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70-92 1/2 BOSTON ST - PLANNING (5) I r _ _ _ ___ m �'Q�.eS I�1"IU'11 �. .. -� Y l� �. u�n�" .� ._. .a -40 -`(2-5 Ba*A Sk. sp2 21 oAnto i} DT seIQV�Le- iversl© www.myuniversalop.com phone:1-866 756-4676 UNV12113 MADE IN USA ��2\� Zal� FMeIQn, Ser� 5 PFS iWewklce Corrhnved U42k Ili Can-kr�ecw l , ILO Ito 'bill '111 1 \U cor'-tires AFFIDAVIT OF SERVICE City of Salem provision M.G.L., Chapter 39, Section 23D. (A City Councilor, board, or commission member, to sign upon listening to the audio of a missed meeting and examining all evidence.) Per the City of Salem provision M.G.L., Chapter 39 Section 23D, I, hereby certify under the pains and penalties of perjury that I have examined all evidence pertaining to /U ��2•� -�'M01'3 �• which was distributed at the single missed session on ,which evidence included an audio recording of the missed session. This certification shall become part of the record of the hearing. Name Date AFFIDAVIT OF SERVICE City of Salem provision M.G.L., Chapter 39, Section 23D. (A City Councilor,board, or commission member, to sign upon listening to the audio of a missed meeting and examining all evidence.) Per the City of Salem provision M.G.L., Chapter 39 Section 23D, I, I�l hereby certify under the pains and penalties of perjury that I have examined all evidence pertaining to '�0 —Q Z, 5 F>0&+zr) S 04 which was distributed at the single missed session on a�l2i01, 7o I which evidence included an audio recording of the missed session. 'This certification shall become part of the record of the hearing. Nam, stJz Date 5���j AFFIDAVIT OF SERVICE City of Salem provision M.G.L., Chapter 39, Section 23D. (A City Councilor, board, or commission member, to sign upon listening to the audio of a missed meeting and examining all evidence.) Per the City of Salem provision M.G.L., Chapter 39 Section 23D, I, hereby certify under the pains and penalties of perjury that I have examined all evidence pertaining to--7r) +co `'�Z,Gj �—, $;; BC,which was distributed at the single missed session on �L� Q ¢t �L,which evidence included an audio recording of the missed session. This certification shall become part of the record of the hearing. Name Date rd Ido AFFIDAVIT OF SERVICE City of Salem provision M.G.L.,Chapter 39,Section 23D For a City Councilor, board, or commission member, to sign upon listening to the audio of a missed meeting and examining all evidence. Per thye� CityofSaleem�provision M.G.L., Chapter 39, Section 23D, I, �I 1� I tUiV I�WS hereby certify under the pans and penalties of perjury that I have examined all evidence pertaining to n Mpg , which was distributed at the single missed session on�M �� 211 Zb4 , which evidence included an audio recording of the missed session. This certification was submitted prior to the undersigned's participation in a vote on the matter and shall become part of the record of the hearing. Signature A�� Date ✓/� J ✓ i_p Board of Commission 11any)1M o A AFFIDAVIT OF SERVICE City of Salem provision M.G.L., Chapter 39, Section 23D. (A City Councilor,board, or commission member, to sign upon listening to the audio of a missed meeting and examining all evidence.) Per the City of Salem provision M.G.L., Chapter 39 Section 23D, I, b m 6 K1 se� hereby certify under the �paains and penalties of perjury that I have examined all evidence pertaining to '1 b-u. 5QJC&yl�Y � sm which was distributed at the single missed session on 5vne M W10 ,which evidence included an audio recording of the missed session. This certification shall become part of the record of the hearing. Name Date (6 Project file: SALE-0029 July 21,2016 & WILLIAMS SPARAGES Amanda Chiancola,Staff Planner ENUNEEn , g NM . SURVEYORS City of Salem Department of Planning&Community Development 120 Washington Street,3Rd Floor Salem,MA 01970 CF RE: Goodhue Street& #70-921/2 Boston Street,Salem,MA Peer Review Response 2 p ✓U� � 16 co y� T aF 1?p Dear Ms. Chiancola, ��try a�qN oF�E 0 a The purpose of this letter is to respond to the email that you received from Mr.Kenneth S.St NT P.E.of VHB in which he red-lined comments into our document for additional clarification after his cursory review.We have deleted those items that he did not comment on and added our responses below for the ones that he did add comments to. STORMWATER MANAGEMENT 4. An Operations and maintenance (O&M)plan is required by Standard 9 to ensure that stormwater management systems function as designed. At a minimum the O&M plan shall include the following (if applicable),and shall also be included on the Site Plans themselves: a. Stornnoater management system owners) b. The parties responsible for operation and maintenance, including how future property owners will be notified of the presence of the stonnroater management system and the requirement for the proper operation and maintenance. c. The routine and non-routine maintenance tasks to be undertaken after construction is completed and schedule for implementing those tasks. d. A plan that is drawn to scale and shares the location of all stortmoater BMPs in each treatntent train along with the discharge point. e. A description and delineation of public safety features. f. An estintated operations and maintenance budget Please see attached Operation&Maintenance Plan(O&M) in the stormwater report. Does not appear to be included in Stortmoater Report. The O&M Plan was inadvertently omitted from the report and will be provided. 5. It appears that the applicant used rainfall data from TP-40. TP40 has been superseded by NOAA Atlas 14. The following rainfall depths should be used for the 2, 10, 25 and 100-year storm events respectively:3.2",5.0", 6.2"and 7.9". i We have looked into this comment and itis our understanding that the Massachusetts � Department of Environmental Prnttrtinn 4T)PP bac nor 4,ot nA two MQA A Atli n 189 North Main Street, Suite 101 • Middleton, MA 01949 • Tel: (978) 539-8088 • www.wsengineers.com I Response to Peer Review Comments 2 Goodhue Street&#70-92 Y,Boston Street Salem,MA-July 21,2016 rainfall data and that TP40 is still the standard. Therefore,it is our position that changing the rainfall amounts for the storms required to be analyzed in the runoff calculations for this project is not required. Town Engineer to provide input. We have re-run the stormwater model using the NOAA Atlas 14 rainfall depths. 6. The applicant has selected to use a ntininium time of concentration of 6 minutes HydroCAD has no minimum time ofconcentration requirentertt. The applicant should provide calculations to demonstrate that the time of concentration for each watershed does not exceed 6 minutes. On a recent project in Salem,the Chair of the Conservation Commission asked that we run our HydroCAD model with a minimum time of concentration(Tc) of 6 minutes. Due to the small size of the site and its corresponding watersheds,the slope of the site and the length of the Tc s,it is our experience that they will not exceed 6 minutes. If the Tc is less than 6 minutes,HydroCAD automatically increases the time of concentration to the minimum value selected. The TC data uxrs input directly and the calculations were not perforated to allow to default to 6 minutes. As discussed,we have inputted times of concentration data into the HydroCAD model and allowed the program to determine the times of concentration. 7.The NRCS Soil Map for the site indicates Urban Land;there is no Hydrologic Soil Group designation for Urban Land. Boring Logs and Test Pit Data sands and gravels overlain by a thin layer of gravelly sandy loans. The development ofcurve numbers for the hydrologic model the applicant uses Hydrologic Soil Group B for consistency with the previously approved project. The applicant should justifij this approach. It is important to note that there was a recently approved project on this site and that the Hydrologic Soil Group (HSG)used by the permitting engineers was"B" and was accepted by the City of Salem. It is not our intention to break new ground with the soils on the site and therefore we have also accepted HSG"B" for our runoff calculations. Itis our position that this is in the best interest of our client and the project. Torun Engineer to provide input. We have re-run the stormwater model using Hydrologic Soil Group A,which is consistent with the boring log and testhole for the subject property. 9. The Environmental Impact Statement discusses potential for contamination on-site. The applicant shall provide confirmation from a licensed Site Professional (LSP) that the location of the infiltration systems on-site will not adversely impact contamination on-site (if present). 2 Response to Peer Review Comments 2 Goodhue Street&#70-92 Y Boston Street Salem,MA-July 21,2016 The locations of the subsurface infiltration areas were selected after we consulted with Mr. Luke Fabbri,LSP in order to place them in areas that would not have an adverse impact on the contamination on site (if present). Provide Documentation from LSP. We will provide the documentation from the project LSP. 11. The applicant should verifiJ Whether the proposed development is tributary to a waterbody subject to a Total Maximum Daily Load(TMDL) requirement. If the proposed development is tributary to an impaired waterbody the applicant should describe lwto the proposed stormrvater management system meets the TMDL requirements. The project is tributary to the municipal drainage system located on Goodhue Street which ultimately reaches the North River Canal. We are aware of a TMDL requirement for Fecal Coliform for the North River Canal. It is our position that the stormwater runoff from the site will be improved with the proposed stormwater systems that are proposed for the site. The Dog Park will have plastic bags available for pet owners to pick up the waste and a routine maintenance program will be initiated to regularly inspect and clean up any leftover pet waste. Roof runoff is untreated;potential for contamination front birdsAvildlife As discussed,we will install owl decoys on the roof in an effort to reduce the potential for contamination of roof runoff from birds/wildlife. This measure,together with the plastic bags in the dog park will reduce the amount of fecal coliform being generated from this project as compared to the existing condition. 12. Stornmrater Management Area#1 and#2 are located immediately upgradient of proposed retaining walls. The applicant should demonstrate that there is adequate separation to prevent breakout or seepage ofgroundwater through the wall sijstems. The wall systems should be designed accordingly. Proposed stormwater management area#2 is somewhat close to a downhill wall (approximately 7-feet). We will agree to place a 40-mil HDPE membrane between the end of infiltration chamber area closest to the wall and the proposed wall. Final retaining wall engineering designs will be prepared at a later date prior to construction as part of the building permit application process. Detailed on Site Plan? Location,length and depth? The limits of the 40-mil HDPE impermeable barrier will be added to the plans. 3 Response to Peer Review Comments 2 Goodhue Street&#70-92 Y= Boston Street Salem,MA•July 21,2016 Utilities 5. Applicant shall provide pipe sizing calculations for the proposed closed-pipe drainage system. Pipe sizing calculations have been included in the stormwater report. Calculations were not included in the report. The pipe sizing calculations will be provided. 9. The site plans S170711 snow storage areas at the top of retaining walls and within the parking dog park. The applicant should consider the adequacy of these locations. We have reviewed the proposed snow storage areas again and have eliminated the dog park area as a snow storage area. The area in front of some of the retaining walls is available for snow storage. These areas have proposed fencing and/or guardrails for protection. The areas along Boston Street will be used by front end loaders for some additional storage. When snow storage areas are at capacity,snow will be trucked off site as needed. Still some concern about piling snow close to building on Goodhue Street. As discussed,we have moved the limit of the snow storage area further away from the abutting building on Goodhue Street. As mentioned previously,snow will be trucked off site as needed when snow storage areas become full. Additional Comments for Stormwater Report by VHB: • Make sure that drawdown calculations are consistent with proposed infiltration rates,page 9. We will verify the rates are consistent in each section of the report. • Original Report state Type B soils:Test pits indicate Type A soils, use 0.4 or 0.6 for recharge volume, page 2-1. We have re-run the stormwater model using A-soils. • Prior report called far 8.27 in/hr consistent with HSG A soils,page 2-2. We have re-run the stormwater model using A-soils. • The infiltration sizing method is "Static", StornnoaterReport Checklist page 4 of 8. The checklist has been revised to state that the infiltration sizing method is "Static." 4 Response to Peer Review Comments 2 Goodhue Street&p70-92 Y.Boston Street Salem, MA-July 21,2016 • Recharge BMP's have been sized to infiltrate the Required Volume only to the maximum.extent practicable for the folhnVing reason:MGL c 21E sites pursuant to 310 CMR 40.0000, Stor77170rlteY Report Checklist page 4 of 8. We did not check this box because we are meeting the recharge volume requirement and are not looking for relief at this time. • Treatment BMPs subject to the 44% TSS removal pretreatment requirement and one inch rule for calculating the water quality volume area included,and discharge:is within soils zoith a rapid infiltration rate(greater than 2.4 incites per hour), Stormzvater Report Checklist page 5 of S. We have re-run the stormwater model using A-soils. 44%removal for pre-treatment is being met with our proposed BMP treatment chains. Revised compliance calculations for one inch rule will be provided. • The BMP is sized(and calculations provided)based on: the t/2"or 1"Water Quality Volume, treed to verify infiltration rate, Stormzvater Report Checklist page 6 of S. 1"Water Quality volume will be provided for all areas except for clean runoff from roofs. • Vehicle washing controls,page 6-1,Is this viable?Should car washing be restricted? The vehicle washing controls section will be revised as follows. Delete existing section and replace with the following: "The owner(s) shall provide tenants with written information about vehicle washing. The document will recommend that tenants wash their vehicles at commercial car washes which recycle water and use approximately 60% on average of the amount of water used in a home wash. If vehicle washing does take place,soap shall be used sparingly. A hose with a spray nozzle trigger shall be used to save water. Buckets of soapy water shall be poured down a mop sink and not in the parking lot or street." • Herbicides and pesticides,page 6-2,application rates/schedules? Herbicides and pesticides are to be applied at the minimum amounts recommended by the manufacturer and once applied shall be worked into the soil to limit the possibility of entering the storm drains. • Provisions far maintenance of lawns,gardens,and other landscaped areas,page 6-2,any minintunt? It is our understanding that a professional landscaping company will be providing these services for the owners. • Provisions for solid waste managetttent,page 6-3,private waste hauler or City of Salent? Solid waste will be removed using a private hauler. 5 Response to Peer Review Comments 2 Goodhue Street&#70-92% Boston Street Salem, MA-July 21,2016 • Training for staff of personnel involved With implementing LTPPP,page 6-3, the oroner needs to commit to the maintenance of the stornavater nranagenrent system. The owner is committed to the maintenance of the proposed stormwater management system. • All non-stormtvater discharges shrill be directed to the proposed site BMPs prior to discharge,page 7-20. Need to address concrete washout areas. As discussed,these areas will be addressed in the Stormwater Pollution Prevention Plan (SWPPP)associated with the EPA NPDES NOI application process. We trust that you will find the above responses adequately address the concerns of the peer review engineer and will allow the project to move forward with the permitting process. Please feel free to contact me if you have questions or need further information regarding this matter. Very Truly Yours, Chris Sparages,P.E. Principal Enclosures cc; 139 Grove Street Realty Trust Attorney Joseph Correnti Kenneth Staffier,P.E.,VHB I I I i I i I 6 Project file: SALE-0029 • July 14,2016 WILLIAMS SPARAGES ENGINEERS , % NNE , SURMO0. Amanda Chiancola,Staff Planner City of Salem Department of T Planning&Community Development 120 Washington Street,3rd Floor S RE Salem,MA 01970 C �'®p RE: Goodhue Street&#70-921/2 Boston Street,Salem,MA JUL 14 2096 Peer Review Response - DEPT OF p iEDear Ms. Chiancola, COMMUNITY DEVLG PMENT The purpose of this letter is to respond to items presented in a peer review letter from VHB dated June 1,2016 by Mr. Kenneth S.Staffier,P.E.for the stormwater management system and utilities for the above referenced project. The VHB comments are listed in italics below and, our responses are in the bold text that follows: STORMWATER MANAGEMENT • 1. The Applicant shall address each of the ten stormwater management standards. The report shall provide a statement demonstrating how each Standard has been met,any necessary documentation and a completed Stormwater Management Checklist. Attached to this letter please find a stormwater report that includes the 10 standards with supporting documentation as well as a completed stormwater checklist. 2.A long-term pollution prevention plan is required by Standards 4-6 and shall include proper procedures for the following(if applicable): a. Good Housekeeping b. Storage of Materials and waste products inside or under cover c. Vehicle washing d. Routine inspections and maintenance of stornavater BMPs e. Spill prevention and response f. Pet waste management Please see attached long term pollution prevention plan(LTTPP) in the stormwater report. 3.A plan shall be developed to control construction related impacts, including erosion,sedimentation and other pollutant sources during constructing to support Standard 8. Please see attached construction period pollution prevention plan(CPPPP) in the stormwater report • 189 North Main Street, Suite 101 • Middleton, MA 01949 9 Tel: (978) 539-8088 • www.wsengineers.com Response to Peer Review Comments Goodhue Street&#70-92 Y. Boston Street Salem, MA-July 14, 2016 • 4. An Operations and maintenance (O&M)plan is required by Standard 9 to ensure that stormwater management systems function as designed. At a minimum the O&M plan shall include the following (if applicable),and shall also be included on the Site Plans themselves: a. Stormwater management system owner(s) b. The parties responsible for operation and maintenance, including how future property owners will be notified of the presence of the stormwater management system and the requirement for the proper operation and maintenance. c. The routine and non-routine maintenance tasks to be undertaken after construction is completed and schedule for implementing those tasks. d. A plan that is drawn to scale and shows the location ofall stormwater BMPs in each treatment train along with the discharge point. e. A description and delineation of public safety features. f. An estimated operations and maintenance budget Please see attached Operation &Maintenance Plan (O&M) in the stormwater report. 5. It appears that the applicant used rainfall data from TP-40. TP-40 has been superseded by NOAA Atlas 14. The following rainfall depths should be used for the 2, 10, 25 and 100-year storm events respectively:3.2",5.0", 6.2"and 7.9". We have looked into this comment and it is our understanding that the Massachusetts • Department of Environmental Protection (DEP) has not yet adopted the NOAA Atlas 14 rainfall data and that TP-40 is still the standard. Therefore,it is our position that changing the rainfall amounts for the storms required to be analyzed in the runoff calculations for this project is not required. 6. The applicant has selected to use a minimum time of concentration of 6 minutes;HydroCAD has no minimum time of concentration requirement. The applicant should provide calculations to demonstrate that the time of concentration for each watershed does not exceed 6 minutes. On a recent project in Salem,the Chair of the Conservation Commission asked that we run our HydroCAD model with a minimum time of concentration(Tc) of 6 minutes. Due to the small size of the site and its corresponding watersheds,the slope of the site and the length of the Tc's,it is our experience that they will not exceed 6 minutes. If the Tc is less than 6 minutes,HydroCAD automatically increases the time of concentration to the minimum value selected. 7. The NRCS Soil Map for the site indicates Urban Land;there is no Hydrologic Soil Group designation for Urban Land. Boring Logs and Test Pit Data sands and gravels overlain by a thin layer of gravelly sandy loam. The development ofcuroe numbers for the hydrologic model the applicant uses Hydrologic Soil Group B for consistency with the previously approved project. The applicant should justify this approach. It is important to note that there was a recently approved project on this site and that the Hydrologic Soil Group (HSG) used by the permitting engineers was "B"and was accepted • by the City of Salem. It is not our intention to break new ground with the soils on the site 2 Response to Peer Review Comments Goodhue Street&#70-92% Boston Street Salem,MA-July 14,2016 • and therefore we have also accepted HSG 'B"for our runoff calculations. It is our position that this is in the best interest of our client and the project. 8. The applicant shall provide a test pit or boring data,in accordance with the Stormwater Management Regulations to verify soil type, infiltration rate and depth to estimated seasonal high groundwater at each of the proposed subsurface infiltration systems. A mounding analysis will be required if ESHGW is within 2 feet of the proposed infiltration systems. Test boring logs that were provided to us by Luke Fabbri,LSP are now included in the stormwater report. The data tells us that groundwater mounding calculations are not required for the proposed subsurface systems. 9. The Environmental Impact Statement discusses potential for contamination on-site. The applicant shall provide confirmation from a licensed Site Professional (LSP) that the location of the infiltration systems on-site will not adversely impact contamination on-site (if present). The locations of the subsurface infiltration areas were selected after we consulted with Mr. Luke Fabbri,LSP in order to place them in areas that would not have an adverse impact on the contamination on site (if present). 10. Runoff from the mixed use building bypasses the infiltration system and discharges directly to the closed-pipe drainage system in Goodhue Street. As stated in the Comparative Drainage Analysis, the . Massachusetts DEP exempts certain roof types from pretreatment prior to infiltration. The applicant should confirm that the proposed roof material complies and should demonstrate why recharge of rooftop runoff is not practicable. The proposed roof material is EPDM membrane and exempt from pretreatment. This runoff may be allowed to discharge directly into the municipal drainage system. As can be seen in the rate of runoff comparison table,the project is effective in mitigating the post-construction runoff rates and therefore,infiltration of the roof area is not required. It is important to note that our infiltration areas are limited in area as defined by the project LSP,Luke Fabbri. 11. The applicant should verify whether the proposed development is tributary to a waterbody subject to a Total Maximum Daily Load(TMDL) requirement. If the proposed development is tributary to an impaired waterbody the applicant should describe how the proposed stormwater management system meets the TMDL requirements. The project is tributary to the municipal drainage system located on Goodhue Street which ultimately reaches the North River Canal. We are aware of a TMDL requirement for Fecal Coliform for the North River Canal. It is our position that the stormwater runoff from the site will be improved with the proposed stormwater systems that are proposed for the site. The Dog Park will have plastic bags available for pet owners to pick up the waste and a routine maintenance program will be initiated to regularly inspect and clean up any leftover pet waste. • 3 Response to Peer Review Comments Goodhue Street&#70-92 Y.Boston Street Salem, MA-July 14,2016 • 12. Stormwater Management Area#1 and#2 are located immediately upgradient of proposed retaining walls. The applicant should demonstrate that there is adequate separation to prevent breakout or seepage ofgroundwater through the wall systems. The wall systems should be designed accordingly. Proposed stormwater management area #2 is somewhat close to a downhill wall (approximately 7-feet). We will agree to place a 40-mil HDPE membrane between the end of infiltration chamber area closest to the wall and the proposed wall. Final retaining wall engineering designs will be prepared at a later date prior to construction as part of the building permit application process. 13. The bottom of chamber and bottom of stone elevations for Stormwater Management Area#1 and not consistent between the site plans and the HydroCAD model. This discrepancy has been corrected. 14.Applicant should consider providing manifold connection to subsurface infiltration systems to ensure that runoff is evenly distributed through the subsurface chamber systems. The chambers are equipped with internal manifolds to see that the runoff is dispersed evenly across the floor of the chambers and the stone bed that they sit on. See the detail on sheet 10 of 10. 15. Sizing for pretreatment devices should be included in the stormwater management report. Itis recommended that pretreatment devices be placed off-line to avoid resuspension of solids. Calculations for sizing of the pretreatment devices is now included in the stormwater report. UTILITIES 1. The applicant should confirm the adequacy of the existing sewer connection in Goodhue Street. Applicant shall coordinate with the City Engineer. We will confirm the adequacy of the existing sewer connection with the City Engineer. 2. Per prior conditions of approval, the applicant shall investigate the existing drain on adjacent parcel (Witch City Cycle) to determine if drain extends onto subject parcel. Applicant shall revisit this existing drain after exploratory excavation is completed. If drain is determined to be functioning, applicant shall coordinate with the City Engineer to make modifications to the plan as directed. We will investigate the existing drainage on the adjacent parcel and coordinate with the City Engineer if modifications to the site plan area required. 3. Per prior conditions of approval the applicant shall coordinate with the City Engineer and City's . consultant prior to starting any work related to cutting and capping of any sewer and water services at the mains in Boston Street, Grove Street or Goodhue Street. Applicant to utilize trace technology to 4 Response to Peer Review Comments Goodhue Street&#70-92'/: Boston Street Salem, MA-July 14,2016 • locate services in advance of or in conjunction with exploratory excavations to improve chances of locating and property abandoning services. We have been working closely with the City Engineer regarding locating,cutting,capping and abandoning existing sewer and water services. The owner/applicant recently completed this work under the direction of City officials. 4. Hydrant locations should be reviewed and approved by the Fire Department. One fire hydrant should be located within 100 feet of the Fire Department Connection (FDC). We plan to review the proposed hydrant locations and FDC with Fire Department officials and modify the plan as requested by the Fire Department. If acceptable to the Planning Board,we would agree to add this as a condition of approval. 5. Applicant shall provide pipe sizing calculations for the proposed closed-pipe drainage system. Pipe sizing calculations have been included in the stormwater report. GENERAL ENGINEERING AND SITE PLAN 1. Applicant shall clarify the extent of floodplain on-site and address and potential impacts. • The limit of Base Flood Elevation 10 is shown on the site plan off of Goodhue Street. We will prepare a highlighted sketch plan to show the limit of the floodplain. It is important to note that there is no proposed filling of the flood plain on this project. We have been in discussions with the Salem Conservation Commission office regarding wetland resources. Our plan is to file a Request for Determination(RDA) with the Salem Conservation Commission because their jurisdiction extends 100-feet from the edge of the floodplain under their local ordinance. 