in favor of the project on April 16, 2009 with conditions summarized in a decision dated April 17, 2009. • The project proceeded with demolition involving demolition of two existing buildings. • The proposed project will involve construction of three new buildings, site work, and utilities. • The City of Salem previously retained a traffic engineer to review the traffic and access issues so those elements are not included as part of this peer review. • The City of Salem previously retained NECE to complete an independent peer review of the proposed development plans and documentation including compliance with Salem Zoning Ordinance, Section 7-18 - Site Plan Review, Section 7-16—Wetlands& Flood Hazard District Special Permit, and Section 7-21 —North River Canal Corridor Mixed Use District Special Permit. • Included in the previous peer review was a consideration of existing and proposed utilities, sewer separation and infiltration issues, and adequacy of existing utilities to serve the project. • Riverview Place, LLC has revised the proposed project and plans to resubmit the revised project to the Planning Board for consideration. WATER RESOURCES - BURIED INFRASTRUCTURE-PUBLIC WORKS - CONSTRUCTION ADMINISTRATION - LAND DEVELOPMENT • The City requests independent peer review of the revised project including development plans and documentation, and an opinion if the changes to the plans will adversely affect compliance with stormwater management, ordinances, and utility issues reviewed previously. • Specific documents to be reviewed include a set of revised plans (25 sheets dated 07/15/2014), revised Environmental Impact Statement (not yet submitted), and revised Stormwater Management Plan (not yet submitted). SCOPE OF WORK: Task 1) Review original development plans, environmental impact statement, and stormwater management plan submitted for redevelopment project in 2009, and revised plans and documentation to accompany 2014 revised project. Budget assumes Applicant will summarize changes to plans and documents, including sets of plans highlighting changes and narrative and tabular summary of changes to layouts, drainage patterns, impervious areas, utilities, treatment systems, and reporting. Task 2) Attend meeting with applicant's engineer to review changes to project and impacts on environmental, stormwater, and utility issues. Task 3) Complete site visit to observe the condition of the site following demolition(completed since 2009 submission). Task 4) Review revised Site Development Plans (Sheets 1-9)prepared by Eastern Land Survey Associates, dated July 15, 2014. Review revised Site Demolition Plan (to be provided by Eastern Land Survey Associates). Review revised "Riverview Place" architectural drawings prepared by H.H. Morant & Co., Inc. Review revised Environmental Impact Statement and Stormwater Management Plan prepared by Eastern Land Survey & Associates. Task 5) Prepare Letter Report summarizing findings of the record search, site walk, ordinance review, and document review in Task 1-4 above. Task 6) Attend meeting with City Planning staff to discuss findings of Letter Report. Task 7) Attend one (1) Planning Board public hearing to present findings of peer review. Expanded SCOPE OF WORK: Task 8) If requested by the City of Salem,provide additional engineering services as required to complete additional site visits, review additional project plans and documents beyond those described above if information from Task 1 is not provided, and attend additional meetings or public hearings. PROJECT BUDGET: Compensation for the Scope of work described in Task 1 through Task 7 shall be made based on periodic accrual invoices (time and materials), not to exceed the amount of Two Thousand Dollars ($2,000.00) without written authorization from the City of Salem. Task I 1 will be completed on an NEW ENGLAND CIVIL ENGINEERING CORP. Page 2 of 4 accrual (time and materials) basis at an hourly rate of$88.00 to $160.00 depending on the labor category required,plus out of pocket expenses, in accordance with the rate schedule dated June 3, 2013 appended to RFQ 0-37. Written direction from the City of Salem will be required to expand scope of services. PROJECT SCHEDULE: New England Civil Engineering Corp. will complete the Scope of Services described in Task 1 through Task 7 above within 20 working days following receipt of written authorization to proceed and copies of all documents to be reviewed as described above. PAYMENT TERMS: Periodic invoices will be submitted to the Client and will be based on percentage completion of individual tasks as described above. Invoices are payable within fourteen(14) days of receipt and approval by Client. EXPENSES: The method for charging expenses, sub-contracted or supplemental services is 1.15 x the actual cost of the direct expense. ACCEPTANCE: This Task Ordered letter proposal, in conjunction with the reference Contract RFQ 0-37 issuance of Notice to Proceed dated June 3, 2013, will serve as an"Agreement to Professional Services". Please sign this proposal in the space provided and return one executed copy to my attention at your earliest convenience to initiate the project. We have provided five execution lines for City of Salem authorization to proceed but will be happy to revise or append the format of this letter with additional signature lines at your request. If you have any questions or require additional information,please do not hesitate to contact me at any time on my cell phone at 978-767-5415 or at my Salem office at 978-741-7401. We thank you for the opportunity to work with the City of Salem and look forward to building on our successful and rewarding partnership moving forward. Sincerely, William M. Ross, P.E. Project Manager/Principal Engineer New England Civil Engineering Corp. NEW ENGLAND CIVIL ENGINEERING CORP. Page 3 of 4 Task Order No. 12 Authorization: 0 I K berley iscoll Date. 4or,Mv,auncan, AICP Date: Director of Planning and mmunity Development avid Knowlton, P.E. Date: City En ' 2eI� Sar tanton Date: Finance Director Whitney Haskell Date: Purchasing Agen Elizabeth Rennard Date: City`Solicitor NEW ENGLAND CIVIL ENGINEERING CORP. Page 4 of 4 ,� y. f� 'C•' '.�I i IIIOIIIIII a7�1A- gl'c°3 ILI is ,� `F!� �, l��•71 •��=`,u.+ 7•`� WAR a . . 4 _ 'i.Y a 45� • � G 0 0 > tlTwn' s+- © TK