2.Massachusetts Architectural Access Board Regulations,521 CMR Section 20.2 requires an accessible route be provided from the public street or sidewalks to the accessible entrance. There does not appear to be an accessible route from Boston Street to main entrance to the mixed-use building or retail spaces. An accessible route has been added from the Boston Street side of the project to the mixed-use building. 3. Accessible parking spaces should be evenly distributed between the surface parking (3 spaces)and garage (2 spaces). At least one van space should be provided in each parking area. Applicant should demonstrate adequate clearance in the garage for van access (8'-2"). The site plan has been revised to provide evenly distributed parking per comments. • 5 Response to Peer Review Comments Goodhue Street&#70-92'/, Boston Street Salem, MA-July 14,2016 • 4. Applicant shall verify that adequate clearance is provided between the accessible curb ramp and the entrances for the retail spaces. Applicant shall verify that adequate clearance is provided between the accessible curb ramp and the entrances for the retail spaces. The retail space has been relocated to the Goodhue Street entrance. 5. The site entrance from Beaver Street is immediately adjacent to the access driveway to the City of Salem Parking lot. The Beaver Street entrance has been reconfigured and moved further away from the access driveway to the City of Salem Parking lot. 6. The proposed surface parking areas are dead ends. To improve circulation the applicant should consider incorporating hammerhead or other applicable method to allow vehicles to maneuver through the parking areas. The site plan has been revised to provide hammerheads in the parking areas. 7.Access to the proposed garage requires a 90 degree,recommend that applicant provide vehicle turning movements to confirm that typical passenger vehicles can enter and exit parking garage without crossing lanes. • The entrance to the parking garage has been revised to allow for easier traffic turning movements. 8. The applicant shall prepare a Fire Apparatus Access Plan for review and approval by the Salem Fire Department. We plan to prepare a Fire Apparatus Access Plan and review this information with the Fire Department. 9. The site plans show snow storage areas at the top of retainingwalls and within the parking do ark. P 8 8P The applicant should consider the adequacy of these locations. We have reviewed the proposed snow storage areas again and have eliminated the dog park area as a snow storage area. The area in front of some of the retaining walls is available for snow storage. These areas have proposed fencing and/or guardrails for protection. The areas along Boston Street will be used by front end loaders for some additional storage. When snow storage areas are at capacity,snow will be trucked off site as needed. • 6 Response to Peer Review Comments Goodhue Street&#70-92 Y: Boston Street Salem, MA-July 14,2016 We trust that you will find the above responses adequately address the concerns of the peer review engineer and will allow the project to move forward with the permitting process. Please feel free to contact me if you have questions or need further information regarding this matter. Very Truly Yours, CChris Sparages,P.E. Principal Enclosures cc: 139 Grove Street Realty Trust Attorney Joseph Correnti Kenneth Staffier,P.E.,VHB • 7 Project file: SALE-0029 July 14,2016 -W, SP S MS RAAGES F GINEEU , MANNERS , SURVHO0. Amanda Chiancola,Staff Planner City of Salem Department of Planning&Community Development O'C EIVE D 120 Washington Street,3m Floor Salem, MA 01970 JUL 14 2016 RE: Goodhue Street&# 70-921/2 Boston Street,Salem,MA DEPT OF PLANNING & Peer Review Response COMMUNITY DEVELOPMENT Dear Ms. Chiancola, The purpose of this letter is to respond to items presented in a peer review letter from VHB dated June 1,2016 by Mr. Kenneth S.Staffier,P.E.for the stormwater management system and utilities for the above referenced project. The VHB comments are listed in italics below and,our responses are in the bold text that follows: STORMWATER MANAGEMENT • 1. The Applicant shall address each of the ten stormwater management standards. The report shall provide a statement demonstrating how each Standard has been met,any necessary documentation and a completed Stormwater Management Checklist. Attached to this letter please find a stormwater report that includes the 10 standards with supporting documentation as well as a completed stormwater checklist. 2. A long-term pollution prevention plan is required by Standards 4-6 and shall include proper Procedures for thefollowing if applicable): a. Good Housekeeping b. Storage of Materials and waste products inside or under cover c. Vehicle washing d. Routine inspections and maintenance of stormevater BMPs e. Spill prevention and response f. Pet waste management Please see attached long term pollution prevention plan(LTTPP)in the stormwater report. 3. A plan shall be developed to control construction related impacts, including erosion, sedimentation and other pollutant sources during constructing to support Standard 8. Please see attached construction period pollution prevention plan(CPPPP) in the stormwater report 189 North Main Street, Suite 101 • Middleton, MA 01949 9 Tel: (978) 539-8088 • www.wsengineers.com Response to Peer Review Comments Goodhue Street&#70-92 Y. Boston Street Salem, MA-July 14, 2016 • 4.An Operations and maintenance (O&M)plan is required by Standard 9 to ensure that stormtoater management systems function as designed. At a minimum the O&M plan shall include the following (if applicable),and shall also be included on the Site Plans themselves: a. Stormwater management system owner(s) b. The parties responsible for operation and maintenance, including holo future property owners will be notified of the presence of the stormtoater management system and the requirement for the proper operation and maintenance. c. The routine and non-routine maintenance tasks to be undertaken after construction is completed and schedule for implementing those tasks. d. A plan that is drawn to scale and shows the location of all stormtoater BMPs in each treatment train along with the discharge point. e. A description and delineation of public safety features. f. An estimated operations and maintenance budget Please see attached Operation &Maintenance Plan (O&M) in the stormwater report. 5. It appears that the applicant used rainfall data from TP-40. TP-40 has been superseded by NOAA Atlas 14. The following rainfall depths should be used for the 2, 10, 25 and 100-year storm events respectively:3.2",5.0", 6.2"and 7.9". We have looked into this comment and it is our understanding that the Massachusetts • Department of Environmental Protection (DEP) has not yet adopted the NOAA Atlas 14 rainfall data and that TP-40 is still the standard. Therefore,it is our position that changing the rainfall amounts for the storms required to be analyzed in the runoff calculations for this project is not required. 6. The applicant has selected to use a minimum time of concentration of 6 minutes,HydroCAD has no minimum time of concentration requirement. The applicant should provide calculations to demonstrate that the time of concentration for each watershed does not exceed 6 minutes. On a recent project in Salem,the Chair of the Conservation Commission asked that we run our HydroCAD model with a minimum time of concentration (Tc) of 6 minutes. Due to the small size of the site and its corresponding watersheds,the slope of the site and the length of the Tc's,it is our experience that they will not exceed 6 minutes. If the Tc is less than 6 minutes,HydroCAD automatically increases the time of concentration to the minimum value selected. 7. The NRCS Soil Map for the site indicates Urban Land,there is no Hydrologic Soil Group designation for Urban Land. Boring Logs and Test Pit Data sands and gravels overlain by a thin layer ofgravelly sandy loam. The development of curve numbers for the hydrologic model the applicant uses Hydrologic Soil Group B for consistency with the previously approved project. The applicant should justify this approach. It is important to note that there was a recently approved project on this site and that the • Hydrologic Soil Group (HSG) used by the permitting engineers was "B" and was accepted by the City of Salem. It is not our intention to break new ground with the soils on the site 2 Response to Peer Review Comments Goodhue Street&#70-92% Boston Street Salem, MA-July 14,2016 • and therefore we have also accepted HSG "B"for our runoff calculations. It is our position that this is in the best interest of our client and the project. 8. The applicant shall provide a test pit or boring data,in accordance with the Stormwater Management Regulations to verifij soil type, infiltration rate and depth to estimated seasonal high groundwater at each of the proposed subsurface infiltration systems. A mounding analysis will be rlquired if ESHGW is within 2 feet of the proposed infiltration systems. Test boring logs that were provided to us by Luke Fabbri,LSP are now included in the stormwater report. The data tells us that groundwater mounding calculations are not required for the proposed subsurface systems. 9. The Environmental Impact Statement discusses potential for contamination on-site. The applicant shall provide confirmation from a licensed Site Professional (LSP) that the location of the infiltration systems on-site will not adversely impact contamination on-site (if present). The locations of the subsurface infiltration areas were selected after we consulted with Mr. Luke Fabbri,LSP in order to place them in areas that would not have an adverse impact on the contamination on site (if present). 10. Runoff from the mixed use building bypasses the infiltration system and discharges directly to the closed-pipe drainage system in Goodhue Street. As stated in the Comparative Drainage Analysis, the • Massachusetts DEP exempts certain roof hypes from pretreatment prior to infiltration. The applicant should confirm that the proposed roof material complies and should demonstrate why recharge of rooftop runoff is not practicable. The proposed roof material is EPDM membrane and exempt from pretreatment. This runoff may be allowed to discharge directly into the municipal drainage system. As can be seen in the rate of runoff comparison table,the project is effective in mitigating the post-construction runoff rates and therefore,infiltration of the roof area is not required. It is important to note that our infiltration areas are limited in area as defined by the project LSP,Luke Fabbri. 11. The applicant should verify whether the proposed development is tributary to a waterbody subject to a Total Maximum Daily Load (TMDL) requirement. If the proposed development is tributary to an impaired waterbody the applicant should describe how the proposed stormwater management system meets the TMDL requirements. The project is tributary to the municipal drainage system located on Goodhue Street which ultimately reaches the North River Canal. We are aware of a TMDL requirement for Fecal Coliform for the North River Canal. It is our position that the stormwater runoff from the site will be improved with the proposed stormwater systems that are proposed for the site. The Dog Park will have plastic bags available for pet owners to pick up the waste and a routine maintenance program will be initiated to regularly inspect and clean up any leftover pet waste. • 3 Response to Peer Review Comments Goodhue Street&#70-92% Boston Street Salem, MA-July 14,2016 • 12. Stormwater Management Area#1 and#2 are located immediately upgradient of proposed retaining walls. The applicant should demonstrate that there is adequate separation to prevent breakout or seepage of groundwater through the wall systems. The wall systems should be designed accordingly. Proposed stormwater management area #2 is somewhat close to a downhill wall (approximately 7-feet). We will agree to place a 40-mil HDPE membrane between the end of infiltration chamber area closest to the wall and the proposed wall. Final retaining wall engineering designs will be prepared at a later date prior to construction as part of the building permit application process. 13. The bottom of chamber and bottom of stone elevations for Stornavater Management Area#1 and not consistent between the site plans and the HydroCAD model. This discrepancy has been corrected. 14. Applicant should consider providing manifold connection to subsurface infiltration systems to ensure that runoff is evenly distributed through the subsurface chamber systems. The chambers are equipped with internal manifolds to see that the runoff is dispersed evenly across the floor of the chambers and the stone bed that they sit on. See the detail on sheet 10 of 10. • 15. Sizing for pretreatment devices should be included in the stormwater management report. Itis recommended that pretreatment devices be placed off-line to avoid resuspension of solids. Calculations for sizing of the pretreatment devices is now included in the stormwater report. UTILITIES 1. The applicant should confirm the adequacy of the existing sewer connection in Goodhue Street. Applicant shall coordinate with the City Engineer. We will confirm the adequacy of the existing sewer connection with the City Engineer. 2. Per prior conditions of approval, the applicant shall investigate the existing drain on adjacent parcel (Witch City Cycle) to determine if drain extends onto subject parcel. Applicant shall revisit this existing drain after exploratory excavation is completed. If drain is determined to be functioning, applicant shall coordinate with the City Engineer to make modifications to the plan as directed. We will investigate the existing drainage on the adjacent parcel and coordinate with the City Engineer if modifications to the site plan area required. 3. Per prior conditions of approval the applicant shall coordinate with the City Engineer and City s consultant prior to starting any work related to cutting and capping of any sewer and water services at • the mains in Boston Street, Grove Street or Goodhue Street. Applicant to utilize trace technology to 4 Response to Peer Review Comments Goodhue Street&#70-92 Y: Boston Street Salem, MA-July 14, 2016 ilocate services in advance of or in conjunction with exploratory excavations to improve chances of locating and property abandoning services. We have been working closely with the City Engineer regarding locating,cutting,capping and abandoning existing sewer and water services. The owner/applicant recently completed this work under the direction of City officials. 4. Hydrant locations should be reviewed and approved by the Fire Department. One fire hydrant should be located within 100 feet of the Fire Department Connection (FDC). We plan to review the proposed hydrant locations and FDC with Fire Department officials and modify the plan as requested by the Fire Department. If acceptable to the Planning Board,we would agree to add this as a condition of approval. 5. Applicant shall provide pipe sizing calculations for the proposed closed-pipe drainage system. Pipe sizing calculations have been included in the stormwater report. GENERAL ENGINEERING AND SITE PLAN 1. Applicant shall clarifij the extent of floodplain on-site and address and potential impacts. • The limit of Base Flood Elevation 10 is shown on the site plan off of Goodhue Street. We will prepare a highlighted sketch plan to show the limit of the floodplain. It is important to note that there is no proposed filling of the flood plain on this project. We have been in discussions with the Salem Conservation Commission office regarding wetland resources. Our plan is to file a Request for Determination (RDA) with the Salem Conservation Commission because their jurisdiction extends 100-feet from the edge of the floodplain under their local ordinance. 2.Massachusetts Architectural Access Board Regulations,521 CMR Section 20.2 requires an accessible route be provided from the public street or sidezoalks to the accessible entrance. There does not appear to be an accessible route from Boston Street to main entrance to the mixed-use building or retail spaces. An accessible route has been added from the Boston Street side of the project to the mixed-use building. 3. Accessible parking spaces should be evenly distributed between the surface parking (3 spaces)and garage (2 spaces). At least one van space should be provided in each parking area. Applicant should demonstrate adequate clearance in the garage for van access (8'-2"). The site plan has been revised to provide evenly distributed parking per comments. • 5 Response to Peer Review Comments Goodhue Street&#70-92'/, Boston Street Salem, MA-July 14,2016 4. Applicant shall verifij that adequate clearance is provided between the accessible curb ramp and the entrances for the retail spaces. Applicant shall verifij that adequate clearance is provided between the accessible curb ramp and the entrances for the retail spaces. The retail space has been relocated to the Goodhue Street entrance. 5. The site entrance from Beaver Street is immediately adjacent to the access driveway to the City of Salem Parking lot. The Beaver Street entrance has been reconfigured and moved further away from the access driveway to the City of Salem Parking lot. 6. The proposed surface parking areas are dead ends. To improve circulation the applicant should consider incorporating hammerhead or other applicable method to allow vehicles to maneuver through the parking areas. The site plan has been revised to provide hammerheads in the parking areas. 7.Access to the proposed garage requires a 90 degree,recommend that applicant provide vehicle turning movements to confirm that typical passenger vehicles can enter and exit parking garage without crossing lanes. • The entrance to the parking garage has been revised to allow for easier traffic turning movements. 8. The applicant shall prepare a Fire Apparatus Access Plan for review and approval by the Salem Fire Department. We plan to prepare a Fire Apparatus Access Plan and review this information with the Fire Department. 9. The site plans show snow storage areas at the top of retaining walls and within the parking dog park. The applicant should consider the adequacy of these locations. We have reviewed the proposed snow storage areas again and have eliminated the dog park area as a snow storage area. The area in front of some of the retaining walls is available for snow storage. These areas have proposed fencing and/or guard rails for protection. The areas along Boston Street will be used by front end loaders for some additional storage. When snow storage areas are at capacity,snow will be trucked off site as needed. • 6 Response to Peer Review Comments Goodhue Street&#70-92% Boston Street Salem, MA-July 14,2016 We trust that you will find the above responses adequately address the concerns of the peer review engineer and will allow the project to move forward with the permitting process. Please feel free to contact me if you have questions or need further information regarding this matter. Very Truly Yours, CChris P g - Principal Enclosures cc: 139 Grove Street Realty Trust Attorney Joseph Correnti Kenneth Staffier,P.E.,VHB • 7 PROJECT NUMBER i Commonwealth of Massachusetts .S -002 Executive Office of Energy &Environmental Affairs Department of Environmental Protection�� One Winter Street Boston, MA 02 -617-292-5500 Charles D. Baker �O` R3atthvc,A,Beaten Gc✓error \ Secretary Karin E.Polio r.'artin Smbera Lie,,ranatf Governor Commissioater MassDEP to Review Recent Studies on Precipitation Rates in Massachusetts The Massachusetts Department of Environmental Protection(MassDEP) is currently evaluating the new precipitation frequency statistics published September 2015 online in the National Oceanic and Atmospheric Administration(NOAH)Atlas 14. The existing precipitation frequency statistics referenced in the Wetland regulations,the Hydrology Handbook for Conservation Commissioners, and the Massachusetts Stormwater Handbook are based on Technical Paper 40 (TP40), published by the U.S. Weather Bureau in 1961. In addition to the new NOAA study, MassDEP is also evaluating the precipitation frequency statistics prepared by the Northeast Regional Climate Center(NRCC)at Cornell University published online in 2008,relative to the currently used TP40 methodology. Precipitation frequency statistics are used in calculating stormwater peak runoff rates in order to reduce likelihood of flooding from land development and to measure the extent of vernal pools and bordering lands subject to flooding in the absence of information from the Federal Emergency Management Agency (FEMA). The precipitation frequency statistics are also used to determine the extent of the 10-year floodplain significant to wildlife habitat and the extent of isolated lands subject to flooding. In order to update the wetland regulations and incorporate the findings of these most recent studies, a 'regulation amendment is needed to the Wetland regulations at 310 CMR 10.57. Concurrently, revisions t will also be needed to the Hydrology and Stormwater Handbooks which incorporate either the NOAH or, NRCC atlases in place of TP40. Preliminary MassDEP review indicates that in some cases both NOAA and NRCC have lower precipitation than TP40,while in other cases, greater precipitation rates are expected. MassDEP is considering the need for an Advisory Committee to review and compare each of the three studies. Following completion of the preliminary analysis,proposed regulatory amendments will be undertaken consistent with Massachusetts Executive Order 562 (http://www.mass.uov/govemor/legislationexecorder/execorders/executive-order-no-562.html). In the interim, TP 40 values should continue to be used for calculating stormwater peak runoff rates unless an applicant voluntarily chooses to use the NOAA or NRCC Atlases and the selected methodology has a higher precipitation value than that of TP40 for the geographic location being evaluated. This information is available in alternate format.Call Michelle Waters-Ekanem,Diversity Director.at 617-292-5751.TTY#MassRelay Service 1-800-439-2370 MassDEP Webske'.w.vw.mass.00vioep Printed on Recc;ced Paper JUN 20 2016 DEPT. OF PLANNING & Project file: SALE-0029 COMMUNITY DEVELOPMENT June 14,2016 ' � & WILLIAMS ENGINEEn . PUNNM , SURVUM SPARAGES Amanda Chiancola,Staff Planner City of Salem Department of Planning&Community Development T 120 Washington Street,3rd Floor ^ Salem,MA 01970 J RE: Goodhue Street&# 70-921/2 Boston Street,Salem, MA Peer Review Response Dear Ms. Chiancola, The purpose of this letter is to respond to items presented in a peer review letter from VHB dated June 1,2016 by Mr. Kenneth S.Staffier,P.E.for the stormwater management system and utilities for the above referenced project. The VHB comments are listed in italics below and, our responses are in the bold text that follows: STORMWATER MANAGEMENT 1. The Applicant shall address each of the ten stormwater management standards. The report shall provide a statement demonstrating holo each Standard has been met,any necessary documentation and a completed Stormtoater Management Checklist. We will be providing a stormwater report that includes the 10 standards with supporting documentation as well as a completed stormwater checklist. 2. A long-term pollution prevention plan is required by Standards 4-6 and shall include proper procedures for the following(if applicable): a. Good Housekeeping b. Storage of Materials and waste products inside or under cover c. Vehicle washing d. Routine inspections and maintenance of stormwater BMPs e. Spill prevention and response f. Pet waste management We will be providing a long term pollution prevention plan (LTTPP) in the stormwater report. 3. A plan shall be developed to control construction related impacts, including erosion, sedimentation and other pollutant sources during constructing to support Standard 8. We will be providing a construction period pollution prevention plan(CPPPP) in the stormwater report 189 North Main Street, Suite 101 9 Middleton, MA 01949 • Tel: (978) 539-8088 • www.wsengineers.com Response to Peer Review Comments Goodhue Street&#70-92 Y. Boston Street Salem, MA-June 14,2016 4. An Operations and maintenance (O&M)plan is required by Standard 9 to ensure that stormtvater management systems function as designed. At a minimum the O&M plan shall include the following (if applicable),and shall also be included on the Site Plans themselves: a. Stormwater management system owner(s) b. The parties responsible for operation and maintenance, including how future property owners will be notified of the presence of the stormwater management system and the requirement for the proper operation and maintenance. c. The routine and non-routine maintenance tasks to be undertaken after construction is completed and schedule for implementing those tasks. d. A plan that is drawn to scale and shows the location of all stormtvater BMPs in each treatment train along with the discharge point. e. A description and delineation of public safety features. f. An estimated operations and maintenance budget We will be providing an Operation &Maintenance Plan(O&M) in the stormwater report. 5. It appears that the applicant used rainfall data from TP-40. TP-40 has been superseded by NOAA Atlas 14. The folloeving rainfall depths should be used for the 2, 10, 25 and 100-year storm events respectively:3.2",5.0", 6.2"and 7.9". We have looked into this comment and it is our understanding that the Massachusetts Department of Environmental Protection(DEP) has not yet adopted the NOAA Atlas 14 rainfall data and that TP-40 is still the standard. Therefore,it is our position that changing the rainfall amounts for the storms required to be analyzed in the runoff calculations for this project is not required. 6. The applicant has selected to use a minimum time of concentration of 6 minutes;HydroCAD has no minimum time of concentration requirement. The applicant should provide calculations to demonstrate that the time of concentration for each watershed does not exceed 6 minutes. On a recent project in Salem,the Chair of the Conservation Commission asked that we run our HydroCAD model with a minimum time of concentration(Tc) of 6 minutes. Due to the small size of the site and its corresponding watersheds,the slope of the site and the length of the Tc's,it is our experience that they will not exceed 6 minutes. If the Tc is less than 6 minutes,HydroCAD automatically increases the time of concentration to the minimum value selected. 7. The NRCS Soil Map for the site indicates Urban Land; there is no Hydrologic Soil Group designation for Urban Land. Boring Logs and Test Pit Data sands and gravels overlain by a thin layer of gravelly sandy loam. The development of curve numbers for the hydrologic model the applicant uses Hydrologic Soil Group B for consistency with the previously approved project. The applicant should justifij this approach. It is important to note that there was a recently approved project on this site and that the Hydrologic Soil Group (HSG)used by the permitting engineers was "B" and was accepted by the City of Salem. It is not our intention to break new ground with the soils on the site 2 Response to Peer Review Comments Goodhue Street&#70-92% Boston Street Salem, MA-June 14,2016 and therefore we have also accepted HSG 'B" for our runoff calculations. It is our position that this is in the best interest of our client and the project. 8. The applicant shall provide a test pit or boring data,in accordance with the Storunvater Management Regulations to verifij soil type, infiltration rate and depth to estimated seasonal high groundwater at each of the proposed subsurface infiltration systems. A mounding analysis will be required if ESHGW is within 2 feet of the proposed infiltration systems. We will provide the test boring logs that were provided to us as well as provide groundwater mounding calculations if the ESHGW is within 2 feet of the proposed subsurface systems. 9. The Environmental Impact Statement discusses potential for contamination on-site. The applicant shall provide confirmation from a licensed Site Professional (LSP) that the location of the infiltration systems on-site will not adversely impact contamination on-site (if present). The locations of the subsurface infiltration areas were selected after we consulted with Mr. Luke Fabbri,LSP in order to place them in areas that would not have an adverse impact on the contamination on site (if present). 10. Runoff from the mixed use building bypasses the infiltration system and discharges directly to the closed-pipe drainage system in Goodhue Street. As stated in the Comparative Drainage Analysis, the Massachusetts DEP exempts certain roof types from pretreatment prior to infiltration. The applicant should confirm that the proposed roof material complies and should demonstrate why recharge of rooftop runoff is not practicable. We will confirm that the roof material is exempt from pretreatment and may be allowed to discharge directly into the municipal drainage system. As can be seen in the rate of runoff comparison table,the project is effective in mitigating the post-construction runoff rates and therefore,infiltration of the roof area is not required. 11. The applicant should verifij whether the proposed development is Mbutary to a waterbody subject to a Total Maximum Daily Load(TMDL) requirement. If the proposed development is tributanj to an impaired waterbody the applicant should describe how the proposed stormwater management system meets the TMDL requirements. The project is tributary to the municipal drainage system located on Goodhue Street which ultimately reaches the North River Canal. We are aware of a TMDL requirement for Fecal Coliform for the North River Canal. It is our position that the stormwater runoff from the site will be improved with the proposed stormwater systems that are proposed for the site. The Dog Park will have plastic bags available for pet owners to pick up the waste and a routine maintenance program will be initiated to regularly inspect and clean up any leftover pet waste. 12. Stormwater Management Area#1 and#2 are located immediately upgradient of proposed retaining walls. The applicant should demonstrate that there is adequate separation to prevent breakout or seepage ofgroundwater through the wall systems. The wall systems should be designed accordingly. 3 Response to Peer Review Comments Goodhue Street&#70-92% Boston Street Salem, MA-June 14,2016 We will provide retaining wall designs that will demonstrate the ability to function as intended given the proximity to the stormwater management areas. 13. The bottom of chamber and bottom of stone elevations for Stormwater Management Area#1 and not consistent between the site plans and the HydroCAD model. We will verify the elevations stormwater management#1 and amend any discrepancies found between HydroCAD and the site plans. 14. Applicant should consider providing manifold connection to subsurface infiltration systems to ensure that runoff is evenly distributed through the subsurface chamber systems. The chambers are equipped with internal manifolds to see that the runoff is dispersed evenly across the floor of the chambers and the stone bed that they sit on. See the detail on sheet 10 of 10. 15. Sizing for pretreatment devices should be included in the stormwater management report. It is recommended that pretreatment devices be placed off-line to avoid resuspension of solids. We will provide calculations for the sizing of the pretreatment devices. UTILITIES 1. The applicant should confirm the adequacy of the existing sewer connection in Goodhue Street. Applicant shall coordinate with the City Engineer. We will confirm the adequacy of the existing sewer connection with the City Engineer. 2. Per prior conditions of approval, the applicant shall investigate the existing drain on adjacent parcel (Witch City Cycle) to determine if drain extends onto subject parcel. Applicant shall revisit this existing drain after exploratory excavation is completed. If drain is determined to be functioning, applicant shall coordinate with the City Engineer to make modifications to the plan as directed. We will investigate the existing drainage on the adjacent parcel and coordinate with the City Engineer if modifications to the site plan area required. 3. Per prior conditions of approval the applicant shall coordinate with the City Engineer and City's consultant prior to starting any work related to cutting and capping of any sewer and water services at the mains in Boston Street, Grove Street or Goodhue Street. Applicant to utilize trace technology to locate services in advance of or in conjunction with exploratory excavations to improve chances of locating and property abandoning services. We have been working closely with the City Engineer regarding locating,cutting,capping and abandoning existing sewer and water services. The owner/applicant is currently performing this work and should be completed in the near future. 4 Response to Peer Review Comments Goodhue Street&#70-92 X Boston Street Salem, MA-June 14,2016 4. Hydrant locations should be reviewed and approved by the Fire Department. One fire hydrant should be located within 100 et o the Fire Department Connection (FDC). fe f P ( ) We plan to review the proposed hydrant locations and FDC with Fire Department officials and modify the plan as requested by the Fire Department. 5. Applicant shall provide pipe sizing calculations for the proposed closed-pipe drainage system. We will provide pipe sizing calculations in the stormwater report. GENERAL ENGINEERING AND SITE PLAN 1. Applicant shall clarify the extent of floodplain on-site and address and potential impacts. The limit of Base Flood Elevation 10 is shown on the site plan off of Goodhue Street. We will prepare a highlighted sketch plan to show the limit of the floodplain. It is important to note that there is no proposed filling of the flood plain on this project. We have been in discussions with the Salem Conservation Commission office regarding wetland resources. Our plan is to file a Request for Determination(RDA)with the Salem Conservation Commission because their jurisdiction extends 100-feet from the edge of the floodplain under their local ordinance. 2.Massachusetts Architectural Access Board Regulations,521 CMR Section 20.2 requires an accessible route be provided from the public street or sidetoalks to the accessible entrance. There does not appear to be an accessible route from Boston Street to main entrance to the mixed-use building or retail spaces. The retail space has been relocated to the Goodhue Street entrance. An accessible route is provided at this entrance to the main building and retail space. 3. Accessible parking spaces should be evenly distributed between the surface parking (3 spaces)and garage (2 spaces). At least one van space should be provided in each parking area. Applicant should demonstrate adequate clearance in the garage for van access (8'-2"). The site plan has been revised to provide evenly distributed parking per comments. 4. Applicant shall verifij that adequate clearance is provided between the accessible curb ramp and the entrances for the retail spaces. Applicant shall verify that adequate clearance is provided between the accessible curb ramp and the entrances for the retail spaces. The retail space has been relocated to the Goodhue Street entrance. 5. The site entrance from Beaver Street is immediately adjacent to the access driveway to the City of Salem Parking lot. The Beaver Street entrance is utilizing the existing street opening that is provided. The street opening and adjacent parking were recently constructed by others. 5 Response to Peer Review Comments Goodhue Street&#70-92 A Boston Street - Salem, MA-June 14,2016 6. The proposed surface parking areas are dead ends. To improve circulation the applicant should consider incorporating hammerhead or other applicable method to allow vehicles to maneuver through the parking areas. The site plan has been revised to provide hammerheads in the parking areas. 7.Access to the proposed garage requires a 90 degree,recommend that applicant provide vehicle turning movements to confirm that typical passenger vehicles can enter and exit parking garage without crossing lanes. We are currently reviewing this turning movement with the project architect. 8. The applicant shall prepare a Fire Apparatus Access Plan for review and approval by the Salem Fire Department. We plan to prepare a Fire Apparatus Access Plan and review this information with the Fire Department. 9. The site plans show snow storage areas at the top of retaining walls and within the parking dog park. The applicant should consider the adequacy of these locations. We have reviewed the proposed snow storage areas again and have eliminated the dog park area as a snow storage area. The area in front of some of the retaining walls is available for snow storage. These areas have proposed fencing and/or guardrails for protection. The areas along Boston Street will be used by front end loaders for some additional storage. When snow storage areas are at capacity,snow will be trucked off site as needed. We trust that you will find the above responses adequately address the concerns of the peer review engineer and will allow the project to move forward with the permitting process. Please feel free to contact me if you have questions or need further information regarding this matter. �✓r fu�l'yM1Y�o�uOr�s, Chrrs Sparages,P. . Principal cc: 139 Grove Street Realty Trust Attorney Joseph Correnti Kenneth Staffier, P.E.,VHB 6 PROJECT NUMBER l E -HOZ Project file: SALE-0029 A June 14,20161 & WILLIAMS SPARAGES GI . %NIN[PS . fUM1VfY0M15 Amanda Salem Department Staff Planner ^ �� City of Salem Department of Planning&Community Development (✓ 11 120 Washington Street,3rd Floor L� Salem,MA 01970 S JUN 16 2016 RE: Goodhue Street&#70-921/2 Boston Street,Salem,MA 99 pc UN C)y LA PJNING g Peer Review Response ELOPMENT Dear Ms.Chiancola, The purpose of this letter is to respond to items presented in a peer review letter from VHB dated June 1,2016 by Mr.Kenneth S.Staffier,P.E.for the stormwater management system and utilities for the above referenced project. The VH$comments are listed in italics below and,our responses are in the bold text that follows: STORMWATER MANAGEMENT 1. The Applicant shall address each of the ten stormwater management standards. The report shall provide a statement demonstrating how each Standard has been met,any necessary documentation and a completed Stormwater Management Checklist. We will be providing a stormwater report that includes the 10 standards with supporting documentation as well as a completed stormwater checklist. 2.A long-terns pollution prevention plan is required by Standards 4-6 and shall include proper procedures for the following(ifapplicable): a. Good Housekeeping b. Storage of Materials and waste products inside or under cover c. Vehicle washing d. Routine inspections and maintenance of stormwater BMPs e. Spill prevention and response f. Pet waste management We will be providing a long term pollution prevention plan (LTTPP) in the stormwater report. 3.A plan shall be developed to control construction related impacts, including erosion,sedimentation and other pollutant sources during constructing to support Standard S. I We will be providing a construction period pollution prevention plan(CPPPP)in the stormwater report 189 North Main Street, Suite 101 • Middleton, MA 01949 a Tel: (978) 539-8088 • www.wsengineers.com i I 1 Response to Peer Review Comments Goodhue Street&#70-92 Y, Boston Street Salem,MA-June 14,2016 4.An Operations and maintenance(O&M)plan is required by Standard 9 to ensure that stormwater management systems function as designed. Ata minimum the O&M plan shall include the following (if applicable),and shall also be included on the Site Plans themselves: a. Stormwater management system owner(s) b. The parties responsible for operation and maintenance, including how future property owners will be notified of the presence of the stormwater management system and the requirement for the proper operation and maintenance. c. The routine and non-routine maintenance tasks to be undertaken after construction is completed and schedule for implementing those tasks. d. A plan that is drawn to scale and shows the location of all stormwater BMPs in each treatment train along with the discharge point. e. A description and delineation of public safety features. f. An estimated operations and maintenance budget We will be providing an Operation&Maintenance Plan(O&M) in the stormwater report. 5.It appears that the applicant used rainfall data from TP-40. TP-40 has been superseded by NOAA Atlas 14. The following rainfall depths should be used for the 2, 10,25 and 100-year storm events respectively:3.2",5.0",6.2"and 7.9". We have looked into this comment and it is our understanding that the Massachusetts Department of Environmental Protection(DEP)has not yet adopted the NOAA Atlas 14 rainfall data and that TP40 is still the standard. Therefore,it is our position that changing the rainfall amounts for the storms required to be analyzed in the runoff calculations for this project is not required. 6. The applicant has selected to use a minimum time of concentration of 6 minutes;HydroCAD has no minimum time of concentration requirement. The applicant should provide calculations to demonstrate that the time of concentration for each watershed does not exceed 6 minutes. On a recent project in Salem,the Chair of the Conservation Commission asked that we run our HydroCAD model with a minimum time of concentration(Tc)of 6 minutes. Due to the small size of the site and its corresponding watersheds,the slope of the site and the length of the Tc's,it is our experience that they will not exceed 6 minutes. If the Te is less than 6 minutes,HydroCAD automatically increases the time of concentration to the minimum value selected. 7. The NRCS Soil Map for the site indicates Urban Land,there is no Hydrologic Soil Group designation for Urban Land. Boring Ings and Test Pit Data sands and gravels overlain by a thin layer of gravelly sandy loam. The development of curve numbers for the hydrologic model the applicant uses Hydrologic Soil Group B for consistency with the previously approved project. 77e applicant should justify this approach. It is important to note that there was a recently approved project on this site and that the Hydrologic Soil Group(HSG)used by the permitting engineers was "B"and was accepted by the City of Salem. It is not our intention to break new ground with the soils on the site 2 Response to Peer Review Comments Goodhue Street&#70-92 Y:Boston Street Salem,MA-June 14,2016 and therefore we have also accepted HSG "Il"for our runoff calculations. It is our position that this is in the best interest of our client and the project. S. The applicant shall provide a test pit or boring data,in accordance with the Stormtwater Management Regulations to verifij soil type,infiltration rate and depth to estimated seasonal high groundwater at each of the proposed subsurface infiltration systems. A mounding analysis will be required if ESHGW is within 2 feet of the proposed infiltration systems. We will provide the test boring logs that were provided to us as well as provide groundwater mounding calculations if the ESHGW is within 2 feet of the proposed subsurface systems. 9. The Environmental Impact Statement discusses potential for contamination on-site. The applicant shall provide confirmation from a licensed Site Professional (LSP)that the location of the infiltration systems on-site will not adversely impact contamination on-site (if present). The locations of the subsurface infiltration areas were selected after we consulted with Mr. Luke Fabbri,LSP in order to place them in areas that would not have an adverse impact on the contamination on site(if present). 10. Runoff from the mixed use building bypasses the infiltration system and discharges directly to the closed-pipe drainage system in Goodhue Street. As stated in the Comparative Drainage Analysis, the Massachusetts DEP exempts certain roof types from pretreatment prior to infiltration. The applicant should confirm that the proposed roof material complies and should demonstrate why recharge of rooftop runoff is not practicable. We will confirm that the roof material is exempt from pretreatment and may be allowed to discharge directly into the municipal drainage system. As can be seen in the rate of runoff comparison table,the project is effective in mitigating the post-construction runoff rates and therefore,infiltration of the roof area is not required. 11. The applicant should verify whether the proposed development is tributary to a twaterbody subject to a Total Maximum Daily Load(TMDL)requirement. If the proposed development is tributary to an impaired waterbody the applicant should describe how the proposed stormwater management system meets the TMDL requirements. The project is tributary to the municipal drainage system located on Goodhue Street which ultimately reaches the North River Canal. We are aware of a TMDL requirement for Fecal Coliform for the North River Canal. It is our position that the stormwater runoff from the site will be improved with the proposed stormwater systems that are proposed for the site. The Dog Park will have plastic bags available for pet owners to pick up the waste and a routine maintenance program will be initiated to regularly inspect and clean up any leftover pet waste. 12. Stonnwater Management Area#1 and#2 are located immediately upgradient of proposed retaining walls. The applicant should demonstrate that there is adequate separation to prevent breakout or seepage ofgroundtwater through the wall systems. The wall systems should be designed accordingly. 3 Response to Peer Review Comments Goodhue Street&1170-42 Y,Boston Street Salem,MA-June 14,2016 We will provide retaining wall designs that will demonstrate the ability to function as intended given the proximity to the stormwater management areas. 13. The bottom of chamber and bottom of stone elevations for Stormwater Management Area#1 and not consistent between the site plans and the HydroCAD model. We will verify the elevations stormwater management#1 and amend any discrepancies found between HydroCAD and the site plans. 14.Applicant should consider providing manifold connection to subsurface infiltration systems to ensure that runoff is evenly distributed through the subsurface chamber systems. The chambers are equipped with internal manifolds to see that the runoff is dispersed evenly across the floor of the chambers and the stone bed that they sit on. See the detail on sheet 10 of 10. 15. Sizing for pretreatment devices should be included in the stormwater management report. It is recommended that pretreatment devices be placed off-line to avoid resuspension of solids. We will provide calculations for the sizing of the pretreatment devices. UTILITIES 1. The applicant should confirm the adequacy of the existing sewer connection in Goodhue Street. Applicant shall coordinate with the City Engineer. We will confirm the adequacy of the existing sewer connection with the City Engineer. 2. Per prior conditions of approval, the applicant shall investigate the existing drain on adjacent parcel (Witch City Cycle) to determine if drain extends onto subject parcel. Applicant shall revisit this existing drain after exploratory excavation is completed. If drain is determined to be functioning, applicant shall coordinate with the City Engineer to make modifications to the plan as directed. We will investigate the existing drainage on the adjacent parcel and coordinate with the City Engineer if modifications to the site plan area required. 3. Per prior conditions of approval the applicant shall coordinate with the City Engineer and City's consultant prior to starting any work related to cutting and capping of any server and water services at the mains in Boston Street,Grove Street or Goodhue Street. Applicant to utilize trace technology to locate seroices.in advance of or in conjunction with exploratory excavations to improve chances of locating and properly/abandoning services. We have been working closely with the City Engineer regarding locating,cutting,capping and abandoning existing sewer and water services. The owner/applicant is currently performing this work and should be completed in the near future. 4 Response to Peer ear Review Comments Goodhue Street&#70-92 h Boston Street Salem,MA-lune 14,2016 4. Hydrant locations should be reviewed and approved by the Fire Deportment. One fire hydrant should be located within 100 feet of the Fire Department Connection (FDC). We plan to review the proposed hydrant locations and FDC with Fire Department officials and modify the plan as requested by the Fire Department. 5.Applicant shall provide pipe sizing calculations for the proposed closed-pipe drainage system. We will provide pipe sizing calculations in the stormwater report. GENERAL ENGINEERING AND SITE PLAN 1.Applicant shall clarifij the extent oflloodplain on-site and address and potential impacts. The limit of Base Flood Elevation 10 is shown on the site plan off of Goodhue Street. We will prepare a highlighted sketch plan to show the limit of the floodplain. Itis important to note that there is no proposed filling of the flood plain on this project. We have been in discussions with the Salem Conservation Commission office regarding wetland resources. Our plan is to file a Request for Determination(RDA)with the Salem Conservation Commission because their jurisdiction extends 100-feet from the edge of the floodplain under their local ordinance. 2.Massachusetts Architectural Access Board Regulations,521 CMR Section 20.2 requires an accessible route be provided from the public street or sidewalks to the accessible entrance. There does not appear to be an accessible route from Boston Street to main entrance to the mixed-use building or retail spaces. The retail space has been relocated to the Goodhue Street entrance. An accessible route is provided at this entrance to the main building and retail space. 3.Accessible parking spaces should be evenly distributed between the surface parking(3 spaces)and garage(2 spaces). At least one van space should be provided in each parking area. Applicant should demonstrate adequate clearance in the garage for van access (8'-2"). The site plan has been revised to provide evenly distributed parking per comments. 4.Applicant shall verifij that adequate clearance is provided between the accessible curb ramp and the entrances far the retail spaces. Applicant shall vertfij that adequate clearance is provided between the accessible curb ramp and the entrances for the retail spaces. The retail space has been relocated to the Goodhue Street entrance. 5, The site entrance from Beaver Street is immediately adjacent to the access driveway to the City of Salem Parking lot. The Beaver Street entrance is utilizing the existing street opening that is provided. The street opening and adjacent parking were recently constructed by others. 5 Response to Peer Review Comments Goodhue Street&#70-92 Y2 Boston Street Salem,MA-June 14,2016 6. Tire proposed surface parking areas are dead ends. To improve circulation the applicant should consider incorporating hammerhead or other applicable method to allow vehicles to maneuver through the parking areas. The site plan has been revised to provide hammerheads in the parking areas. Z Access to the proposed garage requires a 90 degree,recommend that applicant provide vehicle turning movements to confirm that typical passenger vehicles can enter and exit parking garage without crossing lanes. We are currently reviewing this turning movement with the project architect. 8. The applicant shall prepare a Fire Apparatus Access Plan for review and approval Inj the Salem Fire Department. We plan to prepare a Fire Apparatus Access Plan and review this information with the Fire Department. 9. The site plans shorn snow storage areas at the top of retaining walls and within the parking dog park, The applicant should consider the adequacy of these locations. We have reviewed the proposed snow storage areas again and have eliminated the dog park area as a snow storage area. The area in front of some of the retaining walls is available for snow storage. These areas have proposed fencing and/or guard rails for protection. The areas along Boston Street will be used by front end loaders for some additional storage. When snow storage areas are at capacity,snow will be trucked off site as needed. We trust that you will find the above responses adequately address the concerns of the peer review engineer and will allow the project to move forward with the permitting process. Please feel free to contact me if you have questions or need further information regarding this matter. �fu�lyM'/Yours, Chrts Sparages,PS6 Principal cc: 139 Grove Street Realty Trust Attorney Joseph Correnti Kenneth Staffier,P.E.,VHB 6 LEGEND OF SYMBOLS PRDJFm umEs� RMATION 1.1 FIGULT Cl AN.11. 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RE WALL 6 • 20 RU l VL�]I o EX VGC 4eASs ALONG BCNTON STREET LK WA �.T RROpiti WP I't TSI W p FRO i GE v` gUP���J� PROP-HC, , jIo u CLOSE EMS NO "Old -AVGC V �P'�"{v RAMP W F m m O CURB CVT k CLOSE E%ISTING �j'Y�/� E% PLO 1 I G_,LJL, .m MATCH CURBING TYPE LV RB CDT& CLDSE E%ISTING \ BOSTON STREET CLpsE E%ISTING LL OSE E%ISTING „L all �L.T F �N MATCH CURBING TYPE CV RB CUi& rr Q CV RB CUT& CURB CVi& CLOSE E%ISTING PROP, C. V 1�4 /1 S o O1�Z MA TCM CURBING TTPE MATCH CURBING TME MPTLX CURBING TYPE CURB CUT& RAMP N MATCH CURBING TYPE 22 FYIS ���nn 20-WATER MAIN CLOSE EXISTING S°IN.O�5 CURB CUT& 1- MATCH CURBING TYPE I O(f) W QW /J _ � Pc �D-92.5 6CSfDn 616 Tf6 fi'L K� Project No. SALE-0029 September 7,2016 Amanda Chiancola,Staff Planner —C( ...WILLIAMS City of Salem Department of SPARAGES Planning&Community Development - .. ' .... 120 Washington Street,3rd Floor 1 RECEIVED Salem, MA 01970 SE? 13 2936 RE: Goodhue Street&# 70-921/2 Boston Street,Salem,MA Traffic Peer Review Response DEPT. OF PL ^i N T N G & COMMUNITY DEVELOPMENT Dear Ms. Chiancola, The purpose of this letter is to respond to the Traffic Impact Study you received from Mr. Alan Cloutier,P.E.,PTOE, of Stantec,dated June 9,2016 in which he recommended modifications to the proposed site plan for the Flynntan project. This letter focuses on the proposed recommended modifications and how the site plan set has been revised to address these comments. The site plan changes are shown on the most recent site plan set revised August 24,2016. The items to follow will state Stantec's recommendation first(in italics) and our response will follow. 1. 'Due mostly to sight distance issues at the proposed site driveway, we recommend relocating the proposed Boston Street driveway approximately 25 feet to the northwest. We recommend that on- street parking be restricted in the vicinity of the proposed site drive. In addition, the proposed sign should be located approximately IS feet behind the edge of roadway to not impact sight lines. Response: The Boston Street driveway entrance has been moved 25-feet westerly from the previously proposed location. In addition,the proposed sign has been moved back 15 feet back from the edge of roadway to not impact sight lines. 2. The Architectural Drawings do not seem to be consistent with the Civil Drawings in respect to the Beaver Street Driveway. Sheet A-020 from the Architectural set shows a driveway entrance separate from the small public parking lot on-way entrance. Sheet C-3 shows a combined driveway. Since the proposed driveway would need to be two way, we recommend providing separate driveways. In addition, the driveway shown is 12 feet wide, which is too narrow for two-way travel. Response: The architectural plans previously showed the "proposed" configuration of the small public parking lot. The civil drawings showed the as-built condition,which utilized a new curb cut constructed by the City for access to this portion of the Flynntan property. The access to Beaver Street has been reconfigured to separate the two driveway cuts. Furthermore,the driveway width has been increased to 24-feet. 3. Proposed garage spaces will be 7-1/1 feet wide. The compact car garage spaces are narrow,even for residential spaces and may lead to dooring ofadjacent vehicles. Response: The garage spaces have been revised such that they are 9-feet wide. 189 North Main Street, Suite 101 9 Middleton, MA 01949 • Tel: (978) 539-8088 9 www.wsengineers.com 4. Some of the turns appear sharp. We recommend providing turning templates showing how emergency vehicles will access the site. In addition, the applicant should shoed horn garbage trucks will access the dumpster. Where will moving delivery trucks for apartments park? Response: The sharp turns have been eliminated from the site plan. The approach from Beaver Street to the underground parking garage has been straightened and widened to allow for much better turning movements. We have attached a fire apparatus access plan that shows how the City's ladder truck can access the site and turnaround at the circle in front of the Boston Street side of the building. Access to the dumpster is much simpler now. Moving trucks and delivery trucks will temporarily use the parallel parking spaces near the dumpster pad on the Beaver Street side of the project. 5. We recommend including a sidewalk driveway detail such that the ADA sidewalk continues across the driveways. Response: Crosswalk striping will identify the pedestrian access across the two proposed site driveways. 6. The proposed site should provide pedestrian access from Boston Street. Response: An accessible pedestrian access route has been added from Boston Street. 7. The plans should clarifij if the cement concrete sidewalk along Boston Street is going to be replaced. The sidewalk on the north side of Boston Street should be reconstructed with concrete. Response: The owner agrees to reconstruct the sidewalk along the Boston Street frontage with concrete. We recommend that the Planning Board include this as a condition of approval. 8. It is recommended the Applicant provide on-site bicycle parking consistent with the Cihj's Bicycle Master Plan goals, which recommends 1 bicycle parking space for every 10 vehicle spaces, or a total of ten (10)bicycle spaces,primarily oriented to the staff. Response: Proposed on-site bike parking areas are shown on the plan on both the Boston Street side of the project and on the Goodhue Street side of the project. In summary,the purpose of this letter was to respond to the comments and recommendations made by the City's traffic peer review consultant(Stantec) for the Flynntan project. Ver truly yours, P g Principal cc: Alan Cloutier,P.E.,PTOE,Stantec Attorney Joseph Correnti 139 Grove Street Realty Trust 01100 JUL252016 RE C E I VE LD ENGINEERING SUCCESS TOGETHER D 0ZPT. CJI- PLANNING & JUL 21 2016 COMM UNI(Y DEVELOPMENT By July 13, 2016 Project No: 16.05360.00 CITY OF SALEM Invoice No: 1 MR. DAVID KNOWLTON, P.E. CITY ENGINEER 120 WASHINGTON ST. /4th Floor SALEM, MA 01970 Project 16.05360.00 SALEM, MA/ON-CALL: SUPPORT SERVICES Professional Services from May 1 2016 to July f 2016 "- - Task 01 A-1: NORTH SHORE/MEDICAL CENTER Fee Total Fee 11,500.00 Percent Complete 65.00 Total Earned 7,475.00 Previous Fee Billing 0.00 Current Fee Billing 7,475.00 Total Fee 7,475.00 Total this Tasli $7,475.00 to TOTAL DUE THIS INVOICE... $7,475.00 �� Please Remit To: BETA Group, Inc., P.O. Box9, Albion, RI 02802-0009 Authorized By: ,� Date: KENNETH PETRAGLIA CITY OF SALEM- ENGINEERING DEPT VENDOR: APPROP#: P.O.#: APPROVED BY, Terms: Net 30 Days/Please Remit To: BETA Group,Inc.,P.O.Box 9,Albion,RI 02802-0009 Par th r 0�0 Group, inc. 315 Norwood MA 02 62 Norwood,MA 02062 (781)255-1982,fax(781)255-1974 Engineers.Planners.Wndsupe Architects.Scientists www.BETTA-Inc.com` n July 20, 2016 R L C E I VP D JUL 25 2016 DEPT. OF PLANNING & Mr. Ben Anderson, Planning Board Chair COMMUNITY DEVELOPMENT Department of Planning & Community Development City of Salem 120 Washington Street, Third Floor Salem, Massachusetts 01970 Re: Proposed Expansion at North Shore Medical Center— Peer Review of Traffic Impact and Access Study—COMMENTS TO VHB RESPONSE Dear Ms. Duncan: At the request of the Department of Planning & Community Development, BETA Group has completed our Peer Review of the Traffic Impact and Access Study for the proposed North Shore Medical Center Expansion in Salem,Massachusetts. Review History and Status: • Submittal package submitted for initial review included a "Traffic Impact and Access Study for Proposed Expansion at North Shore Medical Center - Salem, MAsachusetts," dated April 7, 2016, prepared by VHB (Report, Appendix and Site Plans). • I prepared a review letter dated June 16, 2016 (6 pages) detailing a number of comments and requests for additional information. • I attended the June 16, 2016 Planning Board meeting, and listened to the applicants Transportation and Parking Presentation • The Applicant's engineer prepared a response letter dated July 13, 2016 (8 pages plus 4 attachments: Sensitivity Trip Generation Volume Figures, Revised Capacity Analysis Tables from TIAS, Parking Data) The traffic study was generally performed in accordance with the accepted engineering standards and practices. There are, however, several comments and questions that should be addressed by the project's proponent. BETA's comments on specific items in the study are listed below. SUMMARY OF RECOMMENDED MITIGATION A summary of recommended mitigation measures follows, with numbering keyed to the reference numbers in the previous sections. Reference 1 (Study Area)—No Recommendations Reference 2 (Traffic Volumes)—No Recommendations Lincoln,RI - Norwood,MA Rocky Hill,CT Mr. Ben Anderson, Planning Board Chair July 20, 2016 Page 2 of 5 Reference 3 (Crash History) — Explore alternate phasing schemes and timings at the three signalized study area intersections (NSMC Upper Entrance, Jefferson Avenue at Dove Avenue and Dalton Parkway) to determine if the modifications could result in a reductions in crashes, without damaging traffic operations (LOS and queues). Assessment of VHB response—Not Addressed. Reference 4— (Roads/Intersections) - No recommendations Reference 5 — (Corridor Improvements) • Restripe shoulders, with emphasis on providing bicycle lanes. • Replace/repair curbing where missing • Restripe crosswalks • Install ADA-Compliant crosswalks where missing. • Replace/repair sidewalks along NSMC property lines on Highland Avenue and Jefferson Avenue. Assessment of VHB response—Not Addressed. No mitigation is offered. Reference 6 (Public Transportation) - No Recommendations Reference 7 — (Site Distance) - Provide the sight distance calculations at the proposed unsignalized site entrance at Wilson Street. Assessment of VHB response - OK Reference 8 — (Future No-Build Traffic) No Recommendations Reference 9 — (Trip Generation)—Conduct a peak period study of entering and exiting traffic at each of the existing access drives to develop a sensitivity analysis of the difference between actual and ITE trip generation rates. Assessment of VHB response — OK, total trip generation is similar with both methodologies. Reference 10 — (Trip Distribution/Assignment) — Modify trip assignment process to reflect the likelihood that Dove Avenue and Wilson Street should attract more trips due to more favorable traffic conditions. Assessment of VHB response — OK, impact between the two trip generation methodologies is minimal. Mr. Ben Anderson, Planning Board Chair July 20, 2016 Page 3 of 5 Reference 11 (Parkin¢) — Provide a full accounting of parking demand vs. supply, broken down by facilities/streets. Identify bicycle parking supply. Assessment of VHB response — Approximately 72 additional spaces will be provided. How does this match up with expected demand, including effect of the Union Hospital? How was the required number of spaces estimated? What are the specific "various measures" that will be implemented to improve the patient/visitor parking experience? How will patients/visitors be ushered to most convenient parking areas? We would like to see a plan with Wayfinding signage (with a color scheme keyed to buildings?). Reference 12 (Transportation Demand Management) - Review TDM measures such as: priority parking for high occupancy vehicles; off-peak shift changes where possible; and other accepted measures. Joining and participating in the North Shore Transportation Management Association (NSTMA) would satisfy this recommendation. Assessment of VHB response — Some measures are included in the response to this comment. Consider providing occupancy (AVO) incentives for parking, or share expenses for MBTA transit/bus passes. The Applicant should confirm whether they agree to become a participating member of the NSTMA. I highly encourage that the hospital,being the largest employer in the City join the NSTMA in order to mitigate the transportation impacts of the development on an on-going basis. Reference 13 (Intersection Capacity and Queuing Analysis) - Fix the LOS table headings and describe the impact of queues backing into adjacent intersections. Assessment of VHB response—OK. Reference 14 (Site Plan) —Justify the number of emergency parking spaces and distance of the spaces to the building. Assessment of VHB response — What was the calculation for the number of emergency parking spaces? The main ED parking area is 270 feet from the covered pedestrian walkway that leads to the new. ED, and then an additional walk to the ED entrance. The 270 feet alone would result in an approximate walk time of 90 seconds. Has an alternate layout been considered? ADDITIONAL COMMENTS FROM THE BOARD • In terms of employees walking from those off-site lots, the sidewalks, especially in front of 108 Jefferson should be repaved to meet all code requirements for safe pedestrian access- does the applicant agree to this? Assessment of VHB response—Not Addressed. Mr. Ben Anderson, Planning Board Chair July 20, 2016 Page 4 of 5 • Crosswalks should be added across Jefferson Avenue on both side of the Dove Avenue entrance. Mr. Pertanian noted that there are employee shuttle with a covered pick-up area from the off-site lots. Assessment of VHB response—Not Addressed. • The main entrance driveway is confusing and a straight shot to the main entrance from Highland Avenue would eliminate the confusion and create a clearer path for vehicles. It is dangerous to have pedestrians crossing through multiple parking lots and across driveways with no clear definition of where they should be going. Assessment of VHB response—Not Addressed. • Will the Parking management plan be made available to the Planning Board? Ms. Gagnon replied that numerous parking changes will be made during the 3 years of construction. The NSMC would need to make a management decision to implement final parking changes, but they can be clarified for the Planning Board. Assessment of VHB response—Not Addressed. • Wayfinding should be clear and easy to determine. Assessment of VHB response—Not Addressed. • The board suggested parking zones for each building would be great to see, not a mass of parking lots with no clear direction. Assessment of VHB response—Not Addressed. • Comments from the public concerned with drivers cutting through the Jefferson Street neighborhood. Assessment of VHB response—Not Addressed. • Appears that this project will result in a great deal of an increase in traffic, especially on Jefferson Avenue. The sidewalks which are in disrepair and should be improved so that they are safe for pedestrians. Assessment of VHB response—The traffic increase has been addressed. Sidewalk improvements have not. Please review this document at your convince and call me if you have any questions or require additional information regarding this peer review. Em Mr. Ben Anderson, Planning Board Chair July 20, 2016 Page 5 of 5 Very truly yours, BETA Group, Inc. Kenneth J. Petraglia, P.E., PTOE Vice President OA5300\5360-Salem On-Call\Task 1-North Shore Medical Center Peer Review.doc � I FST Stantec Consul ing Services Inc. now 5 Burlington Woods Drive Suite 210,Burlington MA 01803-4511 0 Stantec May 9, 2016 File: 179410052 Attention: Ms.Amanda Chiancola, Staff Planner Department of Planning& Community Development Salem City Hall Annex 120 Washington Street, 3rd floor Salem, MA 01970 Subject: Draft Task Order No. 2 of MSA R-50(F) - Updated Traffic Impact Study for the Proposed Boston Street Residential Development 70-92 Boston Street (former Flynntan site) Dear Amanda: Stantec is pleased to submit the attached DRAFT Task Order No. 2 in connection with Stantec's Master Services Agreement(MSA) R-50 (F). Task Order No. 2 provides engineering design services for an update to the Traffic Impact Study for the proposed redevelopment of the former Flynntan Site at 70-92 Boston Street. Previously, we completed a study in 2014 for the PAGS Medical Office proposal. This current effort will provide an updated Traffic Impact Study, with updated analysis for the new proposal. In addition, the study will be updated to reflect 2016 conditions. The current proposed development consists of the demolition of the existing building and the construction of 50 residential apartment units, 6 townhouse units and 1,184 square feet of retail space within 2 separate buildings. As currently proposed, 108 total parking spaces would be provided. For DRAFT Task Order No. 2, we propose a Not to Exceed Fee of $7,600, as detailed in the attached DRAFT Task Order No. 2 Agreement for your review and approval. Please feel free to contact me at 781-221-1221 if you need any further information or require any modifications to the attached Scope of Services. Upon your review and approval of this DRAFT Task Order No. 2 Stantec will finalize the task order for signatures. Stantec looks forward to assisting the City of Salem in undertaking this important Peer Review assignment. Very truly yours, tan c Consulting Se Ice , Inc. Y � � r Richard A. Azzalina, PE 5 � Associate Design With community In rnInd l DRAFT TASK ORDER NO.2 TO MASTER SERVICES AGREEMENT R-50(F) BETWEEN OWNER AND ENGINEER FOR MASTER SERVICES (NON-HAZARDOUS WASTE SERVICES) This is Task Order No.2 attached to and made part of the Master Services Agreement R-50(F)dated April4m,2016 between Stantec Consulting Services,Inc.,5 Burlington Woods, Burlington,MA 01803 (ENGINEER) and the City of Salem (City), 93 Washington Street, Salem, MA 01970 (OWNER). This DRAFT Task Order No.2 describes the Scope of Services, Time Schedule, Charges, and Payment Conditions for the Task Order known as: Update of the 2014 Traffic Impact Study for 70-92 Boston Street Residential Development(formerly the Fiynntan Site). PROJECT OBJECTIVE The purpose of DRAFT Task Order No.2 is to provide engineering design services to Update the Traffic Impact Study for the proposed redevelopment of the former Flynntan Site at 70-92 Boston Street. Previously,we completed a study in 2014 for the PAGS Medical Office proposal. This current effort will provide an Updated Traffic Impact Study, with updated analysis for,the new proposal. in addition, the study will be updated to reflect 2016 conditions. The new study will be a standalone document. The current proposed development consists of the demolition of the existing building and the construction of 50 residential apartment units, 6 townhouse units and 1,184 square feet of retail space within 2 separate buildings. As currently proposed, 108 total parking spaces would be provided. SCOPE OF SERVICES 1.0 UPDATE 2014 TRAFFIC IMPACT AND ACCESS STUDY Stantec will update the 2014 traffic study for use by the client in the local approval/ permitting process.The update will be performed in accordance with standard ITE guidelines for traffic impact assessment. Similar to the previous report,the study area will be generally limited to the Boston Street/Grove Street area. Stantec will provide the following services for the above mentioned area: • Based on historical growth,Stantec will update the baseline traffic volumes. • Update accident analysis based on the newest crash data available from MassDOT. • Research available data to determine seasonal variations and historic growth in traffic volumes. Stantec will use in-house information and contact the City to identify other projects that will affect traffic volumes in the area. • Update future No-Build traffic volumes. • Using the ITE Trip Generation Manual,develop trip generation and trip distribution for the project related traffic. Add the project generated traffic volumes from our previous assignments to the existing and future No-Build traffic volumes to establish the Build condition for each of the analysis periods. P Updated Capacity Analysis will be examined for the weekday morning weekday evening and Saturday peak hours. Existing conditions without the proposed project Future conditions (5 years out) without the proposed project (No-Build condition) — Future conditions (5 years out)with the proposed expansion (Build condition) Assess volume-to-capacity(v/c) ratios and level of service (LOS)for existing and future conditions. The traffic analysis will be based on the existing street system and any planned roadway improvements. The extent and nature of any street deficiencies will be identified. Review site driveway operation and sight distances Review proposed site circulation. Review the suitability of the site driveways, including the design and location. An evaluation of the site's proposed multi-modal access environment(i.e.,transit, pedestrian, and bike access). • Based on data from the ITE Parking Generation Handbook,Stantec will review and comment on the adequacy of the proposed parking for the site. Delineate the scope and magnitude of off-site improvements necessary to support the project. • Update previous report summarizing the results of the analysis. 2.0 PROJECT/CLIENT MEETINGS Stantec will attend up to three (3) meetings with the City to discuss the results of the Updated Traffic Impact Study. Stantec assumes one(1) public meeting to present the results of the study. Stantec will attend up to two (2) staff meetings with local City officials to discuss all issues relating to the Updated Traffic Impact Study. The following services are not included in our Scope of Services at this time: • Conceptual and final roadway improvement plans and mitigation plans at the driveway or at off-site locations. • New traffic counts Traffic analysis beyond that specified. • Preparation of applications for permits or approvals. • Attendance at meetings beyond those specified 0 Tasks not specifically identified in the scope of work • c4 PERIOD OF SERVICE: Work on this portion of DRAFT Task Order No.2 shall commence upon receipt of a Notice to Proceed (NTP) via e-mail or letter from the City of Salem. Task 1.0 will be completed within four weeks of a Notice to Proceed. Task 2.0 shall be completed at times as determined by the City of Salem. City of Salem Update of the 2014 Traffic Impact Study for 70-92 Boston Street Residential Development (former Flynntan site) Draft Task Order No. 2 Hour Estimate Staff Role Hours Rick Aaalina Project Manager 2 Gary Hebert Associate-Consultant 2 Alan Cloutier Senior Engineer-Traffic 32 Sarah Borenstein Engineer-Traffic Design 20 Total Hours 56 Unless additional Scope items are added by the City,the total Not-to-Exceed DRAFTTask Order No. 2 project budget cost Is$7,600 which includes approximately 56 hours of engineering labor at R-50 (F) Contract rates plus direct costs for travel and printing. TERMS AND CONDITIONS: The terms and conditions of the Agreement referred to above shall apply to this DRAFT Task Order No. 2 except to the extent expressly modified herein. In the event of any such modification, the modification shall be set forth below and the Article of the Agreement to be modified shall be specifically referenced. TERMS AND PROVISIONS IN CONFLICT: If the provisions set forth in the Agreement are in conflict with the provisions set forth in this DRAFT Task Order, the provisions of.this DRAFT Task Order No. 2 shall govern. Acceptance of the terms of this DRAFT Task Order No. 2 is acknowledged by the following authorized signatures of the parties to the Master Services Agreement R-50 (F): 5 TEC CONSULTIN S VICES, INC. CITY OF SALEM Y� By:- & f Authorized Signature Kimberley riscoll Mayor Richard A.Azzalina, PE,Associate Authorized Officer PRINT NAME 4Goonin Duncan, AICP Director Planning & Community Development David H. Knowlton, PE City Engineer MI Whitney Haskell Purchasing Agent Approved as to form Y: Eliza eth Rennard, Esq., City Solicitor TASK ORDER MADE AS OF: Date: Funding Source: Obiect: Ora. fy CITY of SALEM Purchase Order PURCHASING DEPARTMENT 120 Washington Street SALEM, MASSACHUSETTS 01970 Fiscal Year 2016 Page 1 of 1 TEL(978)745-9595 FAX(978)745-7461 _ _ a3; SALES TAX EXEMPTION#E-046-001-413 T'tl5 t1LltviBERMUS7 APPLRi2ONALI`INVOItSt: ss�PACKA'G$$AN03FiEPPING PAPERS.�} � B, Purchase zoo Order# 3007325-00 PLANNING DEPARTMENT �978) 745-9595 EXT 5692 20 WASHINGTON STREET 3RD FL SALEM MA 01970 0 STANTEC CONSULTING SERVICES, INC. 's 61 COMMERCIAL STREET, STE100 " PLANNING DEPARTMENT {d; ROCHESTER NY 14614 (_r (978)745-9595 EXT 5692 p p; 120 WASHINGTON STREET 3RD FL SALEM MA 01970 T Verfdo�Phor a N�ilx -r=. -, 1ten-icor aAfurarbe Regili i4 Nufr+ber " ; Y - , j D80-160- Fteferens e Bon 05/26/2016 31455 05/25/2016 PLANNING at` k int° LIOM' p" Uffa°P1ice F,cfsndeGi 1 traffic impact study for Boston Street Residential dev- 1.0 EACH $7,600.000 $7,600.00 Flynntan 24573-5713 $7,600.00 CITY RECORDS INDICATE SUFFICIENT UNENCUMBERED FUNDS " ARE PRESENT IN THE BUDGET ACCOUNT. a / C. q�,� APPROVED BV - *3 Whitney C.Haskell : Purchasing Agenl (NOT VALID WITHOUT CITY PURCHASING AGENT'S SIGNATURE) PO'fotal $7.600.00 SERAFINI, DARLING & CORRENTI , LLP ATTORNEYS AT LAW 63 FEDERAL STREET SALEM, MASSACHUSETTS 0199770 � ® JOHN R. SERAFINIL SR. G O a' "y TELEPHONE JOHN E. DARLING LING A ` 9]8-]44-0212 JOSEPH C. CORRENTI �O \ FACSIMILE KRISTIN HRISTIN E. KOLICK t��� NNpM�N< 978-]41-4663 NO Q P�� o May Go ,2016 VIA HAND DELIVERY Amanda Chiancola, Staff Planner City of Salem Department of Planning and Community Development 120 Washington Street Salem, Massachusetts 01970 Re: 139 Grove Street Realty Trust Applications for Site Plan Review for NRCC and Flood Hazard Overlay District Special Permit Goodhue Street and 70 — 92'/2 Boston Street Dear Ms. Chiancola: Enclosed please find a check in the amount of $7,600.00, payable to the City of Salem, representing the Traffic Peer Review for the above referenced project. Vryytruly yours, J seph C. Correnti Enclosure cc: client ib-gz.s �os�n s� Civc� Rev. I 1 Project No. SALE-0029 1 Prepared for: 139 Grove Street Realty Trust 282 Bennington Street 1 East Boston, MA 02182 (617) 293-1525 1 Comparative 1 e Drainag Analysis sis 1 1 "Boston Street Residential Development" 1 1 Goodhue Street & #70-921/2 Boston Street Salem, Massachusetts 1 March 24, 2016 1 1 � 1 LUM R " 91D �'' sPss pP^L OPPLAMNih!^-, a cormvIUNITYDEVELUNJnENT 189 N.Main Street,Suite 101 Middleton,MA 01949 Office Tel:978-539-5088 Fax:978-539-8200 www.wsengmeers.com F�,If'j Comparative Drainage Analysis—Boston Street Residential Development / PETER Goodhue Street&#70-92'/Boston Street o BLAISDELL,JR.Salem, MA 4� CIVIL March 24,2016 o No.41613 2 ' Purpose: cr�At - The purpose of this analysis is to compare the existing and proposed watershed conditions for the ' Boston Street Residential Development project by analyzing the surface runoff rates to the limit of the watershed analysis shown on the accompanying watershed maps, the results of which are presented on the summary table that follows. For more information,see the full Stormwater Report ' with supporting documentation that will be filed with the Stormwater Permit Application. This comparative drainage analysis and the Stormwater Report have been prepared in accordance with the current Massachusetts Stormwater Handbook. ' Introduction: ' The project is bounded to the north and east by Beaver Street and Goodhue Street, to the northwest by properties located off of Grove Street,to the west and south by Boston Street ' The premises was previously operated as the Flynntan leather tannery and is now covered by three (3)buildings in poor condition,parking,various debris,very compact gravel/dirt areas and paved driveways. It also appears that a large portion of the previously existing building has been razed ' and a paved parking lot has been removed leaving behind very compact gravel. The site varies in elevation from approximately 38.2 feet at northwesterly comer of the property to ' elevation 10 feet at the low point in Goodhue Street opposite an existing catch basin. The 100 year flood elevation is 10.0 feet on the North American Vertical Datum of 1988 (NAVD 88). A very,very small portion of the property (approximately 4 square feet)lies within the 100 year flood plain. ' There is no filling proposed within this flood plain area,but some land disturbance activities will take place within portions of the floodplain along the sidewalk and right of way of Goodhue Street. Since there is so little activity proposed,the applicant plans to file a Request for Determination of ' Applicability with the Salem Conservation Commission for the flood plain activity. It should be noted that there are no other wetland resource areas on the property or any proposed ' disturbances within a wetland buffer zone for this project. The proposal is to redevelop the site with the construction of six (6) Townhouse Units,a Mixed Use ' Building consisting of Residential&Retail,a parking garage,surface parking,walkways, landscaping,sewer,water and a new drainage system for treatment of stormwater runoff. There was a recently approved site plan and accompanying drainage report submitted by Griffin Engineering Group,LLC as part of the Pediatric Associates of Greater Salem project. In order to be consistent with the Griffin report we have used the same modeling techniques and used the same procedure for comparing the rate of runoff from the project to the limit of watershed analysis. This will make the review of the drainage study very simple for City officials. 2 ' Comparative Drainage Analysis—Boston Street Residential Development Goodhue Street&#70-92 Y:Boston Street ' Salem, MA March 24,2016 ' Existing Condition Soils Analysis: In order to model the runoff parameters for both the existing and proposed watershed parameters, ' the parent soils on site were mapped using the Web Soil Survey (WSS) made available on the United States Department of Agriculture (USDA) National Resources Conservation Service (NRCS)website. ' The WSS provides vital soil data and information such as Hydrologic Soil Group (HSG)which is then input into a mathematical model to generate runoff curve numbers. I ' 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. Based on soil testpit logs and other soil borings performed on site,the previously approved project performed the runoff-calculations using a hydrologic soil group of"B" for the site. In order to be consistent we have used a hydrologic soil group of"B" for our calculations. ' Stormwater Modeling Methodology: ' The mathematical model used in this analysis was provided using the HydroCAD 10.0 Version developed by HydroCAD Software Solutions LLC. HydroCAD is a program that is used to model the hydrology and hydraulics of stormwater runoff and is based largely on programs and ' techniques developed by the NRCS,specifically TR-20 and TR-55 as well as other hydraulic calculation methods. ' HydroCAD allows the user,for a given rainfall event,to generate runoff hydrographs for single or multiple watersheds and is used to determine if a given drainage system is adequate under the desired conditions as well as to predict flooding or other impacts at specified locations such as erosion. Four (4) design storm events were analyzed and the results presented in the tables that follow for ' the two (2)year,ten(10)year,twenty-five (25) year and one-hundred(100) year storm events for comparison. ' Existing Condition Watershed: In order to be consistent with the recently approved project,we matched the existing conditions watershed analysis for soil cover type,impervious area and times of concentration using a minimum of six (6) minutes for comparison. ' 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 3 Comparative Drainage Analysis—Boston Street Residential Development Goodhue Street&#70-92%:Boston Street I Salem, MA March 24,2016 1 Model as well as the results of the calculations for the 2 year,10 year,25 year and 100 year,Type III, 24-hour storm events are included in this report. Proposed Condition Watershed: The proposed development includes the use of three (3) subsurface infiltration areas comprised of Stormtech SC-740 Units (this particular model chamber may be substituted with an approved equivalent) for roof and pavement runoff mitigation in areas that have been deemed suitable for groundwater.recharge. Surface runoff from the paved surfaces will be captured by deep-sump catch basins and yard drains which will be discharged into 1,500 gallon oil/water separator units for pre-treatment prior to ' infiltration in the subsurface systems. Roof runoff from the Townhouse Units will discharge directly into its associated subsurface area as DEP considers certain roofing materials to be"Clean' and do not require pretreatment. Roof runoff from the Mixed Use building will discharge directly into the III ' existing municipal drainage system located on Goodhue Street. 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. t 4 Comparative Drainage Analysis-Boston Street Residential Development Goodhue Street&#70-92 Y Boston Street ' Salem, MA March 24,2016 Conclusion: As can be seen by examining the following summary &performance tables,the proposed stormwater management system is effective for mitigating the peak flow rates of runoff from the limit of the watershed analysis for the 2,10,25&100 year storm events. Further,significant reductions in the peak flow rates of runoff are expected from the proposed project development according to the mathematical model due to increased landscaping,improvement of soil cover type and the use of the three(3) subsurface infiltration systems. ' Total Peak Rate of Runoff Comparison Table Description 24 hour Type III Existing Proposed Storm Event Condition Condition ' (year) Peak Rate of Peak Rate of Runoff Runoff Link 87L Link 87L ' Q cfs. Q cfs. Flow towards 2(3.1 inch) 2.5 1.3 Goodhue Street 10(4.5 inch) 4.5 2.0 Link 128L 25 (5.6 inch) 6.1 3.5 100 (6.5 inch) 7.4 4.6 Flow towards 2(3.1 inch) 0.2 0.0 Boston Street 10 (4.5 inch) 0.3 0.1 Link 132L 25 (5.6 inch) 0.4 0.1 100 (6.5 inch) 0.5 0.2 Total flow from 2(3.1 inch) 2.7 1.4 the limit of 10 (4.5 inch) 4.7 2.1 watershed 25 (5.6 inch) 6.4 3.6 ' analysis 100 (6.5 inch) 7.8 4.7 Link 109L 5 1 Comparative Drainage Analysis—Boston Street Residential Development Goodhue Street&#70-92%Boston Street 1 Salem, MA March 24,2016 ■ Proposed Subsurface Infiltration Structure #1 (HydroCAD Pond 137P) ■ (42) Stormtech SC-740 Units (Install inspection ports at the end of each row) 1 Top of Stone=20.5 Top of Chambers=20.0 12" Inv's in=18.54 (From Oil/Sediment Units) 1 Bottom of Chambers=17.5 Bottom of 6"Stone bed=17.0 (30.0'x52.28') (1)8" HDPE Inverts out--18.71 (To Goodhue Street drainage system) 1 1 Peak Rate of Runoff Out (Qout)cfs. 24 hour Type III Peak Rate of 1 Storm Event Runoff In *Infiltration 8" HDPE Total Peak Water (YR) (Qin) cfs. Discarded Pipe out Outflow Level (W.L.)ft. 1 2 1.7 0.30 0.0 0.30 18.65 1 10 2.8 0.30 0.84 1.14 19.31 1 25 3.7 0.30 1.48 1.78 19.82 1 100 4.4 0.30 2.01 2.31 20.47 1 *Calculated infiltration rate and peak water levels are based upon a rate of 8.27 inches as described in the recently approved report. 1 1 6 1 ' Comparative Drainage Analysis—Boston Street Residential Development Goodhue Street&#70-92'/:Boston Street Salem, MA March 24,2016 tProposed Subsurface Infiltration Structure #2 (HydroCAD Pond 136P) I (12) Stormtech SC-740 Units (Install inspection ports at the end of each row) Top of Stone=29.0 Top of Chambers=28.5 6" Inds in=27.5 (From Roof Drains) Bottom of Chambers=17.5 Bottom of 6" Stone bed=26.0 (15.75'x38.04') Should the system become clogged or surcharged, there will be overflow pipes to grade from the roof leaders,see detail. Peak Rate of Runoff Out (gout) cfs. 24 hour Type III Peak Rate of Storm Event Runoff In *Infiltration Overflow. Total Peak Water (YR) (Qin) cfs. Discarded pipes Outflow Level (W.L.)ft. 2 0.3 0.09 0.0 0.09 26.10 ' 10 0.4 0.09 0.0 0.09 26.53 25 0.5 0.09 0.0 0.09 26.92 100 0.6 0.09 0.0 0.09 27.26 *Calculated infiltration rate and peak water levels are based upon a rate of 8.27 inches as described in the recently approved report. 7 Comparative Drainage Analysis—Boston Street Residential Development Goodhue Street&#70-92 Y:Boston.Street Salem, MA March 24,2016 i Proposed Subsurface Infiltration Structure #3 (HydroCAD Pond 144E) (16)Stormtech SC-740 Units (Install inspection ports at the end of each row) Top of Stone=13.5 Top of Chambers=13.0 12" Inv in=11.54 (From Oil/Sediment Units) Bottom of Chambers=10.5 Bottom of 6" Stone bed=10.0 (20.5'x30.92') Should the system become clogged or surcharged, There will be a 2' wide break in curb at 14.8 to act as an emergency overflow to the Goodhue Street drainage system. ' Peak Rate of Runoff Out (Qout)cfs. 24 hour Type III Peak Rate of Storm Event Runoff In *Infiltration 2'break in Total Peak Water (YR) (Qin) cfs. Discarded curbing Outflow Level (W.L.)ft. ' 2 0.3 0.12 0.0 0.12 10.52 ' 10 0.6 0.12 0.0 0.12 11.11 25 0.8 0.12 0.0 0.12 11.67 100 0.9 0.12 0.0 0.12 12.20 *Calculated infiltration rate and peak water levels are based upon a rate of 8.27 inches as described in the recently approved report. 8 1 1 tEX-1 Existing runoff towards Goodhue Street 109E Total Surface Runoff ' discharging from limit o KII watershed analysis EX-2 Existing runoff towards Boston Street G R" Qn ELI", RoutingDiagram for existing . 1ki Prepared by Microsoft, Printed 3/29/2016 FHydroCAC)O10.00-15 s/n 06611 0 2015 HydroCAD Software Solutions LLC lilt Existing Condition Watershed Analysis - Boston Street Residential Development- March 24, 2016 existing Prepared by Microsoft Printed 3/29/2016 HydroCAD®10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Page 2 ' Area Listing (all nodes) ' Area CN Description (sq-ft) (subcatchment-numbers) 34,097 67 Brush, Poor, HSG B (111 S) i ' 9,294 96 Gravel surface, HSG B (111 S) 12,900 98 Paved parking, HSG B (111 S, 137S) ' 4,350 98 Remaining foundations/slabs, HSG B (111S) 12,640 98 Roofs, HSG B (111S) 73,281 83 TOTAL AREA L ' I , t I , I , ' Existing Condition Watershed Analysis - Boston Street Residential Development - March 24, 2016 existing Prepared by Microsoft Printed 3/29/2016 ' HydroCAD® 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) ' Area Soil Subcatchment (sq-ft) Group Numbers 0 HSG A ' 73,281 HSG B 111S, 137S 0 HSG C 0 HSG D t0 Other 73,281 TOTAL AREA 1 Existing Condition Watershed Analysis - Boston Street Residential Development- March 24, 2016 existing Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 3/29/2016 ' HydroCAD@ 10.00-15 s/n 06611 02015 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 111S: EX-1 Runoff = 2.50 cfs @ 12.14 hrs, Volume= 8,913 cf, Depth= 1.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs ' Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description ' 12,640 98 Roofs, HSG B - 4,350 98 Remaining foundations/slabs, HSG B 9,640 98 Paved parking, HSG B 9,294 96 Gravel surface, HSG B 34,097 67 Brush, Poor, HSG B 70,021 83 Weighted Average 43,391 61.97% Pervious Area ' 26,630 38.03% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 88 0.0470 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" ' 0.0 12 0.0480 4.45 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2 42 0.0470 4.40 Shallow Concentrated Flow, Paved Kv= 20.3 fps �. 0.2 86 0.2200 7.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 9.7 228 Total ' Summary for Subcatchment 137S: EX-2 Runoff = 0.22 cfs @ 12.09 hrs, Volume= 779 cf, Depth= 2.87' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 3,260 98 Paved parking, HSG B 3,260 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Existing Condition Watershed Analysis - Boston Street Residential Development- March 24, 2016 existing Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 3/29/2016 HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 5 Summary for Link 109L: Total Surface Runoff discharging from limit of watershed analysis ' Inflow Area = 73,281 sf, 40.79% Impervious, Inflow Depth = 1.59" for 2 yr event Inflow 2.68 cfs @ 12.14 hrs, Volume= 9,692 cf Primary = 2.68 cfs @ 12.14 hrs, Volume= 9,692 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 128L: Existing runoff towards Goodhue Street Inflow Area = 70,021 sf, 38.03% Impervious, Inflow Depth = 1.53" for 2 yr event I Inflow 2.50 cfs @ 12.14 hrs, Volume= 8,913 cf Primary 2.50 cfs @ 12.14 hrs, Volume= 8,913 cf, Atten= 0%, Lag= 0.0 min Primary outflow,= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 132L: Existing runoff towards Boston Street ' Inflow Area = 3,260 sf,100.00% Impervious, Inflow Depth = 2.87" for 2 yr event Inflow 0.22 cfs @ 12.09 hrs, Volume= 779 cf Primary = 0.22 cfs @ 12.09 hrs, Volume= 779 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Existing Condition Watershed Analysis - Boston Street Residential Development- March 24, 2016 existing Type Ill 24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 3/29/2016 HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 111S: EX-1 Runoff = 4.46 cfs @ 12.14 hrs, Volume= 15,904 cf, Depth= 2.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description 1 12,640 98 Roofs, HSG B 4,350 98 Remaining foundations/slabs, HSG B 9,640 98 Paved parking, HSG B 9,294 96 Gravel surface, HSG B 34,097 67 Brush Poor, HSG B 70,021 83 Weighted Average 43,391 61.97% Pervious Area 26,630 38.03% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 9.3 88 0.0470 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 0.0 12 0.0480 4.45 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2 42 0.0470 4.40 Shallow Concentrated Flow, Paved Kv= 20.3 fps ' 0.2 86 0.2200 7.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 9.7 228 Total Summary for Subcatchment 137S: EX-2 Runoff = 0.32 cfs @ 12.09 hrs, Volume= 1,158 cf, Depth= 4.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description 3,260 98 Paved parking, HSG B 3,260 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 6.0 Direct Entry, I ' Existing Condition Watershed Analysis - Boston Street Residential Development- March 24, 2016 existing Type ill 24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 3/29/2016 ydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 2 Summary for Link 109L: Total Surface Runoff discharging from limit of watershed analysis Inflow Area = 73,281 sf, 40.79% Impervious, Inflow Depth = 2.79" for 10 yr event Inflow 4.73 cfs @ 12.13 hrs, Volume= 17,062 cf Primary = 4.73 cfs @ 12.13 hrs, Volume= 17,062 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs # Summary for Link 128L: Existing runoff towards Goodhue Street Inflow Area = 70,021 sf, 38.03% Impervious, Inflow Depth = 2.73" for 10 yr event Inflow 4.46 cfs @ 12.14 hrs, Volume= 15,904 cf Primary 4.46 cfs @ 12.14 hrs, Volume= 15,904 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 132L: Existing runoff towards Boston Street Inflow Area = 3,260 sf,100.00% Impervious, Inflow Depth = 4.26" for 10 yr event Inflow 0.32 cfs @ 12.09 hrs, Volume= 1,158 cf Primary = 0.32 cfs @ 12.09 hrs, Volume= 1,158 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs # # j ' Existing Condition Watershed Analysis - Boston Street Residential Development - March 24, 2016 existing Type Ill 24-hr 25 yr Rainfall=5.60" Prepared by Microsoft Printed 3/29/2016 ' HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Paoe 3 Summary for Subcatchment 111S: EX-1 ' Runoff = 6.05 cfs @ 12.14 hrs, Volume= 21,717 cf, Depth= 3.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs ' Type III 24-hr 25 yr Rainfall=5.60" Area (so CN Description ' 12,640 98 Roofs, HSG B 4,350 98 Remaining foundations/slabs, HSG B 9,640 98 Paved parking, HSG B ' 9,294 96 Gravel surface, HSG B 34,097 67 Brush, Poor, HSG B 70,021 83 Weighted Average 43,391 61.97% Pervious Area ' 26,630 38.03% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (fUft) (ft/sec) (cfs) 9.3 88 0.0470 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" ' 0.0 12 0.0480 4.45 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2 42 0.0470 4.40 Shallow Concentrated Flow, Paved Kv= 20.3 fps ' 0.2 86 0.2200 7.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 9.7 228 Total ' Summary for Subcatchment 137S: EX-2 ' Runoff = 0.40 cfs @ 12.09 hrs, Volume= 1,457 cf, Depth= 5.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs ' Type III 24-hr 25 yr Rainfall=5.60" Area (sf) CN Description ' 3,260 98 Paved parking, HSG B 3,260 100.00% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (f/sec) (cfs) 6.0 Direct Entry, 1 1 Existing Condition Watershed Analysis - Boston Street Residential Development - March 24, 2016 existing Type N 24-hr 25 yr Rainfall=5.60" Prepared by Microsoft Printed 3/29/2016 ' HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 4 Summary for Link 109L: Total Surface Runoff discharging from limit of watershed analysis II, , Inflow Area = 73,281 sf, 40.79% Impervious, Inflow Depth = 3.79" for 25 yr event Inflow — 6.39 cfs @ 12.13 hrs, Volume= 23,173 cf Primary = 6.39 cfs @ 12.13 hrs, Volume= 23,173 cf, Atten= 0%, Lag= 0.0 min III ' Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs II ' Summary for Link 128L: Existing runoff towards Goodhue Street Inflow Area = 70,021 sf, 38.03% Impervious, Inflow Depth = 3.72" for 25 yr event Inflow 6.05 cfs @ 12.14 hrs, Volume= 21,717 cf Primary 6.05 cfs @ 12.14 hrs, Volume= 21,717 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 132L: Existing runoff towards Boston Street Inflow Area = 3,260 sf,100.00% Impervious, Inflow Depth = 5.36" for 25 yr event Inflow 0.40 cfs @ 12.09 hrs, Volume= 1,457 cf Primary = 0.40 cfs @ 12.09 hrs, Volume= 1,457 cf, Atten= 0%, Lag= 0.0 min ' Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs 1 II ' Existing Condition Watershed Analysis - Boston Street Residential Development- March 24, 2016 existing Type 111 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 3/29/2016 HydroCAD@ 10.00-15 s/n 06611 @ 2015 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 111S: EX-1 I ' Runoff = 7.36 cfs @ 12.14 hrs, Volume= 26,594 cf, Depth= 4.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (so CN Description ' 12,640 98 Roofs, HSG B ' 4,350 98 Remaining foundations/slabs, HSG B 9,640 98 Paved parking, HSG B 9,294 96 Gravel surface, HSG B 34,097 67 Brush, Poor, HSG B 70,021 83 Weighted Average 43,391 61.97%" Pervious Area ' 26,630 38.03% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 88 0.0470 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" ' 0.0 12 0.0480 4.45 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2 42 0.0470 4.40 Shallow Concentrated Flow, Paved Kv= 20.3 fps ' 0.2 86 0.2200 7.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 9.7 228 Total ' Summary for Subcatchment 137S: EX-2 tRunoff = 0.47 cfs @ 12.09 hrs, Volume= 1,701 cf, Depth= 6.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs ' Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 3,260 98 Paved parking, HSG B 3,260 100.00% Impervious Area Tc Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 1 1 Existing Condition Watershed Analysis - Boston Street Residential Development- March 24, 2016 existing Type ill 24-hr 100 yr Rainfaii=6.50" Prepared by Microsoft Printed 3/29/2016 1 HydroCAD®10.00-15 s/n 06611 02015 HydroCAD Software Solutions LLC Page 6 Summary for Link 109L: Total Surface Runoff discharging from limit of watershed analysis 1 Inflow Area = 73,281 sf, 40.79% Impervious, Inflow Depth = 4.63" for 100 yr event Inflow 7.75 cfs @ 12.13 hrs, Volume= 28,295 cf Primary = 7.75 cfs @ 12.13 hrs, Volume= 28,295 cf, Atten= 0%, Lag= 0.0 min 1 Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs 1 Summary for Link 128L: Existing runoff towards Goodhue Street Inflow Area = 70,021 sf, 38.03% Impervious, Inflow Depth = 4.56" for 100 yr event 1 Inflow 7.36 cfs @ 12.14 hrs, Volume= 26,594 cf Primary 7.36 cfs @ 12.14 hrs, Volume= 26,594 cf, Atten= 0%, Lag= 0.0 min 1 Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 132L: Existing runoff towards Boston Street 1 Inflow Area = 3,260 sf,100.00% Impervious, Inflow Depth = 6.26" for 100 yr event Inflow 0.47 cfs @ 12.09 hrs, Volume= 1,701 cf Primary = 0.47 cfs @ 12.09 hrs, Volume= 1,701 cf, Atten= 0%, Lag= 0.0 min 1 Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs 1 1 1 1 1 1 f i 1 ' 1 i t YC#1 t38S rY+ YD#2 \ / PR-3 10H.. r PR-BLDG .- �^ + 2S ,137 . rsss- ia 0 YD#3 Proposed Stormwater PR-4 rManagement Area#1 PR-1b ._'-. sed runoff tows Goodhue Street PR-ta s "` ig 1435 {� 714 , -. otal Surface Runoff PR-5 Proposed Stormwater discharging from limit Management Area#3 of watershetl analysis m ;. rPR-2 Proposed runoff towards PR-TOWNHOUSE Proposed Stormwater Boston Street Management Area#2 r r r r 46%, Routing Diagram for Proposed Prepared by Microsoft, Printed 3/29/2016 HydroCADO 10.00-15 s/n 06611 ®2015 HydroCAD Software Sol W ons LLC r ' Proposed Condition Watershed Analysis - Boston Street Residential Development - March 24, 2016 Proposed Prepared by Microsoft Printed 3/29/2016 HydroCAD® 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) ' Area CN Description (sq-ft) (subcatchment-numbers) ' 18,651 61 >75% Grass cover, Good, HSG B (111 S, 133S, 137S, 138S, 139S, 140S, 141S, 142S, 143S) 905 98 Paved Walkways, HSG B (1335) 4,920 98 Paved parking, HSG B (143S) 605 98 Paved walkway, HSG B (142S) 549 98 Paved walkways, HSG B (1 37S) 23,185 98 Pavement&walkways, HSG B (1385, 139S) 2,452 86 Porous Pavers, HSG B (133S, 139S) 22,014 98 Roofs, HSG B (134S, 135S) ' 73,281 88 TOTAL AREA Proposed Condition Watershed Analysis - Boston Street Residential Development March 24, 2016 Proposed Prepared by Microsoft Printed 3/29/2016 HydroCADO10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (sq-ft) Group Numbers 0 HSG A 73,281 HSG B 1115, 133S, 134S, 135S, 137S, 138S, 139S, 140S, 141S, 142S, 143S 0 HSG C ' 0 HSG D 0 Other 73,281 TOTAL AREA 1 Proposed Condition Watershed Analysis - Boston Street Residential Development- March 24, 2016 Proposed Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 3/29/2016 HydroCADO 10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Paae 4 Summary for Subcatchment 111S: PR-1a Runoff = 0.01 cfs @ 12.14 hrs, Volume= 50 cf, Depth= 0.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 1 1,483 61 >75% Grass cover, Good, HSG B 1,483 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 i 1 1 1 1 1 1 1 1 ' Proposed Condition Watershed Analysis - Boston Street Residential Development- March 24, 2016 Proposed Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 3/29/2016 ' HydroCAD® 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 133S: PR-1 b ' Runoff = 0.11 cfs @ 12.10 hrs, Volume= 396 cf, Depth= 0.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description ' 3,835 61 >75% Grass cover, Good, HSG B 1,072 86 Porous Pavers, HSG B 905 98 Paved Walkways, HSG B ' 5,812 71 Weighted Average 4,907 84.43% Pervious Area 905 15.57% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, li � 1 1 Proposed Condition Watershed Analysis - Boston Street Residential Development - March 24, 2016 Proposed Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 3/29/2016 1 HydroCAD® 10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 134S: PR-BLDG 1 Runoff = 1.20 cfs @ 12.09 hrs, Volume= 4,270 cf, Depth= 2.87' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs iType III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 1 17,868 98 Roofs, HSG B 17,868 100.00% Impervious Area 1 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 1 1 1 1 1 1 1 1 1 � 1 Proposed Condition Watershed Analysis - Boston Street Residential Development - March 24, 2016 Proposed Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 3/29/2016 HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 135S: PR-TOWNHOUSE Runoff = 0.28 cfs @ 12.09 hrs, Volume= 991 cf, Depth= 2.87' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 4,146 98 Roofs HSG B 4,146 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 Proposed Condition Watershed Analysis - Boston Street Residential Development- March 24, 2016 Proposed Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 3/29/2016 HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 137S: PR-2 Runoff = 0.04 cfs @ 12.10 hrs, Volume= 133 cf, Depth= 0.87' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description ' 549 98 Paved walkways, HSG B 1,288 61 >75% Grass cover, Good, HSG B 1,837 72 Weighted Average 1,288 70.11% Pervious Area 549 29.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, t I ' 1 Proposed Condition Watershed Analysis - Boston Street Residential Development- March 24, 2016 Proposed Type ///24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 3/29/2016 1 ydroCAD® 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 138S: PR-3 ! Runoff = 0.90 cfs @ 12.09 hrs, Volume= 2,899 cf, Depth= 2.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs 1 Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 12,956 98 Pavement &walkways, HSG B 2,464 61 >75% Grass cover, Good, HSG B 15,420 92 Weighted Average ! 2,464 15.98% Pervious Area 12,956 84.02% Impervious Area Tc Length Slope Velocity Capacity Description ! (min) (feet) (ft/ft) (f/sec) (cfs) 6.0 Direct Entry, 1 1 1 1 1 1 1 1 ! 1 1 I Proposed Condition Watershed Analysis - Boston Street Residential Development - March 24, 2016 Proposed Type ///24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 3/29/2016 ' HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Pape 10 Summary for Subcatchment 139S: PR-4 Runoff = 0.78 cfs @ 12.09 hrs, Volume= 2,453 cf, Depth= 1.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description ' 5,227 61 >75% Grass cover, Good, HSG B 1,380 86 Porous Pavers, HSG B ' 10,229 98 Pavement &walkways HSG B 16,836 86 Weighted Average 6,607 39.24% Pervious Area 10,229 60.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Proposed Condition Watershed Analysis - Boston Street Residential Development- March 24, 2016 Proposed Type ///24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 3/29/2016 HydroCAD® 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 140S: YD #1 Runoff = 0.01 cfs @ 12.14 hrs, Volume= 40 cf, Depth= 0.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description ' 1,186 61 >75% Grass cover, Good, HSG B 1,186 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, I � I'I Proposed Condition Watershed Analysis - Boston Street Residential Development- March 24, 2016 Proposed Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 3/29/2016 HydroCAD010.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Paae 12 Summary for Subcatchment 141S: YD #2 Runoff = 0.00 cfs @ 12.14 hrs, Volume= 13 cf, Depth= 0.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 392 61 >75% Grass cover, Good, HSG B 392 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, I � 1 1 Proposed Condition Watershed Analysis - Boston Street Residential Development- March 24, 2016 Proposed Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 3/29/2016 ' HydroCAD®10.00-15 s/n 06611 @2015 HVdroCAD Software Solutions LLC Paoe 13 Summary for Subcatchment 142S: YD #3 Runoff = 0.04 cfs @ 12.09 hrs, Volume= 130 cf, Depth= 1.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs ' Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description I 250 61 >75% Grass cover, Good, HSG B 605 98 Paved walkway, HSG B 855 87 Weighted Average 250 29.24% Pervious Area 605 70.76% Impervious Area Tc Length Slope Velocity Capacity Description 1 (min) (feet) (f/ft) (f/sec) (cfs) 6.0 Direct Entry, Proposed Condition Watershed Analysis - Boston Street Residential Development- March 24, 2016 Proposed Type /II 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 3/29/2016 HydroCAD®10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 143S: PR-5 ' Runoff = 0.33 cfs @ 12.09 hrs, Volume= 1,038 cf, Depth= 1.67' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 1 4,920 98 Paved parking, HSG B 2,526 61 >75% Grass cover, Good, HSG B 7,446 85 Weighted Average 1 2,526 33.92% Pervious Area 4,920 66.08% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 1 i 1 1 1 1 1 1 1 ' Proposed Condition Watershed Analysis - Boston Street Residential Development- March 24, 2016 Proposed Type ///24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 3/29/2016 1 HydroCAD®10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Page 15 Summary for Pond 136P: Proposed Stormwater Management Area #2 ' [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=108) Inflow Area = 4,146 sf,100.00% Impervious, Inflow Depth = 2.87" for 2 yr event ' Inflow 0.28 cfs @ 12.09 hrs, Volume= 991 cf Outflow 0.09 cfs @ 11.95 hrs, Volume= 992 cf, Atten= 67%, Lag= 0.0 min Discarded = 0.09 cfs @ 11.95 hrs, Volume= 992 cf ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 26.10' @ 12.37 hrs Surf.Area= 487 sf Storage= 136 cf ' Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 6.2 min ( 763.3 - 757.1 ) Volume Invert Avail.Storage Storage Description #1A 25.50' 458 cf 15.75'W x 30.92'L x 3.50'H Field A 1,704 cf Overall - 560 cf Embedded = 1,145 cf x 40.0% Voids #2A 26.00' 560 cf ADS_StormTech SC-740 x 12 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121= 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44'Overlap Row Length Adjustment= +0.44'x 6.45 sf x 3 rows 1,018 cf Total Available Storage Storage Group A created with Chamber Wizard ' Device Routing Invert Outlet Devices #1 Discarded 25.50' 8.270 in/hr Ediltration over Surface area ' Discarded OutFlow Max=0.09 cfs @ 11.95 hrs HW=25.54' (Free Discharge) L1=E41tration (Exfiltration Controls 0.09 cfs) Proposed Condition Watershed Analysis - Boston Street Residential Development - March 24, 2016 Proposed Type Ill 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 3/29/2016 HydroCAD® 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 16 Pond 136P: Proposed Stormwater Management Area #2 - Chamber Wizard Field A Chamber Model =ADS_StormTech SC-740 (ADS StormTech®SC-740) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44'x 6.45 sf x 3 rows 51.0"Wide + 6.0" Spacing = 57.0" C-C Row Spacing 4 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 28.92' Row Length +12.0" End Stone x 2 = 30.92' Base Length ' 3 Rows x 51.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 15.75' Base Width 6.0" Base + 30.0" Chamber Height+ 6.0" Cover= 3.50' Field Height ' 12 Chambers x45.9 cf +0.44' Row Adjustment x 6.45 sf x 3 Rows = 559.8 cf Chamber Storage 1,704.5 cf Field - 559.8 cf Chambers = 1,144.7 cf Stone x 40.0% Voids = 457.9 cf Stone Storage ' Chamber Storage + Stone Storage = 1,017.7 cf= 0.023 of Overall Storage Efficiency= 59.7% 12 Chambers 63.1 cy Field ' 42.4 cy Stone �a g' 'kn R I Proposed Condition Watershed Analysis - Boston Street Residential Development - March 24, 2016 Proposed Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 3/29/2016 HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Paoe 17 Summary for Pond 137P: Proposed Stormwater Management Area #1 [87]Warning: Oscillations may require smaller dt or Finer Routing (severity=89) Inflow Area = 34,689 sf, 68.58% Impervious, Inflow Depth = 1.91" for 2 yr event Inflow 1.72 cfs @ 12.09 hrs, Volume= 5,535 cf Outflow 0.30 cfs @ 11.80 hrs, Volume= 5,542 cf, Atten= 83%, Lag= 0.0 min Discarded = 0.30 cfs @ 11.80 hrs, Volume= 5,542 cf ' Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 18.65' @ 12.57 hrs Surf.Area= 1,569 sf Storage= 1,515 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 30.8 min ( 842.4- 811.6 ) iVolume Invert Avail.Storage Storage Description #1A 17.20' 1,417 cf 34.75'W x 45.16'L x 3.50'H Field A ' 5,493 cf Overall - 1,949 cf Embedded = 3,543 cf x 40.0% Voids #2A 17.70' 1,949 cf ADS_StormTech SC-740 x 42 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44'x 6.45 sf x 7 rows 3,367 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 17.20' 8.270 in/hr Exfiitration over Surface area #2 Primary 18.71' 8.0" Round Culvert L=21.5' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 18.71'118.50' S= 0.0098 '/' Cc= 0.900 n= 0.010, Flow Area= 0.35 sf Discarded OutFlow Max=0.30 cfs @ 11.80 hrs HW=17.25' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.30 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=17.20' TW=0.00' (Dynamic Tailwater) L2=Culvert ( Controls 0.00 cfs) r ' Proposed Condition Watershed Analysis - Boston Street Residential Development - March 24, 2016 Proposed Type 11124-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 3/29/2016 HydroCADO 10.00-15 s/n 06611 02015 HydroCAD Software Solutions LLC Page 18 ' Pond 137P: Proposed Stormwater Management Area#1 - Chamber Wizard Field A ' Chamber Model =ADS_StormTech SC-740 (ADS StormTech®SC-740) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap ' Row Length Adjustment= +0.44'x 6.45 sf x 7 rows 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 6 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 43.16' Row Length +12.0" End Stone x 2 = 45.16' Base Length ' 7 Rows x 51.0"Wide + 6.0" Spacing x 6 + 12.0"Side Stone x 2 = 34.75' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover= 3.50' Field Height ' 42 Chambers x 45.9 cf +0.44' Row Adjustment x 6.45 sf x 7 Rows = 1,949.4 cf Chamber Storage 5,492.6 cf Field - 1,949.4 cf Chambers = 3,543.2 cf Stone x 40.0% Voids = 1,417.3 cf Stone Storage ' Chamber Storage + Stone Storage = 3,366.6 cf= 0.077 of Overall Storage Efficiency= 61.3% ' 42 Chambers 203.4 cy Field t131.2 cy Stone d Aw L"T A14 A 19 r 5 i r f I I ' Proposed Condition Watershed Analysis - Boston Street Residential Development- March 24, 2016 Proposed Type ///24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 3/29/2016 HydroCAD010.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 19 Summary for Pond 144P: Proposed Stormwater Management Area #3 I ' [87) Warning: Oscillations may require smaller dt or Finer Routing (severity=109) Inflow Area = 7,446 sf, 66.08% Impervious, Inflow Depth = 1.67" for 2 yr event Inflow 0.33 cfs @ 12.09 hrs; Volume= 1,038 cf Outflow 0.12 cfs @ 12.00 hrs, Volume= 1,041 cf, Atten= 63%, Lag= 0.0 min Discarded = 0.12 cfs @ 12.00 hrs, Volume= 1,041 cf L ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 10.52' @ 12.38 hrs Surf.Area= 634 sf Storage= 139 cf ' Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 5.5 min ( 833.0-827.5 ) Volume Invert Avail.Storage Storage Description #1A 10.00' 589 cf 20.50'W x 30.92'L x 3.50'H Field A 2,219 cf Overall - 746 cf Embedded = 1,472 cf x 40.0%Voids 1 #2A 10.50' 746 cf ADS StormTech SC-740 x 16 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap ' Row Length Adjustment= +0.44'x 6.45 sf x 4 rows 1,335 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 10.00' 8.270 in/hr Exfiltration over Surface area iDiscarded OutFlow Max=0.12 cfs @ 12.00 hrs HW=10.04' (Free Discharge) t-1=Exfltration (Exfiltration Controls 0.12 cfs) Proposed Condition Watershed Analysis - Boston Street Residential Development- March 24, 2016 Proposed Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 3/29/2016 HydroCADO 10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Page 20 Pond 144P: Proposed Stormwater Management Area #3 - Chamber Wizard Field A ' Chamber Model =ADS_StormTech SC-740 (ADS StormTech®SC-740) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap Row Length Adjustment= +0.44'x 6.45 sf x 4 rows 51.0" Wide + 6.0"Spacing = 57.0" C-C Row Spacing ' 4 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 28.92' Row Length +12.0" End Stone x 2 = 30.92' Base Length 1 4 Rows x 51.0" Wide + 6.0" Spacing x 3 + 12.0" Side Stone x 2 = 20.50' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover= 3.50' Field Height I16 Chambers x 45.9 cf +0.44' Row Adjustment x 6.45 sf x 4 Rows = 746.4 cf Chamber Storage 2,218.5 cf Field - 746.4 cf Chambers = 1,472.1 cf Stone x 40.0% Voids = 588.8 cf Stone Storage Chamber Storage + Stone Storage = 1,335.2 cf= 0.031 of Overall Storage Efficiency= 60.2% 16 Chambers 82.2 cy Field 1 54.5 cy Stone f j F. i } ;Y 3: 1 1 Proposed Condition Watershed Analysis - Boston Street Residential Development- March 24, 2016 Proposed Type ///24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 3/29/2016 1 ydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 21 Summary for Link 109L: Total Surface Runoff discharging from limit of watershed analysis ' Inflow Area = 61,689 sf, 69.89% Impervious, Inflow Depth = 0.94" for 2 yr event Inflow — 1.36 cfs @ 12.09 hrs, Volume= 4,850 cf Primary = 1.36 cfs @ 12.09 hrs, Volume= 4,850 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs 1 1 1 1 1 1 1 i 1 ', 1 1 1 Proposed Condition Watershed Analysis - Boston Street Residential Development- March 24, 2016 Proposed Type ///24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 3/29/2016 1 HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 22 Summary for Link 128L: Proposed runoff towards Goodhue Street i Inflow Area 59,852 sf, 71.11% Impervious, Inflow Depth = 0.95' for 2 yr event Inflow - 1.32 cfs @ 12.09 hrs, Volume= 4,717 cf Primary = 1.32 cfs @ 12.09 hrs, Volume= 4,717 cf, Atten= 0%, Lag= 0.0 min iPrimary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs i 1 i 1 ! 1 1 1 1 1 1 1 Proposed Condition Watershed Analysis - Boston Street Residential Development- March 24, 2016 Proposed Type 111 24-hr '2 yr Rainfall=3.10" Prepared by Microsoft Printed 3/29/2016 ' HydroCAD® 10.00-15 s/n 06611 02015 HydroCAD Software Solutions LLC Page 23 Summary for Link 132L: Proposed runoff towards Boston Street Inflow Area = 1,837 sf, 29.89% Impervious, Inflow Depth = 0.87' for 2 yr event Inflow 0.04 cfs @ 12.10 hrs, Volume= 133 cf Primary = 0.04 cfs @ 12.10 hrs, Volume= 133 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs 1 1 1 I 1 Proposed Condition Watershed Analysis - Boston Street Residential Development- March 24, 2016 Proposed Prepared by Microsoft Printed 3/29/2016 HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Pagel Soil Listing (all nodes) Area Soil Subcatchment (sq-ft) Group Numbers 0 HSG A 73,281 HSG B 111S, 133S, 134S, 135S, 137S, 138S, 139S, 140S, 141S, 142S, 143S 0 HSG C 0 HSG D 0 Other 73,281 TOTAL AREA 1 Proposed Condition Watershed Analysis - Boston Street Residential Development- March 24, 2016 Proposed Type 11124-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 3/29/2016 HydroCAD®10.00-15 s/n 06611 02015 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 111S: PR-1a Runoff = 0.04 cfs @ 12.11 hrs, Volume= 133 cf, Depth= 1.08" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs IType III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description ' 1,483 61 >75% Grass cover, Good, HSG B 1,483 100.00% Pervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Summary for Subcatchment 133S: PR-1 b Runoff = 0.26 cfs @ 12.10 hrs, Volume= 846 cf, Depth= 1.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description 3,835 61 >75% Grass cover, Good, HSG B 1,072 86 Porous Pavers, HSG B ` 905 98 Paved Walkways, HSG B 5,812 71 Weighted Average ' 4,907 84.43% Pervious Area 905 15.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ISummary for Subcatchment 134S: PR-BLDG Runoff = 1.76 cfs @ 12.09 hrs, Volume= 6,349 cf, Depth= 4.26" IRunoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" ' Area (sf) CN Description _ 17,868 98 Roofs, HSG B 17,868 100.00% Impervious Area Proposed Condition Watershed Analysis - Boston Street Residential Development- March 24, 2016 Proposed Type /1124-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 3/29/2016 ' HydroCADO 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 3 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 135S: PR-TOWNHOUSE Runoff = 0.41 cfs @ 12.09 hrs, Volume= 1,473 cf, Depth= 4.26" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description 4,146 98 Roofs, HSG B 4,146 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 137S: PR-2 Runoff = 0.09 cfs @ 12.10 hrs, Volume= 279 cf, Depth= 1.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description ' 549 98 Paved walkways, HSG B 1,288 61 >75% Grass cover, Good, HSG B 1,837 72 Weighted Average 1,288 70.11% Pervious Area 549 29.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 138S: PR-3 Runoff = 1.40 cfs @ 12.09 hrs, Volume= 4,629 cf, Depth= 3.60" LRunoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" ' Proposed Condition Watershed Analysis - Boston Street Residential Development- March 24, 2016 Proposed Type 111 24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 3/29/2016 ' HydroCAD®10.00-15 s/n 06611 @ 2015 HydroCAD Software Solutions LLC Page 4 Area (sft CN Description * 12,956 98 Pavement &walkways, HSG B 2,464 61 >75% Grass cover, Good, HSG B 15,420 92 Weighted Average 2,464 15.98% Pervious Area 12,956 84.02% Impervious Area Tc Length Slope Velocity Capacity Description I (min) (feet) (ft/ft) (f/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 139S: PR-4 Runoff = 1.32 cfs @ 12.09 hrs, Volume= 4,214 cf, Depth= 3.00" I , Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description 5,227 61 >75% Grass cover, Good, HSG B * 1,380 86 Porous Pavers, HSG B * 10,229 98 Pavement &walkways, HSG B 16,836 86 Weighted Average 6,607 39.24% Pervious Area 10,229 60.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, I , - Summary for Subcatchment 14OS: YD #1 Runoff - 0.03 cfs @ 12.11 hrs, Volume= 107 cf, Depth= 1.08" i , Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (so CN Description 1,186 61 >75% Grass cover, Good, HSG B 1,186 100.00% Pervious Area Tc Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 Proposed Condition Watershed Analysis - Boston Street Residential Development- March 24, 2016 Proposed Type ///24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 3/29/2016 ' HydroCAD010.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 141 S: YD #2 Runoff = 0.01 cfs @ 12.11 hrs, Volume= 35 cf, Depth= 1.08" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs ' Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description I 392 61 >75% Grass cover, Good, HSG B 392 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 142S: YD #3 Runoff = 0.07 cfs @ 12.09 hrs, Volume= 221 cf, Depth= 3.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description 250 61 >75% Grass cover, Good, HSG B ' 605 98 Paved walkway, HSG B 855 87 Weighted Average 250 29.24% Pervious Area ' 605 70.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' - Summary for Subcatchment 143S: PR-5 Runoff 0.57 cfs @ 12.09 hrs, Volume= 1,805 cf, Depth= 2.91" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description 4,920 98 Paved parking, HSG B 2,526 61 >75% Grass cover, Good, HSG B ' 7,446 85 Weighted Average 2,526 33.92% Pervious Area 4,920 66.08% Impervious Area I Proposed Condition Watershed Analysis - Boston Street Residential Development- March 24, 2016 Proposed Type 11124-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 3/29/2016 HydroCAD010.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 6 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Pond 136P: Proposed Stormwater Management Area #2 [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=100) Inflow Area = 4,146 sf,100.00% Impervious, Inflow Depth = 4.26" for 10 yr event Inflow 0.41 cfs @ 12.09 hrs, Volume= 1,473 cf Outflow = 0.09 cfs @ 11.85 hrs, Volume= 1,477 cf, Atten= 77%, Lag= 0.0 min Discarded = 0.09 cfs @ 11.85 hrs, Volume= 1,477 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 26.53' @ 12.48 hrs Surf.Area= 487 sf Storage= 301 cf ' Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 15.3 min ( 765.1 - 749.8 ) ' Volume Invert Avail.Storage Storage Description #1A 25.50' 458 cf 15.75'W x 30.921 x 3.50'H Field A 1,704 cf Overall - 560 cf Embedded = 1,145 cf x 40.0% Voids #2A 26.00' 560 cf ADS StormTech SC-740 x 12 Inside#1 Effective Size=44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56%with 0.44' Overlap Row Length Adjustment= +0.44'x 6.45 sf x 3 rows 1,018 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 25.50' 8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.09 cfs @ 11.85 hrs HW=25.57' (Free Discharge) ' L1=Exfltration (Exfiltration Controls 0.09 cfs) Summary for Pond 137P: Proposed Stormwater Management Area#1 [87]Warning: Oscillations may require smaller dt or Finer Routing (severity=78) Inflow Area = 34,689 sf, 68.58% Impervious, Inflow Depth = 3.18" for 10 yr event ' Inflow 2.82 cfs @ 12.09 hrs, Volume= 9,205 cf Outflow 1.14 cfs @ 12.32 hrs, Volume= 9,206 cf, Atten= 59%, Lag= 13.9 min Discarded = 0.30 cfs @ 11.70 hrs, Volume= 7,736 cf Primary = 0.84 cfs @ 12.32 hrs, Volume= 1,470 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 19.31' @ 12.32 hrs Surf.Area= 1,569 sf Storage= 2,273 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Proposed Condition Watershed Analysis - Boston Street Residential Development - March 24, 2016 Proposed Type 111 24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 3/29/2016 ' HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 7 Center-of-Mass det. time= 34.2 min ( 832.5 - 798.3 ) ' Volume Invert Avail.Storage Storage Description #1A 17.20' 1,417 cf 34.75'W x 45.16'L x 3.50'H Field A 5,493 cf Overall - 1,949 cf Embedded = 3,543 cf x 40.0% Voids #2A 17.70' 1,949 cf ADS_StormTech SC-740 x 42 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121= 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44'x 6.45 sf x 7 rows 3,367 cf Total Available Storage Storage Group A created with Chamber Wizard ' Device Routing Invert Outlet Devices #1 Discarded 17.20' 8.270 in/hr Exfltration over Surface area #2 Primary 18.71' 8.0" Round Culvert L= 21.5' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 18.71'/ 18.50' S= 0.0098 'P Cc= 0.900 n= 0.010, Flow Area= 0.35 sf Discarded OutFlow Max=0.30 cfs @ 11.70 hrs HW=17.28' (Free Discharge) t1=Exfltration (Exfiltration Controls 0.30 cfs) PrimaryOutFlow Max=0.84 cfs @ 12.32 hrs HW=19.31' TW=0.00' (Dynamic Tailwater) t2=Culvert (Barrel Controls 0.84 cfs @ 3.35 fps) Summary for Pond 144P: Proposed Stormwater Management Area #3 [87]Warning: Oscillations may require smaller dt or Finer Routing (severity=98) Inflow Area = 7,446 sf, 66.08% Impervious, Inflow Depth = 2.91" for 10 yr event Inflow 0.57 cfs @ 12.09 hrs, Volume= 1,805 cf Outflow 0.12 cfs @ 11.85 hrs, Volume= 1,810 cf, Atten= 79%, Lag= 0.0 min Discarded = 0.12 cfs @ 11.85 hrs, Volume= 1,810 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs 13 Peak Elev= 11.11' @ 12.52 hrs Surf.Area= 634 sf Storage= 432 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 19.8 min ( 831.5- 811.7 ) ' Volume Invert Avail.Storage Storage Description #1A 10.00' 589 cf 20.50'W x 30.92'L x 3.50'H Field A 2,219 cf Overall -746 cf Embedded = 1,472 cf x 40.0% Voids #2A 10.50' 746 cf ADS StormTech SC-740 x 16 Inside#1 ' Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap Row Length Adjustment= +0.44'x 6.45 sf x 4 rows ' 1,335 cf Total Available Storage i i Proposed Condition Watershed Analysis - Boston Street Residential Development- March 24, 2016 Proposed Type Ill 24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 3/29/2016 ydroCAD® 10.00-15 s/n 06611 @2015 HvdroCAD Software Solutions LLC Page 8 Storage Group A created with Chamber Wizard i Device Routing Invert Outlet Devices #1 Discarded 10.00' 8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.12 cfs @ 11.85 hrs HW=10.05' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.12 cfs) 1 Summary for Link 109L: Total Surface Runoff discharging from limit of watershed analysis Inflow Area = 61,689 sf, 69.89% Impervious, Inflow Depth = 1.77" for 10 yr event i Inflow 2.13 cfs @ 12.10 hrs, Volume= 9,077 cf Primary 2.13 cfs @ 12.10 hrs, Volume= 9,077 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs iSummary for Link 128L: Proposed runoff towards Goodhue Street i Inflow Area = 59,852 sf, 71.11% Impervious, Inflow Depth = 1.76" for 10 yr event Inflow 2.04 cfs @ 12.10 hrs, Volume= 8,799 cf Primary = 2.04 cfs @ 12.10 hrs, Volume= 8,799 cf, Atten= 0%, Lag= 0.0 min iPrimary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs iSummary for Link 132L: Proposed runoff towards Boston Street Inflow Area = 1,837 sf, 29.89% Impervious, Inflow Depth = 1.82" for 10 yr event 1 Inflow 0.09 cfs @ 12.10 hrs, Volume= 279 cf Primary 0.09 cfs @ 12.10 hrs, Volume= 279 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs i i � i ' i ' 1 1 Proposed Condition Watershed Analysis - Boston Street Residential Development- March 24, 2016 Proposed Type 111 24-hr 25 yr Rainfall=5.60" Prepared by Microsoft Printed 3/29/2016 ' HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 111 S: PR-1a Ili Runoff = 0.06 cfs @ 12.10 hrs, Volume= 215 cf, Depth= 1.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs 1 Type III 24-hr 25 yr Rainfall=5.60" Area (sf) CN Description 1,483 61 >75% Grass cover, Good, HSG B 1,483 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Summary for Subcatchment 133S: PR-1 b Runoff = 0.39 cfs @ 12.10 hrs, Volume= 1,250 cf, Depth= 2.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=5.60" iArea (sf) CN Description 3,835 61 >75% Grass cover, Good, HSG B 1,072 86 Porous Pavers, HSG B 905 98 Paved Walkways, HSG B 5,812 71 Weighted Average 4,907 84.43% Pervious Area 905 15.57% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (f/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Summary for Subcatchment 134S: PR-BLDG Runoff = 2.20 cfs @ 12.09 hrs, Volume= 7,985 cf, Depth= 5.36" L ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=5.60" tArea (sf) CN Description _ 17,868 98 Roofs, HSG B ' ' 17,868 100.00% Impervious Area 1 ' Proposed Condition Watershed Analysis - Boston Street Residential Development- March 24, 2016 Proposed Type 111 24-hr 25 yr Rainfall=5.60" Prepared by Microsoft Printed 3/29/2016 ' HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 10 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 6.0 Direct Entry, Summary for Subcatchment 135S: PR-TOWNHOUSE Runoff = 0.51 cfs @ 12.09 hrs, Volume= 1,853 cf, Depth= 5.36" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=5.60" ' Area (sf) CN Description 4,146 98 Roofs, HSG B 4,146 100.00% Impervious Area t Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 137S: PR-2 Runoff = 0.13 cfs @ 12.09 hrs, Volume= 409 cf, Depth= 2.67' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=5.60" Area (sf) CN Description ' 549 98 Paved walkways, HSG B 1,288 61 >75% Grass cover, Good, HSG B 1,837 72 Weighted Average 1,288 70.11% Pervious Area 549 29.89% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (f/ft) (f/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 138S: PR-3 Runoff = 1.79 cfs @ 12.09 hrs, Volume= 6,009 cf, Depth= 4.68" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=5.60" i ' Proposed Condition Watershed Analysis - Boston Street Residential Development - March 24, 2016 Proposed Type 111 24-hr 25 yr Rainfall=5.60" Prepared by Microsoft Printed 3/29/2016 HydroCAD® 10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Page 11 Area (sf) CN Description 12,956 98 Pavement &walkways, HSG B ' 2,464 61 >75% Grass cover, Good, HSG B 15,420 92 Weighted Average 2,464 15.98% Pervious Area ' 12,956 84.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Summary for Subcatchment 139S: PR-4 Runoff = 1.75 cfs @ 12.09 hrs, Volume= 5,655 cf, Depth= 4.03" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=5.60" Area (sf) CN Description 5,227 61 >75% Grass cover, Good, HSG B 1,380 86 Porous Pavers, HSG B 10,229 98 Pavement&walkways, HSG B 16,836 86 Weighted Average 6,607 39.24% Pervious Area 10,229 60.76% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (f/ft) (ft/sec) (cfs) 6.0 Direct Entry, - Summary for Subcatchment 14OS: YD #1 Runoff - 0.05 cfs @ 12.10 hrs, Volume= 172 cf, Depth= 1.74" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=5.60" ' Area (so CN Description 1,186 61 >75% Grass cover, Good, HSG B 1,186 100.00% Pervious Area ' Tc Length Slope Velocity Capacity Description _ min) (feet) (ft/ft) (ft/sec) (cfs) ' 6.0 Direct Entry, 1 1 Proposed Condition Watershed Analysis - Boston Street Residential Development- March 24, 2016 Proposed Type 111 24-hr 25 yr Rainfall=5.60" Prepared by Microsoft Printed 3/29/2016 IHydroCAD®10.00-15 s/n 06611 @ 2015 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 141 S: YD #2 Runoff = 0.02 cfs @ 12.10 hrs, Volume= 57 cf, Depth= 1.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=5.60" Area (sf) CN Description 392 61 >75% Grass cover, Good, HSG B 392 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 142S: YD #3 ' Runoff = 0.09 cfs @ 12.09 hrs, Volume= 295 cf, Depth= 4.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=5.60" Area (sf) CN Description 250 61 >75% Grass cover, Good, HSG B I 605 98 Paved walkway, HSG B 855 87 Weighted Average 250 29.24% Pervious Area ' 605 70.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 143S: PR-5 ' Runoff = 0.76 cfs @ 12.09 hrs, Volume= 2,436 cf, Depth= 3.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=5.60" ' Area (sf) CN Description 4,920 98 Paved parking, HSG B 2,526 61 >75% Grass cover, Good, HSG B ' 7,446 85 Weighted Average 2,526 33.92% Pervious Area 4,920 66.08% Impervious Area Proposed Condition Watershed Analysis - Boston Street Residential Development- March 24, 2016 Proposed Type ///24-hr 25 yr Rainfall=5.60" Prepared by Microsoft Printed 3/29/2016 HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 13 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Pond 136P: Proposed Stormwater Management Area #2 [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=93) Inflow Area = 4,146 sf,100.00% Impervious, Inflow Depth = 5.36" for 25 yr event Inflow 0.51 cfs @ 12.09 hrs, Volume= 1,853 cf Outflow = 0.09 cfs @ 11.75 hrs, Volume= 1,858 cf, Atten= 82%, Lag= 0.0 min ' Discarded = 0.09 cfs @ 11.75 hrs, Volume= 1,858 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 26.92' @ 12.53 hrs Surf.Area= 487 sf Storage= 445 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 24.5 min ( 770.7- 746.2 ) Volume Invert Avail.Storage Storage Description #1A 25.50' 458 cf 15.75'W x 30.921 x 3.50'H Field A 1,704 cf Overall - 560 cf Embedded = 1,145 cf x 40.0% Voids #2A 26.00' 560 cf ADS StormTech SC-740 x 12 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap Row Length Adjustment= +0.44'x 6.45 sf x 3 rows 1,018 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices ' #1 Discarded 25.50' 8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.09 cfs @ 11.75 hrs HW=25.54' (Free Discharge) t1=Exriltration (Exfiltration Controls 0.09 cfs) Summary for Pond 137P: Proposed Stormwater Management Area #1 [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=71) Inflow Area = 34,689 sf, 68.58% Impervious, Inflow Depth = 4.22" for 25 yr event Inflow 3.70 cfs @ 12.09 hrs, Volume= 12,188 cf Outflow 1.78 cfs @ 12.26 hrs, Volume= 12,205 cf, Atten= 52%, Lag= 10.2 min Discarded = 0.30 cfs @ 11.50 hrs, Volume= 9,194 cf ' Primary = 1.48 cfs @ 12.26 hrs, Volume= 3,011 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs 13 Peak Elev= 19.82' @ 12.26 hrs Surf.Area= 1,569 sf Storage= 2,776 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Proposed Condition Watershed Analysis - Boston Street Residential Development- March 24, 2016 Proposed Type W 24-hr 25 yr Rainfall=5.60" Prepared by Microsoft Printed 3/29/2016 ' HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 14 Center-of-Mass det. time= 33.1 min ( 824.1 - 791.0 ) Volume Invert Avail.Storage Storage Description #1A 17.20' 1,417 cf 34.75'W x 45.16'L x 3.50'H Field A 5,493 cf Overall - 1,949 cf Embedded = 3,543 cf x 40.0% Voids #2A 17.70' 1,949 cf ADS_StormTech SC-740 x 42 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 1Row Length Adjustment= +0.44'x 6.45 sf x 7 rows 3,367 cf Total Available Storage Storage Group A created with Chamber Wizard III Device Routing Invert Outlet Devices #1 Discarded 17.20' 8.270 in/hr Exfltration over Surface area #2 Primary 18.71' 8.0" Round Culvert L= 21.5' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 18.71'/ 18.50' S= 0.0098 /' Cc= 0.900 ' n= 0.010, Flow Area= 0.35 sf Discarded OutFlow Max=0.30 cfs @ 11.50 hrs HW=17.24' (Free Discharge) L1=ExFltration (Exfiltration Controls 0.30 cfs) I'll PrimaryOutFlow Max=1.48 cfs @ 12.26 hrs HW=19.82' TW=0.00' . (Dynamic Tailwater) t2=Culvert (Inlet Controls 1.48 cfs @ 4.23 fps) III Summary for Pond 144P: Proposed Stormwater Management Area#3 [87]Warning: Oscillations may require smaller dt or Finer Routing (severity=86) Inflow Area = 7,446 sf, 66.08% Impervious, Inflow Depth = 3.93" for 25 yr event III , Inflow 0.76 cfs @ 12.09 hrs, Volume= 2,436 cf Outflow 0.12 cfs @ 11.75 hrs, Volume= 2,438 cf, Atten= 84%, Lag= 0.0 min Discarded = 0.12 cfs @ 11.75 hrs, Volume= 2,438 cf II ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 11.67' @ 12.58 hrs Surf.Area= 634 sf Storage= 703 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 36.1 min ( 839.3 -803.2 ) Volume Invert Avail.Storage Storage Description #1A 10.00' 589 cf 20.50'W x 30.92'L x 3.50'H Field A 2,219 cf Overall - 746 cf Embedded = 1,472 cf x 40.0%Voids #2A 10.50' 746 cf ADS StormTech SC-740 x 16 Inside #1 ' Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121= 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap Row Length Adiustment= +0.44'x 6.45 sf x 4 rows ' 1,335 cf Total Available Storage ' Proposed Condition Watershed Analysis - Boston Street Residential Development- March 24, 2016 Proposed Type 111 24-hr 25 yr Rainfall=5.60" Prepared by Microsoft Printed 3/29/2016 ' HydroCAD1110.00-15 s/n 06611 02015 HydroCAD Software Solutions LLC Page 15 Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 10.00' 8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.12 cfs @ 11.75 hrs HW=10.04' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.12 cfs) ' Summary for Link 109L: Total Surface Runoff discharging from limit of watershed analysis Inflow Area = 61,689 sf, 69.89% Impervious, Inflow Depth = 2.50" for 25 yr event ' Inflow 3.59 cfs @ 12.12 hrs, Volume= 12,869 cf Primary 3.59 cfs @ 12.12 hrs, Volume= 12,869 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 128L: Proposed runoff towards Goodhue Street Inflow Area = 59,852 sf, 71.11% Impervious, Inflow Depth = 2.50" for 25 yr event Inflow 3.47 cfs @ 12.12 hrs, Volume= 12,460 cf Primary = 3.47 cfs @ 12.12 hrs, Volume= 12,460 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 132L: Proposed runoff towards Boston Street Inflow Area = 1,837 sf, 29.89% Impervious, Inflow Depth = 2.67" for 25 yr event ' Inflow 0.13 cfs @ 12.09 hrs, Volume= 409 cf Primary 0.13 cfs @ 12.09 hrs, Volume= 409 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Proposed Condition Watershed Analysis - Boston Street Residential Development - March 24, 2016 Proposed Type Ill 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 3/29/2016 HydroCAD® 10.00-15 s/n 06611 02015 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 111 S: PR-1a Runoff = 0.09 cfs @ 12.10 hrs, Volume= 290 cf, Depth= 2.35' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs ' Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 1,483 61 >75% Grass cover, Good HSG B 1,483 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 133S: PR-1 b Runoff = 0.51 cfs @ 12.09 hrs, Volume= 1,601 cf, Depth= 3.31" I ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 3,835 61 >75% Grass cover, Good, HSG B 1,072 86 Porous Pavers, HSG B 905 98 Paved Walkways HSG B 5,812 71 Weighted Average 4,907 84.43% Pervious Area 905 15.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 134S: PR-BLDG Runoff = 2.55 cfs @ 12.09 hrs, Volume= 9,323 cf, Depth= 6.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" ' Area (sf) CN Description 17,868 98 Roofs, HSG B ' 17,868 100.00% Impervious Area 1 ' Proposed Condition Watershed Analysis - Boston Street Residential Development- March 24, 2016 Proposed Type 11124-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 3/29/2016 ' ydroCAD® 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 17 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 135S: PR-TOWNHOUSE Runoff = 0.59 cfs @ 12.09 hrs, Volume= 2,163 cf, Depth= 6.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 4,146 98 Roofs, HSG B 4,146 100.00% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Summary for Subcatchment 137S: PR-2 ' Runoff = 0.17 cfs @ 12.09 hrs, Volume= 522 cf, Depth= 3.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 549 98 Paved walkways, HSG B 1,288 61 >75% Grass cover, Good, HSG B 1,837 72 Weighted Average 1,288 70.11% Pervious Area 549 29.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 138S: PR-3 Runoff = 2.10 cfs @ 12.09 hrs, Volume= 7,147 cf, Depth= 5.56" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" I � ' Proposed Condition Watershed Analysis - Boston Street Residential Development- March 24, 2016 Proposed Type ///24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 3/29/2016 ' HydroCAD®10,00-15 s/n 06611 @ 2015 HydroCAD Software Solutions LLC Page 18 Area (sf) CN Description 12,956 98 Pavement &walkways, HSG B ' 2,464 61 >75% Grass cover, Good HSG B 15,420 92 Weighted Average 2,464 15.98% Pervious Area ' 12,956 84.02% Impervious Area Tc Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (f/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 139S: PR-4 Runoff = 2.10 cfs @ 12.09 hrs, Volume= 6,855 cf, Depth= 4.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 5,227 61 >75% Grass cover, Good, HSG B 1,380 86 Porous Pavers, HSG B 10,229 98 Pavement&walkways, HSG B 16,836 86 Weighted Average 6,607 39.24% Pervious Area ' 10,229 60.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 140S: YD #1 Runoff = 0.07 cfs @ 12.10 hrs, Volume= 232 cf, Depth= 2.35" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 1,186 61 >75% Grass cover, Good, HSG B 1,186 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fl/sec) (cfs) ' 6.0 Direct Entry, 1 � Proposed Condition Watershed Analysis - Boston Street Residential Development- March 24, 2016 Proposed Type ///24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 3/29/2016 ' ydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment 141 S: YD #2 Runoff = 0.02 cfs @ 12.10 hrs, Volume= 77 cf, Depth= 2.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs ' Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 392 61 >75% Grass cover, Good, HSG B 392 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) . (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 142S: YD #3 ' Runoff = 0.11 cfs @ 12.09 hrs, Volume= 356 cf, Depth= 5.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 250 61 >75% Grass cover, Good, HSG B 605 98 Paved walkway, HSG B 855 87 Weighted Average 250 29.24% Pervious Area 605 70.76% Impervious Area Tc Length Slope Velocity Capacity Description ' _(min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 143S: PR-5 tRunoff = 0.91 cfs @ 12.09 hrs, Volume= 2,963 cf, Depth= 4.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 4,920 98 Paved parking, HSG B 2,526 61 >75% Grass cover, Good, HSG B ' 7,446 85 Weighted Average 2,526 33.92% Pervious Area 4,920 66.08% Impervious Area ' Proposed Condition Watershed Analysis - Boston Street Residential Development- March 24, 2016 Proposed Type 11124-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 3/29/2016 HydroCADO 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 20 Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) ' 6.0 Direct Entry, Summary for Pond 136P: Proposed Stormwater Management Area #2 ' [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=86) ' Inflow Area = 4,146 sf,100.00% Impervious, Inflow Depth = 6.26" for 100 yr event Inflow 0.59 cfs @ 12.09 hrs, Volume= 2,163 cf Outflow = 0.09 cfs @ 11.75 hrs, Volume= 2,165 cf, Atten= 84%, Lag= 0.0 min Discarded = 0.09 cfs @ 11.75 hrs, Volume= 2,165 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 27.26' @ 12.57 hrs Surf.Area= 487 sf Storage= 567 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 32.7 min ( 776.7 - 744.0 ) II ' Volume Invert Avail.Storage Storage Description #1A 25.50' 458 cf 15.75'W x 30.92'L x 3.50'H Field A 1,704 cf Overall - 560 cf Embedded = 1,145 cf x 40.0% Voids #2A 26.00' 560 cf ADS_StormTech SC-740 x 12 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap Row Length Adjustment= +0.44'x 6.45 sf x 3 rows 1,018 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices ' #1 Discarded 25.50' 8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.09 cfs @ 11.75 hrs HW=25.58' (Free Discharge) ' t1=Exfiltration (Exfiltration Controls 0.09 cfs) Summary for Pond 137P: Proposed Stormwater Management Area #1 i ' [87]Warning: Oscillations may require smaller dt or Finer Routing (severity=66) Inflow Area = 34,689 sf, 68.58% Impervious, Inflow Depth = 5.07" for 100 yr event Inflow 4.41 cfs @ 12.09 hrs, Volume= 14,667 cf Outflow 2.31 cfs @ 12.23 hrs, Volume= 14,676 cf, Atten= 48%, Lag= 8.6 min Discarded = 0.30 cfs @ 11.35 hrs, Volume= 10,282 cf ' Primary = 2.01 cfs @ 12.23 hrs, Volume= 4,394 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 20.47' @ 12.23 hrs Surf.Area= 1,569 sf Storage= 3,223 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) ' Proposed Condition Watershed Analysis - Boston Street Residential Development- March 24, 2016 Proposed Type 11124-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 3/29/2016 ydroCAD®10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Paqe 21 Center-of-Mass det. time= 32.3 min ( 818.6 - 786.3 ) i ' Volume Invert Avail.Storage Storage Description #1A 17.20' 1,417 cf 34.75'W x 45.16'L x 3.50'H Field A 5,493 cf Overall - 1,949 cf Embedded = 3,543 cf x 40.0% Voids #2A 17.70' 1,949 cf ADS_StormTech SC-740 x 42 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L= 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap ' Row Length Adjustment= +0.44'x 6.45 sf x 7 rows 3,367 cf Total Available Storage Storage Group A created with Chamber Wizard I ' Device Routing Invert Outlet Devices #1 Discarded 17.20' 8.270 in/hr Exfiltration over Surface area 1 #2 Primary 18.71' 8.0" Round Culvert L= 21.5' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 18.71'/ 18.50' S= 0.0098 ? Cc= 0.900 ' n= 0.010, Flow Area= 0.35 sf Discarded OutFlow Max=0.30 cfs @ 11.35 hrs HW=17.25' (Free Discharge) ' t1=Exfiltration (Exfiltration Controls 0.30 cfs) Primary OutFlow Max=2.00 cfs @ 12.23 hrs HW=20.46' TW=0.00' (Dynamic Tailwater) t2=Culvert (Inlet Controls 2.00 cfs @ 5.73 fps) Summary for Pond 144P: Proposed Stormwater Management Area #3 [87]Warning: Oscillations may require smaller dt or Finer Routing (severity=76) Inflow Area = 7,446 sf, 66.08% Impervious, Inflow Depth = 4.78" for 100 yr event ' Inflow 0.91 cfs @ 12.09 hrs, Volume= 2,963 cf Outflow 0.12 cfs @ 11.70 hrs, Volume= 2,965 cf, Atten= 87%, Lag= 0.0 min Discarded = 0.12 cfs @ 11.70 hrs, Volume= 2,965 cf ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 12.20' @ 12.65 hrs Surf.Area= 634 sf Storage= 937 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 51.8 min ( 849.5 - 797.7 ) ' Volume Invert Avail.Storage Storage Description #1A 10.00' 589 cf 20.50'W x 30.921 x 3.50'H Field A 2,219 cf Overall - 746 cf Embedded = 1,472 cf x 40.0% Voids ' #2A 10.50' 746 cf ADS_StormTech SC-740 x 16 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 =45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap _ Row Length Adjustment= +0.44' x 6.45 sf x 4 rows ' 1,335 cf Total Available Storage 1 Proposed Condition Watershed Analysis - Boston Street Residential Development- March 24, 2016 Proposed Type 11124-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 3/29/2016 1 ydroCADO 10.00-15 s/n 06611 O 2015 HydroCAD Software Solutions LLC Page 22 Storage Group A created with Chamber Wizard 1 Device Routing Invert Outlet Devices #1 Discarded 10.00' 8.270 in/hr Exfitration over Surface area 1 Discarded OutFlow Max=0.12 cfs @ 11.70 hrs HW=10.04' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.12 cfs) Summary for Link 109L: Total Surface Runoff discharging from limit of watershed analysis Inflow Area = 61,689 sf, 69.89% Impervious, Inflow Depth = 3.14" for 100 yr event Inflow 4.74 cfs @ 12.11 hrs, Volume= 16,131 cf Primary 4.74 cfs @ 12.11 hrs, Volume= 16,131 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs 1 Summary for Link 128L: Proposed runoff towards Goodhue Street 1 Inflow Area = 59,852 sf, 71.11% Impervious, Inflow Depth = 3.13" for 100 yr event Inflow 4.58 cfs @ 12.12 hrs, Volume= 15,609 cf Primary = 4.58 cfs @ 12.12 hrs, Volume= 15,609 cf, Atten= 0%, Lag= 0.0 min 1 Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs 1 Summary for Link 132L: Proposed runoff towards Boston Street Inflow Area = 1,837 sf, 29.89% Impervious, Inflow Depth = 3.41" for 100 yr event 1 Inflow 0.17 cfs @ 12.09 hrs, Volume= 522 cf Primary 0.17 cfs @ 12.09 hrs, Volume= 522 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs 1 1 M 1 1 1 'RECEIVED JUL 2 9 2016 DEPT. OF PLANNING & Project file: SALE-0029 COMMUNITY DEVELOPMENT July 21,2916 147--4 WILLIAMS SPARAGES Amanda Chiancola Staff Planner City of Salem Department of Planning&Community Development 1.20 Washington Street,3rd Floor S Salem,MA 01970 RE: Goodhue Street&#70-.921/2 Boston Street,Salem,MA Peer Review Response 2 Dear Ms.Chiancola, The purpose of this.letter istolrespond W the email that you received from Mr.Kianneth S.Staffier, P.E.of VHB inwhich he red-lined comments into our document for additional clarification after his cursory review.We have deleted.those items that be did not comment on and added. our responses below for the ones that-he did.add comments to. STORMWATER MANAGEMENT 4.An Operations and maintenance(O&A4)plan is,required by Standard 9 to ensure dart stormavater management systems function 6 designed. At,a minimum the O&Wlilan-shall,mclude the following. (if appficabje);.and,shall also Oe included on the Site Plans themselves: a. Stoinnuater management system owners) b; 77ie.parties,responjibieftr operation and maintenance,including how future property owners, will be notified of the presence of the stormwater I management system and the requirement for the-proper operation and maintenance. a The routine and non-routine maintenance(isks to'be undertaken after construction is completed and schedule for implementing those tasks: d, A plan thatisilmwn to scale and shows the location ofall stormwaterBMI?s in each treatment train along--with'thg discharge poinL e, A description and delineation of public safety features. f An estimated operations and maintenance budget Please see attached Operation&MaintenanceTlan(O&M)in the stormwa terbeport. Does-kol appear to be included'in'Stormwata Report. The O&M Plan was inadvertently amittedfrom the re ort and will be provided. 5. It fiPPears4hilt the,applicant used rainfall data from TP-40. TP-40 has,bleen,supersedqd py NOAA Atlas141 The-folloilvilngminfa4,depths s,lunildbtused the 2, 10,.25 and 100-year storm events respeetivtily,��12',5.0" 62"and ZY'­ We,have looked into this comment and it,is our understanding that the Massachusetts PaparWjWl of Envirpmnpntall Prnfprtian'lT)El!)hag ant yet ndQpje4 the Np flas 3 189 North Main Street,5thte 101 e.Middleton, MA 0I949 + Tel: (978) 539-8089 www.wsengineers.com v Response to Peer Review Comments 2 Goodhue Street&#70-92/Boston Street Salem,MA-July 21,2016 rainfall data and that TP-40 is still the standard. Therefore,it is our position that changing the rainfall amounts for the storms required to be analyzed in the runoff calculations for this project is not required. Town Engineer to provide input. We have re-run the stormwater model using the NOAA Atlas 14 rainfall depths. 6. The applicant has selected to use a minimum time of concentration of 6 minutes,HydroCAD has no minimum time ofconcerrtratiorr requirement. The applicant should provide calculations to denumstrate that the time of concentration for each watershed does not exceed 6 minutes. On a recent project in Salem,the Chair of the Conservation Commission asked that we run our HydroCAD model with a minimum time of concentration (Tc) of 6 minutes. Due to the small size of the site and its corresponding watersheds,the slope of the site and the length of the Tc s,it is our experience that they will not exceed 6 minutes. If the Tc is less than 6 minutes,HydroCAD automatically increases the time of concentration to the minimum value selected. The TC data uxts input directly and the calculations were not perfortned to allow to default to 6 minutes. As discussed,we have inputted times of concentration data into the HydroCAD model and allowed the program to determine the times of concentration. 7. The NRCS Soil Map for the site indicates Urban Land,there is no Hydrologic Soil Group designation for Urban Land. Boring Lags and Test Pit Data sands and gravels overlain by a thin layer ofgravelly sandy loam. The development ofeuroe numbers for the hydrologic model the applicant uses Hydrologic Soil Group B for consistency with the previously approved project. The applicant should justifij this approach. it is important to note that there was a recently approved project on this site and that the Hydrologic Soil Group (HSG)used by the permitting engineers was"B" and was accepted by the City of Salem. It is not our intention to break new ground with the soils on the site and therefore we have also accepted HSG"B" for our runoff calculations. Itis our position that this is in the best interest of our client and the project. Town Engineer to provide input. We have re-run the stormwater model using Hydrologic Soil Group A,which is consistent with the boring log and testhole for the subject property. 9, The Environmental Impact Statement discusses potential far contamination on-site. Tire applicant shall provide confirmation from a licensed Site Professional (LSP) that the location of the infiltration systems on-site will not adversely impact contamination on-site(if present). 2 Response to Peer Review Comments 2 Goodhue Street&#70-92 Y Boston Street Salem,MA-July 21,2016 The locations of the subsurface infiltration areas were selected after we consulted with Mr. Luke Fabbri,LSP in order to place them in areas that would not have an adverse impact on the contamination on site (if present). Provide Docurnentation from LSP. We will provide the documentation from the project LSP. 11. The applicant should verify Whether the proposed development is tributary to a materbody subject to a Total Maainunn Daily Load(TMDL)requirennent. If the proposed development is tributary to an impaired noaterbody the applicant should describe luno the proposed stormwater management system nneets the TMDL requirements. The project is tributary to the municipal drainage system located on Goodhue Street which ultimately reaches the North River Canal. We are aware of a TMDL requirement for Fecal Coliform for the North River Canal. It is our position that the stormwater runoff from the site will be improved with the proposed stormwater systems that are proposed for the site. The Dog Park will have plastic bags available for pet owners to pick up the waste and a routine maintenance program will be initiated to regularly inspect and clean up any leftover pet waste. Roof runoff is untreated;potential for cantaminationn front birdsAvildlife As discussed,we will install owl decoys on the roof in an effort to reduce the potential for contamination of roof runoff from birds/wildlife. This measure,together with the plastic bags in the dog park will reduce the amount of fecal coliform being generated from this project as compared to the existing condition. 12. StornmtaterManagement Area#1 and#2 are located immediately upgradient ofproposed retaining malls. The applicant should demonstrate that there is adequate separation to prevent breakout or seepage ofgroundnoater through the Wall systems. The nvall systenns should be designed accordingly. Proposed stormwater management area#2 is somewhat close to a downhill wall (approximately 7-feet). We will agree to place a 40-mil HDPE membrane between the end of infiltration chamber area closest to the wall and the proposed wall. Final retaining wall engineering designs will be prepared at a later date prior to construction as part of the building permit application process. Detailed on Site Plan?Location,length and depth? The limits of the 40-mil HDPE impermeable barrier will be added to the plans. 3 Response to Peer Review Comments 2 Goodhue Street&#70-92%Boston Street Salem,MA-July 21,2016 Utilities 5. Applicant shall provide pipe sizing calculations for the proposed closed-pipe drainage system. Pipe sizing calculations have been included in the stormwater report. Calculations zoere not included in the report. The pipe sizing calculations will be provided. 9. The site plans shorn snot)storage areas at the top of retaining Walls and within the parking dog park. The applicant should consider the adequacy of these locations. We have reviewed the proposed snow storage areas again and have eliminated the dog park area as a snow storage area. The area in front of some of the retaining walls is available for snow storage. These areas have proposed fencing and/or guardrails for protection. The areas along Boston Street will be used by front end loaders for some additional storage. When snow storage areas are at capacity,snow will be trucked off site as needed. Still some concern about piling snot)close to building on Goodhue Street. As discussed,we have moved the limit of the snow storage area further away from the abutting building on Goodhue Street. As mentioned previously,snow will be trucked off site as needed when snow storage areas become full. Additional Comments for Stormwater Report by VHB: • Make sure that drawdoton calculations are consistent with proposed infiltration rates,page 9. We will verify the rates are consistent in each section of the report. • Original Report state Type B soils:Test pits indicate Type A soils, use 0.4 or 0.G for recharge volume, page 2-1. We have re-run the stormwater model using A-soils. • Prior report called f)r 8.27 in/hr consistent with HSG A soils,page 2-2. We have re-run the stormwater model using A-soils. • The infiltration sizing method is "Static", Stornnvater Report Clecklist page 4 of 8. The checklist has been revised to state that the infiltration sizing method is"Static." 4 Response to Peer Review Comments 2 Goodhue Street&070-92% Boston Street Salem,MA-July 21,2016 • Recharge BMP's have been sized to infiltrate the Required Volume only to the maximum extent practicable for the follo7aing reason. MGL c 21E sites pursuant to 310 CMR 40.0000, Stornaoater Report Checklist page 4 of 8. We did not check this box because we are meeting the recharge volume requirement and are not looking for relief at this time. • Treatment BMPs subject to the 44% TSS removal pretreatment requirement and one inch rule for calculating the mater quality volume area included,and discharge:is within soils With a.rapid infiltration rate(greater than 2.4 inches per hour), Storunvater Report Checklist page 5 of 8. We have re-run the stormwater model using A-soils. 44%removal for pre-treatment is being met with our proposed BMP treatment chains. Revised compliance calculations for one inch rule will be provided. • The BMP is sized(and calculations provided)based on: the 7h"or 1"Water Quality Volume,teed to verifij infiltration rate, Stornnuater Report Checklist page 6 of S. 1"Water Quality volume will be provided for all areas except for clean runoff from roofs. • Vehicle washing controls,page 6-1,Is this viable?Should car mashing be restricted? The vehicle washing controls section will be revised as follows. Delete existing section and replace with the following. "The owner(s)shall provide tenants with written information about vehicle washing. The document will recommend that tenants wash their vehicles at commercial car washes which recycle water and use approximately 60% on average of the amount of water used in a home wash. If vehicle washing does take place,soap shall be used sparingly. A hose with a spray nozzle trigger shall be used to save water. Buckets of soapy water shall be poured down a mop sink and not in the parking lot or street." • Herbicides and pesticides,page 6-2,application rates/schedules? Herbicides and pesticides are to be applied at the minimum amounts recommended by the manufacturer and once applied shall be worked into the soil to limit the possibility of entering the storm drains. • Provisions far maintenance of lawns,gardens,and other landscaped areas,page 6-2,any minimum? It is our understanding that a professional landscaping company will be providing these services for the owners. • Provisions for solid Waste management,page 6-3,private waste hauler or City of Salem? Solid waste will be removed using a private hauler. 5 r Response to Peer Review Comments 2 Goodhue.Street&1170-92'/:Boston Street Salem,MA-July 21,2016 Daining-for staff of personnel involved with implementing LTPPP,page 6-3,the owner needs to corn nit to the tnnintenanceof the stornavater management system. The owner is committed to the maintenance of the proposed stormwater management system, • All non-stonowater discharges,shall be directed to:the proposed site BMPs prior to discharge,page,720. Need to address concrete washout areas. As discussed,these areas will be addressed.in the StormwaterPollution Prevention Plan (SWPPP) associated with the EPA NPDES NOI application process. We trust that you will find the above responses adequately address the concerns of the peer:review engineer and will allow,the project to move forward with the permitting process: Pleasefeel free to contact me if you have questions or need further information regarding this matter. Very Truly Yours, Chins Sparages,P.E. { * Principal Enclosures cce139'Grove Street Realty Trust Attorney Joseph Correnti' Kenneth Staffier,PX.,VITB i t i 4 6 STORMWATER REPORT ' Boston Street Residential Development Goodhue Street & 70-90 1/2Boston Street ' Salem, Massachusetts July 14, 2016 Revised July 21, 2016 Owner/Applicant: 139 Grove Street Realty Trust 282 Bennington Street East Boston, MA 02182 ' Prepared By: ' Williams &Sparages,LLC 189 North Main Street,Suite 101 Middleton, MA 01949 ' Ph: 978-539-8088 Fax:978-539-8200 www.wsengineers.com ' W&S Project No: SALE-0029 RSC 5 2916 COM b7UNITY OEb ELOPMENT 1 WILLIAMS SPARAGES 1 T Table of Contents ' 1 Comparative Drainage Analysis Page 1.0 Purpose 1-1 2.0 Introduction 1-1 ' 3.0 Existing Condition Soil Analysis 1.2 4.0 Stormwater Modeling Methodology 1-2 5.0 Existing Condition Watershed 1-2 6.0 Proposed Condition Watershed 1-3 7.0 Compliance with DEP Stormwater Management Standards 1-3 Standard 1 1-3 Standard 2 1-3 Standard 3 1-3 Standard 4 1-4 Standard 5 14 Standard 6 1-4 Standard 7 1-5 t Standard 8 1-5 Standard 9 1-5 Standard 10 1-5 8.0 Conclusion 1-5 Total Peak Rate of Runoff Table 1-6 Stormwater Management Area Performance Tables 1-7 through 1-9 ' 2 Stormwater Report Compliance Calculations 1.0 Standard 1-No Untreated Discharges Or Erosion To Wetlands 2-1 2.0 Standard 2-Peak Rate Attenuation 2-1 3.0 Standard 3-Stormwater Recharge 2-1 4.0 Standard 4-Water Quality 2-2 5.0 Standard 5-Land Uses With Higher Potential Pollutant Loading 2-3 6.0 Standard 6-Critical Areas 2-3 7.0 Standard 7-Redevelopment 2-3 8.0 Standard 8-Construction Period Controls 2-3 ' 9.0 Standard 9-Long Term Operation And Maintenance Plan 2-3 10.0 Standard 10-Illicit Discharges To Drainage System 2-3 TSS Removal Calculation Worksheet-Existing Catch Basins 24 ' TSS Removal Calculation Worksheet-Pretreatment 2-5 TSS Removal Calculation Worksheet-Provided Rate 2-6 Pretreatment Sizing 2-7 through 2-8 ' Pipe Capacity Calculations 2-9 through 2-20 3 Checklist for Stormwater Report ' Checklist for Stormwater Report 3-1 ' 4 USGS Locus Map USGS Locus Map 4-1 ' S Long Term Operation &Maintenance Plan Page 1.0 The following BMPs provide pollutant removal and groundwater recharge 5-1 2.0 The following BMPs are utilized to minimize impacts to wetland ' resource areas 5-2 Inspection and Maintenance Forms 5-3 through 5-5 ' 6 Long Term Pollution Prevention Plan (LTPPP) 1.0 Street Sweeping 6-1 2.0 Ownership and Maintenance Responsibilities 6-1 ' 3.0 DEP Standard 4 Water Quality 6-1 through 6-3 7 Construction Period Pollution Prevention Plan & Erosion and Sedimentation Control (CPPPP) 1.0 Site Description 9-1 2.0 Erosion and Sediment Controls 7-2 through 7-19 ' 3.0 Other Controls 7-19 4.0 Timing of Controls/Measures 7-19 5.0 Certification of Compliance with Federal,State and Local Regulations 7-20 ' 6.0 Maintenance and Inspection Procedures 7-20 7.0 Non Stormwater Discharges 7-20 8.0 Inventory for Pollution Prevention Plan 7-21 9.0 Spill Prevention 7-21 through 7-23 10.0 Pollution Prevention Plan Certificate 7-23 Inspection and Maintenance Form 7-24 ' Inspection and Maintenance Form 7-25 Inspection and Maintenance Form 7-26 hispection and Maintenance Form 7-27 Changes to CPPPP 7-28 8 Soil Test Logs Soil Test Logs 8-1 ' 9 NRCS Web Soil Survey Soil Test Logs 9-1 10 Snow Disposal Guidelines Snow Disposal Guidlines 10-1 11 Deicing Chemical (Road Salt) Storage Deicing Chemical(Road Salt)Storage 11-1 ' Prepared for: Project No. SALE-0029 139 Grove Street Realty Trust ' 282 Bennington Street East Boston, MA 02182 (617) 293-1525 Comparative Drainage Analysis Boston Street Residential Development" 1 Goodhue Street & i #70-921/2 Boston Street Salem, Massachusetts March 24, 2016 Revised July 14, 2016 ' Revised July 21, 2016 WILLIAMS & SPARAGES S 189 N.Main Street,Suite 101 Middleton,MA 01949 Office Tel:978-539-8088 Fax:978-539-8200 www.wsengineers.com ' Comparative Drainage Analysis—Boston Street Residential Development Goodhue Street&870-92%Boston Street Salem,MA March 24,2016 Revised July 14,2016 Revised July 21,2016 Purpose: This analysis includes Reponses to peer reviews received to date by Mr.Kenneth S.Staffier,P.E of vhb. This analysis compares the existing and proposed watershed conditions for the Boston Street ' Residential Development project by analyzing the surface runoff rates to the limit of the watershed analysis shown on the accompanying watershed maps,the results of which are presented on the summary table that follows. Introduction: (No Change) The project is bounded to the north and east by Beaver Street and Goodhue Street,to the northwest by properties located off of Grove Street,to the west and south by Boston Street The premises was previously operated as the Flynntan leather tannery and is now covered by three ' (3)buildings in poor condition,parking,various debris,very compact gravel/dirt areas and paved driveways. It also appears that a large portion of the previously existing building has been razed and a paved parking lot has been removed leaving behind very compact gravel. The site varies in elevation from approximately 38.2 feet at northwesterly corner of the property to elevation 10 feet at the low point in Goodhue Street opposite an existing catch basin. The 100 year flood elevation is 10.0 feet on the North American Vertical Datum of 1988 (NAVD 88). A very,very small portion of the property (approximately 4 square feet)lies within the 100 year flood plain. There is no filling proposed within this flood plain area,but some land disturbance activities will ' take place within portions of the floodplain along the sidewalk and right of way of Goodhue Street. Since there is so little activity proposed,the applicant plans to file a Request for Determination of Applicability with the Salem Conservation Commission for the flood plain activity. ' It should be noted that there are no other wetland resource areas on the property or any proposed disturbances within a wetland buffer zone for this project. ' The proposal is to redevelop the site with the construction of six(6)Townhouse Units,a Mixed Use Building consisting of Residential&Retail,a parking garage,surface parking,walkways, landscaping,sewer,water and a new drainage system for treatment of stormwater runoff. There was a recently approved site plan and accompanying drainage report submitted by Griffin Engineering Group,LLC as part of the Pediatric Associates of Greater Salem project. The previous report presented hydrologic soil groups/cover types consistent with the Griffin report in order to make comparison with the proposed modifications easier to understand. However,it appears that the soil group used for the Griffin Report of"B"may not have been the most accurate when compared to the soil borings. Therefore,through discussions with Mr.Staffier,we have re-run the drainage analysis for a hydrologic soil group of"A" in order to better represent the sand that was observed in the geotechnical exploration of the site. t2 ' Comparative Drainage Analysis—Boston Street Residential Development Goodhue Street&#70-02 YF Boston Street Salem,MA March 24,2016 Revised July 14,2016 Revised July 21,2016 Existing Condition Soils Analysis: In order to model the runoff parameters for both the existing and proposed watershed parameters, the parent soils on site were mapped using the Web Soil Survey (WSS)made available on the United ' States Department of Agriculture(USDA)National Resources Conservation Service(NRCS)website. The WSS provides vital soil data and information such as Hydrologic Soil Group(HSG)which is then input into a mathematical model to generate runoff curve numbers. The user inputs the soil cover type as well as the hydrologic soil group to generate a weighted curve number(CN) and also uses the topography of the land to generate a time of concentration(Tc) from which the stormwater runoff rate as well as volume may be calculated for a certain watershed for comparison. The soils present on site are comprised of Urban land and do not have a rating for a Hydrologic Soil Group (HSG)with the NRCS. ' After discussions with vhb,we have re-run the runoff calculations using hydrologic soil group "A" in order to better represent the sand that was observed to be present on site. ' Stormwater Modeling Methodology: The mathematical model used in this analysis was provided using the HydroCAD 10.0 Version developed by HydroCAD Software Solutions LLC. HydroCAD is a program that is used to model the hydrology and hydraulics of stormwater runoff and is based largely on programs and techniques developed by the NRCS,specifically TR-20 and TR-55 as well as other hydraulic calculation methods. ' HydroCAD allows the user,for a given rainfall event,to generate runoff hydrographs for single or multiple watersheds and is used to determine if a given drainage system is adequate under the desired conditions as well as to predict flooding or other impacts at specified locations such as erosion. Four(4) design storm events were analyzed and the results presented in the tables that follow for the two(2)year,ten(10)year,twenty-five(25)year and one-hundred(100)year storm events for comparison. After discussing with vhb,we have re-run the drainage analysis using the rainfall data from NOAA Atlas 14. It should be noted that although DEP has not officially adopted these rainfall values, they are planning on discontinuing the use of the rainfall values found in TP40 which is a requirement in the current policy. 3 t ' Comparative Drainage Analysis—Boston Street Residential Development - Goodhue Street&#70-92 K Boston Street Salem,MA March 24,2016 Revised July 14,2016 Revised July 21,2016 Existing Condition Watershed: We have re-run the drainage with hydrologic soil group"A" and have input values in order to let the time of concentration calculate in HydroCAD. If the Tc calculates below 6 minutes,the HydroCAD program will automatically round it up to a minimum of six (6) minutes for comparison 1 with the proposed condition. Using the methods described in the stormwater modeling explanation above,runoff curve numbers ' and times of concentration were generated for each watershed for the existing condition to be used for comparison with the proposed condition described below. A schematic of the mathematical model as well as the results of the calculations for the 2 year,10 year,25 year and 100 year,Type I1I, ' 24-hour storm events using the NOAA Atlas 14 rainfall amounts are included in this report. Proposed Condition Watershed: The proposed development includes the use of three(3)subsurface infiltration areas comprised of Stormtech SC-740 Units(this particular model chamber may be substituted with an approved ' equivalent)for roof and pavement runoff mitigation in areas that have been deemed suitable for groundwater recharge. Surface runoff from the paved surfaces will be captured by deep-sump catch basins and yard drains which will be discharged into 1,500 gallon&2,500 gallon oil/water separator units for pre-treatment prior to infiltration in the subsurface systems depending on the amount of tributary area. Roof runoff from the Townhouse Units will discharge directly into its associated subsurface area as DEP considers certain roofing materials to be"Clean" and do not require pretreatment. Roof runoff from the Mixed Use building will discharge directly into the existing municipal drainage system located on Goodhue Street. It should be noted that due to the subsurface soil conditions for that portion of the site and the proximity to Goodhue Street,we are not proposing any infiltration of the roof area for the Mixed Use Building. Using the methods described above,runoff curve numbers and times of concentration were generated for each watershed for the existing condition to be used for comparison with the proposed condition described below. A schematic of the mathematical model as well as the results of the calculations for the 2 year,10 year and 100 year,Type III,24-hour storm events using the NOAA Atlas 14 rainfall amounts are included in this report. 4 Comparative Drainage Analysis—Boston Street Residential Development Goodhue Street&#70.92'/,Boston Street Salem,MA March 24,2016 Revised July 14,2016 Revised July 21,2016 Compliance with the 10 DEP Stormwater Management Standards: Standard 1: No new stormzoater conveyances (e.g.outfalls) may discharge untreated stonnwater directly to or cause erosion in wetlands or waters of the Commonwealth. IAll stormwater runoff associated with this project will be treated by either the proposed drainage system located on the site or the existing municipal drainage system prior to reaching a wetland or water of the Commonwealth. Standard 2• Stornnoater management systems shall be designed so that post-development peak discharge rates do not exceed pre-development peak discharge rates. This Standard may be waived for discharges to land subject to coastal storm flowage as defined in 310 CMR 10.04. iSee the summary table that follows which demonstrates that the post-development peak discharge rates are less than the existing peak discharge rates. Standard 3: Loss of annual recharge to groundwater shall be eliminated or minimized through the use of infiltration measures including environmentally sensitive site design,low impact development techniques, stonnzoater best management practices,and good operation and maintenance. At a minimum, the annual recharge front the post-development site shall approximate the annual recharge from the pre-development conditions based on soil tripe. This Standard is met when the stormwater numagement system is designed to infiltrate the required recharge volume as determined in accordance with the Massachusetts Stormwater Handbook. See attached calculations which demonstrate the project meets this standard. Standard 4: Storinwater management systems shall be designed to remove 80% of the average annual post- construction load of Total Suspended Solids (TSS). This Standard is met when: a. Suitable practices for source control and pollution prevention are identified in a long-term pollution prevention plan,and thereafter are implemented and maintained; b. Structural storntzoater best ntanagentent 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 Storntzvater Handbook See removal spreadsheets&calculations which demonstrate that the total TSS removal rate for the project will meet the 80% threshold and therefore meets the standard. 5 Comparative Drainage Analysis—Boston Street Residential Development Goodhue Street&#70-92%Boston Street Salem,MA March 24,2016 Revised July 14,2016 ' Revised July 21,2016 Standard 5: ' For land uses with higher potential pollutant loads, source control and pollution prevention shall be implemented in accordance with the Massachusetts Stornuvater Handbook to eliminate or reduce the discharge of stormwater runoff front such land uses to the ntaxintum extent practicable. If through source control and/or pollution prevention all land uses with higher potential pollutant loads cannot be completely protected front exposure to rain, snow melt,and storzuwater runoff, the proponent shall use specific structural stornavater BMPs determined by the Department to be suitable for such uses as provided in the Massachusetts Storruwater Handbook. Stonuwater discharges from land uses zoith higher potential pollutant loads shall also comply with the requirements of the Massachusetts Clean Waters Act,M.G.L. c.21,§§26-53 and the regulations promulgated there under at 314 CMR 3.00, 314 CMR 4.00 and 314 CMR 5.00. ' This project is not being considered as a LUHPPL. ' Standard 6: Stornuvater 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 stornnvater 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 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 front the receiving water or wetland and receive the highest and best practical method of treatment. A "storm water discharge"as defined in 314 CMR 3.04(2) (a) (1 or(b) ' to an Outstanding Resource Water or Special Resource Water shall comply with 314 CMR 3.00 and 314 CMR 4.00. Starnzvater discharges to a Zone I or Zone A are prohibited unless essential to the operation of public zoater supply. ' The stormwater discharge from this property does not lie within a Zone II or interim wellhead protection area of a public water supply,however,based on the sands found during the subsurface ' exploration,it would be considered an area of rapid infiltration. Therefore,the project has been designed for one-inch(1") inch over the total impervious area of the post-development project site. ' Standard 7: A redevelopment project is required to meet the following Stormwater Management Standards only to the maximum extent practicable:Standard 2, Standard 3,and the pretreatment and structural best management practice requirements of Standards 4,5,and 6. Existing stormwater discharges shall comply with Standard I only to the maximum extent practicable. A redevelopment project shall also comply with all other requirements of the Storrmvater Management Standards and improve existing conditions. ' This project does not meet the criteria to be considered a redevelopment. 1 ' 6 1 1 1 Comparative Drainage Analysis—Boston Street Residential Development Goodhue Street&#70-92%Boston Street Salem,MA March 24,2016 Revised July 14,2016 1 Revised July 21,2016 Standard S: 1 A plan to control construction-related irupacts 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. 1 A Stormwater Pollution Prevention Plan(SWPPP)will be provided prior to construction. Standard 9: 1 A long-term operation and maintenance plan shall be developed and implemented to ensure that stornnoater management systems function as designed. 1 A long term operation and maintenance plan is included within flus report. Standard 10: 1 All illicit discharges to the stornmtater management system are prohibited. There are no proposed illicit discharges into the Stormwater Management Systems to be constructed 1 as shown on the site plans. Conclusion: 1 As can be seen by examining the following summary&performance tables,the proposed stormwater management system is effective for mitigating the peak flow rates of runoff from the limit of the watershed analysis for the 2,10,25&100 year storm events. Further,significant 1 reductions in the peak flow rates of runoff are expected from the proposed project development according to the mathematical model due to increased landscaping,improvement of soil cover type and the use of the three(3)subsurface infiltration systems. i 1 1 1 1 1 1 1 1 Comparative Drainage Analysis-Boston Street Residential Development Goodhue Street&#70-92%Boston Street Salem,MA Mardi 24,2016 Revised July 14,2016 ' Revlsed July 21,2016 ' Total Peak Rate of Runoff Comparison Table Description 24 hour Type III Existing Proposed Storm Event Condition Condition 1 (year) Peak Rate of Peak Rate of Runoff Runoff Q cis. Q cfs. Flow towards 2(3.2 inch) 1.5 1.3 Goodhue Street 10(5.0 inch) 3.7 2.1 ' Link 128L 25(6.2 inch) 5.4 3.9 100 (7.9 inch) 7.8 6.6 Flow towards 2(3.2 inch) 0.2 0.0 Boston Street 10(5.0 inch) 0.4 0.1 ' Link 132L 25(6.2 inch) 0.4 0.1 100 (7.9 inch 0.6 0.2 Total flow from 2(3.2 inch) 1.7 1.3 the limit of 10(5.0 inch) 4.0 2.1 watershed 25 (6.2 inch) 5.7 4.0 analysis 100 (7.9 inch 8.2 6.8 Link 109L Note:Values above are based on NOAA Atlas 14 rainfall data 8 Comparative Drainage Analysis—Boston Street Residential Development - Goodhue Street&#70-92 Y.Boston Street Salem,MA March 24,,201$ Revised July 14,:2018 ' Revised July 21,:2016' Proposed Subsurface Tnfiltrat on.Structure #1.(MdroCAD Pond 137P) (42)$tormtech SC-740-Units(Installinspection ports at the end-of each row) Top of Stone---205 Top of C1ambers=20.0 12"hiVS in=18.54.(From Oil/Sediment Units); Bottomof Ch4mbers=17:5 Bottom of 6"Stone bed=17.0(30.0'x5228') (1)12" HDPE Invert out=18.71(To Goodhue Street .drainage system) Peak;Rate•of'Runoff, Out (Qout)cis. ` 24 hour T pe-lll Peak Rate of Storm'Event Runoff In *Infiltration, 8"HDPE Total Peak Water (Qin)cfa: Discarded) Pipe out Outflow Level "(KL)ft. 2 1.5 0.30 0.0 030 18:43 10' 2;8 0:30 0:45 1.25 0.23; 25: 3.7 jD.30 2.02 2.32 19;55 100 4.9 030 142. 3.72' 20.06 *'Calculated infiltration rate-and pea kNyater,_levels-are based upop.a rate of 8,27 ine a ches described in;the'ree-entlyapproved report. 1 9 ' Proposed Subsurface Infiltration Structure #2I(_-IydroCAD Pond 136P� (12)Stormtech SC-740 Units (Install inspection ports at the end of each row) Top of Stone=23.0 Top of Chambers=22.5 ' 6" Inv s in--21.5 (From Roof Drains) Bottom of Chambers=20.0 Bottom of 6"Stone bed=19.0(15.75'x38.04') ' Should the system become clogged or surcharged,there will be overflow pipes to grade from the roof leaders,see detail. 1 Peak Rate of Runoff Out (Qout)cfs. 24 hour Type III Peak Rate of Storm Event Runoff In *Infiltration Overflow Total Peak Water (YR) (Qin) cfs. Discarded pipes Outflow Level (W.L.)ft. ' 2 0.3 0.09 0.0 0.09 19.75 10 0.5 0.09 0.0 0.09 20.44 25 0.6 0.09 0.0 0.09 20.87 100 0.7 0.09 0.0 0.09 21.55 1 *Calculated infiltration rate and peak water levels are based upon a rate of 8.27 inches as described in the recently approved report. Note:This performance summary is the result of relocating the system to the southwesterly corner of the property pursuant to a recommendation by the licensed site professional(LSP). Comparative Drainage Analysis:—Boston Street Residential Development Goodhue Street&#70-92 A Boston Street Salem,MA Marcfi,2',12016 Revised July 14,2018' Revised July 2i,:2016 Proposed Subsurface Infiltration Structure.#3 (HYdroCAD Pond 144P) (16)Stormtech=SC-740 Units(Install Inspection ports at the'end of each row) 1 TOP of Stone=13.5 Top of Chambers=13.0 12' Inv in=11. 4_(From Oil/Sediment Units): Bottom of Chambers=10.5 . Bottom of 6"Stone bed=10.0.(20.5°-x30. T) (1).4"HDPE overflow pipe to'daylight ihv=12:00 i ........... .... . .. .. .. . . . . Peak Rate of Runoff Out (gout}cfs. 24-hour TYPO,III: :Peak Raie-of Storm Ever t. Runoff 3n *Infiltration 4"HDPEI Total Peak Water YR): (Qin)ds. iscarded; overflow Outflow Level (W L.)ft. ' ,2: 0.3 0.12- 0.6 0.12 10.51 10 0.5'. 0.12 00 0.12 11,02 f25, 0:7 0.12 0:0- 0.12 11.45 1f10 0.9 0:12 0"0: 0.12 12.24 *Calculated.infiItration rate and peak water levels are basedupon a rate of A.27 inches as described. ' Wtherecently approved'repoiL ' 1:1 5 - v, t er s � �d w t - ... { i [ A c } n u ^ a: _ > s s� w t 3 6 g # .fry`, '� ,I'. h 4"?ca rr ��,ti®_ }, •:6:a' �p � fFl y - m:. s� 1 111 S'' 1281:. EX-1 R Existing runoff towards Goodhue Street 109E I Total Surface Runoff discharging from limit oll watershed analysis EX-2R Existing runoff towards Boston Street $gbCati Feacf On, Ini�; Routing Diagram for existing-NOAA Atlas 14-A Soils Prepared by Microsoft, Printed 7/21/2016 HydroCAD®10.00-15 s/n 06611 ®2015 HydroCAD Software Solutions LLC 1 1 Existing Condition Watershed Analysis-Boston Street Redevelopment, Salem MA existing-NOAA Atlas 14-A Soils j 1 Prepared by Microsoft Printed 7/21/2016 HydroCAD810.00-15 s/n 06611 02015 HydroCAD Software Solutions LLC Page 2 1 Area Listing (all nodes) Area CN Description (sq-ft) (subcatchment-numbers) 1 34,097 48 Brush, Poor, HSG A (111S) 9,294 96 Gravel surface, HSG A (111 S) 12,900 98 Paved parking, HSG A (111S, 137S) 1 4,350 98 Remaining foundations/slabs, HSG A (111S) 12,640 98 Roofs, HSG A (I 11 S) 73,281 74 TOTAL AREA 1 1 1 1 1 1 1 1 i 1 1 1 Existing Condition Watershed Analysis-Boston Street Redevelopment, Salem MA existing-NOAA Atlas 14-A Soils Prepared by Microsoft Printed 7/21/2016 HydroCADO 10.00-15 sln 06611 ©2015 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (sq-ft) Group Numbers 73,281 HSG A 111S, 137S 0 HSG B ' 0 HSG C 0 HSG D 0 Other 73,281 TOTAL AREA it Existing Condition Watershed Analysis-Boston Street Redevelopment, Salem MA existing-NOAH Atlas 14 -A Soils Type 111 24-hr 2 yr Rainfall=3.20" 1 Prepared by Microsoft Printed 7/21/2016 HydroCAD@ 10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 111 S: EX-1 R Runoff = 1.51 cfs @ 12.15 hrs, Volume= 5,735 cf, Depth= 0.98" Runoff by SCS TR-20 method, UH=SCS,Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description 12,640 98 Roofs, HSG A " 4,350 98 Remaining foundations/slabs, HSG A 9,640 98 Paved parking, HSG A ' 9,294 96 Gravel surface, HSG A 34,097 48 Brush Poor HSG A 70,021 73 Weighted Average 43,391 61.97% Pervious Area 26,630 38.03% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (f/ft) (ft/sec) (cfs) 9.2 88 0.0470 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 3.20" 0.0 12 0.0480 4.45 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2 42 0.0470 4.40 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2 86 0.2200 7.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 9.6 228 Total Summary for Subcatchment 137S: EX-2R Runoff = 0.23 cfs @ 12.09 hrs, Volume= 806 cf. Depth= 2.97' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" ' Area (sf) CN Description 3,260 98 Paved parking, HSG A 3,260 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) 0.3 25 0.0500 1.50 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.1 15 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.4 90 0.0330 3.69 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.8 130 Total, Increased to minimum Tc =6.0 min it Existing Condition Watershed Analysis - Boston Street Redevelopment, Salem MA existing-NOAA Atlas 14-A Soils Type 111 24-hr 2 yr Rainfall=3.20" 1 Prepared by Microsoft Printed 7/21/2016 HydroCAD®10.00-15 s/n 06611 ©2015 HvdroCAD Software Solutions LLC Page 5 Summary for Link 109L: Total Surface Runoff discharging from limit of watershed analysis Inflow Area = 73,281 sf, 40.79% Impervious, Inflow Depth = 1.07" for 2 yr event Inflow = 1.69 cfs @ 12.14 hrs, Volume= 6,541 cf Primary = 1.69 cfs @ 12.14 hrs, Volume= 6,541 cf, Atten=0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs ' Summary for Link 128L: Existing runoff towards Goodhue Street Inflow Area = 70,021 sf, 38.03% Impervious, Inflow Depth = 0.98" for 2 yr event ' Inflow 1.51 cfs @ 12.15 hrs, Volume= 5,735 cf Primary 1.51 cfs @ 12.15 hrs, Volume= 5,735 cf, Atten= 0%, Lag=0.0 min ' Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 132L: Existing runoff towards Boston Street ' Inflow Area = 3,260 sf,100.00% Impervious, Inflow Depth = 2.97" for 2 yr event Inflow 0.23 cfs @ 12.09 hrs, Volume= 806 cf Primary = 0.23 cfs @ 12.09 hrs, Volume= 806 cf, Atten=0%, Lag=0.0 min ' Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt=0.05 hrs I � Existing Condition Watershed Analysis - Boston Street Redevelopment, Salem MA existing-NOAA Atlas 14 -A Soils Type 111 24-hr 10 yr Rainfall=5.00" Prepared by Microsoft Printed 7/21/2016 HydroCADO 10.00-15 s/n 06611 @ 2015 HydroCAD Software Solutions LLC Page 1 Summaryfor Subcatchment 111S: EX-111 Runoff - 3.72 cfs @ 12.14 hrs, Volume= 13,307 cf, Depth= 2.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=5.00" ' Area(sf) CN Description 12,640 98 Roofs, HSG A " 4,350 98 Remaining foundations/slabs, HSG A 9,640 98 Paved parking, HSG A ' 9,294 96 Gravel surface, HSG A 34,097 48 Brush Poor, HSG A 70,021 73 Weighted Average ' 43,391 61.97% Pervious Area 26,630 38.03% Impervious Area Tc Length Slope Velocity Capacity Description -(min) (feet) (ft/ft) (f/sec) (cfs) 9.2 88 0.0470 0.16 Sheet Flow, Grass: Dense n=0.240 P2= 3.20" 0.0 12 0.0480 4.45 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.2 42 0.0470 4.40 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.2 86 0.2200 7.55 Shallow Concentrated Flow, Unpaved Kv= 16 1 fps 9.6 228 Total Summary for Subcatchment 137S: EX-2R Runoff = 0.36 cfs @ 12.09 hrs, Volume= 1,294 cf, Depth= 4.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=5.00" ' Area(sf) CN Description 3,260 98 Paved parking HSG A 3,260 100.00% Impervious Area Tc Length Slope Velocity Capacity Description {min) (feet) (f/ft) (f/sec) (cfs) ' 0.3 25 0.0500 1.50 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.1 15 0.0500 4.54 Shallow Concentrated Flow, ' Paved Kv=20.3 fps 0.4 90 0.0330 3.69 Shallow Concentrated Flow, Paved Kv= 20.3 fps ' 0.8 130 Total, Increased to minimum Tc= 6.0 min Existing Condition Watershed Analysis - Boston Street Redevelopment, Salem MA existing-NOAA Atlas 14 -A Soils Type 11124-hr 10 yr Rainf611=5.00" ' Prepared by Microsoft Printed 7/21/2016 HydroCAD010.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 2 ' Summary for Link 109L: Total Surface Runoff discharging from limit of watershed analysis Inflow Area= 73,281 sf, 40.79% Impervious, Inflow Depth = 2.39" for 10 yr event Inflow = 4.01 cfs @ 12.14 hrs, Volume= 14,601 cf Primary = 4.01 cfs @ 12.14 hrs, Volume= 14,601 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt=0.05 hrs ' Summary for Link 128L: Existing runoff towards Goodhue Street Inflow Area = 70,021 sf, 38.03% Impervious, Inflow Depth = 2.28" for 10 yr event ' Inflow 3.72 cfs @ 12.14 hrs, Volume= 13,307 of Primary 3.72 cfs @ 12.14 hrs, Volume= 13,307 of, Atten=0%, Lag= 0.0 min ' Primary outflow= Inflow, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 132L: Existing runoff towards Boston Street ' Inflow Area = 3,260 sf,100.00% Impervious, Inflow Depth = 4.76" for 10 yr event Inflow 0.36 cfs @ 12.09 hrs, Volume= 1,294 cf Primary = 0.36 cfs @ 12.09 hrs, Volume= 1,294 cf, Atten=0%, Lag=0.0 min ' Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt=0.05 hrs t t Existing Condition Watershed Analysis - Boston Street Redevelopment, Salem MA existing-NOAA Atlas 14-A Soils Type 111 24-hr 25 yr Rainfall=6.20" Prepared by Microsoft Printed 7/21/2016 HydroCAD®10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Page 3 - Summaryfor Subcatchment 111S: EXA R Runoff - 5.35 cfs @ 12.14 hrs, Volume= 18,995 cf, Depth= 3.26" Runoff by SCS TR-20 method, UH=SCS,Weighted-CN, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.20" ' Area (sf) CN Description 12,640 98 Roofs, HSG A ` 4,350 98 Remaining foundations/slabs, HSG A 9,640 98 Paved parking, HSG A ' 9,294 96 Gravel surface, HSG A 34,097 48 Brush, Poor, HSG A 70,021 73 Weighted Average 43,391 61.97% Pervious Area 26,630 38.03% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (f/ft) (ft/sec) (cfs) 9.2 88 0.0470 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 3.20" ' 0.0 12 0.0480 4.45 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.2 42 0.0470 4.40 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2 86 0.2200 7.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 9.6 228 Total ' Summary for Subcatchment 137S: EX-211 ' Runoff = 0.44 cfs @ 12.09 hrs, Volume= 1,620 of, Depth= 5.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.20" ' Area (sf) CN Description 3,260 98 Paved parking HSG A t3,260 100.00% Impervious Area Tc Length Slope Velocity Capacity Description _(min) (feet) (ftfft) (ft/sec) (cfs) ' 0.3 25 0.0500 1.50 Sheet Flow, Smooth surfaces n=0.011 P2= 3.20" 0.1 15 0.0500 4.54 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.4 90 0.0330 3.69 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.8 130 Total, Increased to minimum To = 6.0 min 1 1 Existing Condition Watershed Analysis - Boston Street Redevelopment, Salem MA exist!ng-NOAA Atlas 14-A Soils Type 111 24-hr 25 yr Rainfall=6.20" 1 Prepared by Microsoft Printed 7/21/2016 HydroCAD®10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Page 4 1 Summary for Link 1091-: Total Surface Runoff discharging from limit of watershed analysis Inflow Area = 73,281 sf, 40.79% Impervious, Inflow Depth= 3.38" for 25 yr event Inflow = 5.72 cfs @ 12.14 hrs, Volume= 20,614 cf 1 Primary = 5.72 cfs @ 12.14 hrs, Volume= 20,614 cf, Atten= 0%, Lag=0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs 1 Summary for Link 128L: Existing runoff towards Goodhue Street Inflow Area = 70,021 sf, 38.03% Impervious, Inflow Depth = 3.26" for 25 yr event 1 Inflow 5.35 cfs @ 12.14 hrs, Volume= 18,995 cf Primary 5.35 cfs @ 12.14 hrs, Volume= 18,995 cf, Atten= 0%, Lag=0.0 min 1 Primary outflow= Inflow, Time Span=0.00-40.00 hrs, dt=0.05 hrs Summary for Link 132L: Existing runoff towards Boston Street 1 Inflow Area = 3,260 sf,100.00% Impervious, Inflow Depth = 5.96" for 25 yr event Inflow 0.44 cfs @ 12.09 hrs, Volume= 1,620 cf Primary = 0.44 cfs @ 12.09 hrs, Volume= 1,620 cf. Atten= 0%, Lag= 0.0 min 1 Primary outflow= Inflow,Time Span= 0.00-40.00 hrs, dt= 0.05 hrs 1 1 1 1 1 1 1 1 1 Existing Condition Watershed Analysis - Boston Street Redevelopment, Salem MA existing-NOAA Atlas 14-A Soils Type 111 24-hr 100 yr Rainfall=7.90" Prepared by Microsoft Printed 7/21/2016 HydroCAD810.00-15 s/n 06611 @2015 HVdroCAD Software Solutions LLC Page 5 - Summary for Subcatchment 111 S: EX-1 R Runoff - 7.75 cfs @ 12.14 hrs, Volume= 27,550 cf, Depth= 4.72" Runoff by SCS TR-20 method, UH=SCS,Weighted-CN, Time Span= 0.00-40.00 hrs, dt=0.05 hrs Type III 24-hr 100 yr Rainfall=7.90" Area (so CN Description 12,640 98 Roofs, HSG A 4,350 98 Remaining foundations/slabs, HSG A 9,640 98 Paved parking, HSG A ' 9,294 96 Gravel surface, HSG A 34,097 48 Brush, Poor, HSG A 70,021 73 Weighted Average 43,391 61.97% Pervious Area 26,630 38.03% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 9.2 88 0.0470 0.16 Sheet Flow, Grass: Dense n=0.240 P2= 3.20" 0.0 12 0.0480 4.45 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.2 42 0.0470 4.40 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.2 86 0.2200 7.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 9.6 228 Total ' Summary for Subcatchment 137S: EX-211 ' Runoff = 0.57 cfs @ 12.09 hrs, Volume= 2,081 cf, Depth= 7.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=7.90" ' Area (sf) CN Description 3,260 98 Paved parking HSG A ' 3,260 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 25 0.0500 1.50 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.1 15 0.0500 4.54 Shallow Concentrated Flow, 1Paved Kv=20.3 fps 0.4 90 0.0330 3.69 Shallow Concentrated Flow, Paved Kv=20.3 fps _ 0.8 130 Total, Increased to minimum Tc=6.0 min Existing Condition Watershed Analysis- Boston Street Redevelopment, Salem MA existing-NOAA Atlas 14-A Soils Type 11124-hr 100 yr Rainfall=7.90" Prepared by Microsoft Printed 7/2 112 01 6 HydroCAD®10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Page 6 ' Summary for Link 109L: Total Surface Runoff discharging from limit of watershed analysis Inflow Area = 73,281 sf, 40.79% Impervious, Inflow Depth = 4.85" for 100 yr event Inflow = 8.23 cfs @ 12.13 hrs, Volume= 29,631 cf Primary = 8.23 cfs @ 12.13 hrs, Volume= 29,631 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt=0.05 hrs ' Summary for Link 128L: Existing runoff towards Goodhue Street Inflow Area = 70,021 sf, 38.03% Impervious, Inflow Depth = 4.72" for 100 yr event Inflow 7.75 cfs @ 12.14 hrs, Volume= 27,550 cf Primary 7.75 cfs @ 12.14 hrs, Volume= 27,550 cf, Atten= 0%, Lag= 0.0 min ' Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt=0.05 hrs Summary for Link 132L: Existing runoff towards Boston Street Inflow Area = 3,260 sf,100.00% Impervious, Inflow Depth = 7.66" for 100 yr event Inflow 0.57 cfs @ 12.09 hrs, Volume= 2,081 cf Primary = 0.57 cfs @ 12.09 hrs, Volume= 2,081 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs qc i.. w $7aw � � U � x,a �,.,�,� ._ s d. ...u., d .. g !•v8�'�5ip { =M.i, ! p« �. . 7 1 v �^ W v ! e kY dv . :G i n ei _ x rw � 4I _ a c u d _ ` m L d. 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YD 1R 1445 Yr ,, YD#2R I 14ZS - YD#3R Proposed Stormwa PR ER2 O Management Area#1 1348 I PR taR2\ P BAG C(/� PR-5R2 Proposed Slumnaeter Pro drunoff towards PR-1bR2 Management Area#3 Goodhue Street PR-2R Proposed runoff towards Total Surface Runoff PR-TOWNHOUSE Proposed Stormwater Boston Street discharging from rmft Management Area#2 of watershed analysis PR-2bR RoWing Diagram for Proposed_R2•NOAA Atlas 14-A Sogs Prepared by Microsoft, Printed 7/22/2010 ' HydroCADO 10.00-15 a/n 05511 ®2015 HydroCAD Software Solutions LLC 1 Proposed Condition Watershed Analysis-Boston Street Redevelopment, Salem MA Proposed_R2-NOAH Atlas 14-A Soils Prepared by Microsoft Printed 7/2212016 HydroCADO 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (sq-ft) (subcatchment-numbers) 18,705 39 >75%Grass cover, Good, HSG A (111 S, 133S, 136S, 137S, 138S, 139S, 140S, 141S, 142S, 143S) 1,859 98 Paved Walkways, HSG A (133S) 4,720 98 Paved parking, HSG A (143S) 605 98 Paved walkway, HSG A (142S) 549 98 Paved walkways, HSG A (137S) 23,449 98 Pavement&walkways, HSG A (1385, 139S) 1,380 86 Porous Pavers, HSG A (139S) 22,014 98 Roofs, HSG A (134S, 135S) 73,281 83 TOTAL AREA Proposed Condition Watershed Analysis-Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14- A Soils Prepared by Microsoft Printed 7/22/2016 HydroCADO 10.00-15 s/n 06611 ©2015 HvdroCAD Software Solutions LLC Page 3 ' Soil Listing (all nodes) Area Soil Subcatchment (sq-ft) Group Numbers 73,281 HSG A 111S, 133S, 134S, 135S, 136S, 137S, 138S, 139S, 140S, 141S, 142S, 143S 0 HSG B 0 HSG C ' 0 HSG D 0 Other 73,281 TOTAL AREA iProposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14- A Soils Type IN 24-hr 2 yr Rainfall=3.20" ' Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 @ 2015 HydroCAD Software Solutions LLC Pace 4 ' - Summary for Subcatchment 111S: PRAaR2 Runoff 0.00 cfs @ 24.00 hrs, Volume= 0 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt=0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description 3,154 39 >75% Grass cover, Good, HSG A 3,154 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 50 0.0400 0.20 Sheet Flow, ' Grass: Short n= 0.150 P2= 3.20" 0.4 115 0.0800 4.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 4.7 165 Total, Increased to minimum Tc= 6.0 min 1 Proposed Condition Watershed Analysis -Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14- A Soils Type Ill 24-hr 2 yr Rainfall=3.20" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Page 5 ' - Summary for Subcatchment 133S: PR-1bR2 Runoff 0.02 cfs @ 12.33 hrs, Volume= 139 cf, Depth= 0.25' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-40.00 hrs, dt=0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description 4,790 39 >75% Grass cover, Good, HSG A *_ 1,859 98 Paved Walkways, HSG A 6,649 55 Weighted Average ' 4,790 72.04% Pervious Area 1,859 27.96% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 3.0 50 0.1000 0.28 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" ' 0.3 60 0.0380 3.14 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 3.3 110 Total, Increased to minimum Tc =6.0 min t Proposed Condition Watershed Analysis- Boston Street Redevelopment, Salem MA Proposed_1112-NOAA Atlas 14 -A Soils Type 111 24-hr 2 yr Rainfall=3.20" Prepared by Microsoft Printed 7/22/2016 HydroCAD010.00-15 s/n 06611 02015 HydroCAD Software Solutions LLC Page 6 ' - Summary for Subcatchment 134S: PR-BLDG Runoff 1.24 cfs @ 12.09 hrs, Volume= 4,419 cf, Depth= 2.97' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description 17,868 98 Roofs, HSG A 17,868 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 6.0 Direct Entry, 1 ' Proposed Condition Watershed Analysis- Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14-A Soils Type ///24-hr 2 yr Rainfall=3.20" ' Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 ©2015 HydroGAD Software Solutions LLC Page 7 Summary for Subcatchment 135S: PR-TOWNHOUSE ' Runoff = 0.29 cfs @ 12.09 hrs, Volume= 1,025 cf, Depth= 2.97' ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-40.00 hrs, dt=0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description ' 4,146 98 Roofs HSG A 4,146 100.00% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft1ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 1 Proposed Condition Watershed Analysis-Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14-A Soils Type ///24-hr 2 yr Rainfall=3.20" 1 Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Page 8 1 - Summary for Subcatchment 136S: PR-2bR Runoff 0.00 cfs @ 24.00 his, Volume= 0 cf, Depth= 0.00" 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN,Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description 1,840 39 >75%Grass cover, Good, HSG A 1,840 100.00% Pervious Area 1 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.3 40 0.0500 0.20 Sheet Flow, 1 Grass: Short n=0.150 P2= 3.20" 3.3 40 Total, Increased to minimum Tc=6.0 min 1 1 1 1 1 i 1 1 1 1 Proposed Condition Watershed Analysis- Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14- A Soils Type Ill 24-hr 2 yr Rainfall=3.20" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 02015 HydroCAD Software Solutions LLC Paae 9 Summary for Subcatchment 137S: PR-2R Runoff = 0.01 cfs @ 12.28 hrs, Volume= 47 cf, Depth= 0.31" Runoff by SCS TR-20 method, UH=SCS,Weighted-CN, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description 549 98 Paved walkways, HSG A 1,288 39 >75% Grass cover, Good HSG A 1,837 57 Weighted Average 1,288 70.11% Pervious Area 549 29.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 25 0.0100 0.10 Sheet Plow, Grass: Short n= 0.150 P2= 3.20" 4.3 25 Total, Increased to minimum Tc= 6.0 min I � ' Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14 - A Soils Type Ill 24-hr 2 yr Rainfall=3.20" ' Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 138S: PR-3R2 Runoff 0.84 cfs @ 12.09 hrs, Volume= 2,718 of, Depth= 2.35" 1 Runoff by SCS TR-20 method, UH=SCS,Weighted-CN, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description * 12,452 98 Pavement&walkways, HSG A 1,421 39 >75%Grass cover, Good, HSG A 13,873 92 Weighted Average ' 1,421 10.24% Pervious Area 12,452 89.76% Impervious Area ' To Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 25 0.0100 0.10 Sheet Flow, Grass: Short n=0.150 P2= 3.20" 1.3 220 0.0200 2.87 Shallow Concentrated Flow, Paved Kv=20.3 fps 5.6 245 Total, Increased to minimum Tc=6.0 min Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14-A Solis Type 111 24-hr 2 yr Rainfall=3.20" ' Prepared by Microsoft Printed 7/22/2016 HydroCADO 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 139S: PR-4112 Runoff = 0.67 cfs @ 12.09 hrs, Volume= 2,109 cf, Depth= 1.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN,Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" III Area (sf) CN Description 4,076 39 >75% Grass cover, Good, HSG A 1,380 86 Porous Pavers, HSG A 10,997 98 Pavement&walkways HSG A j 16,453 82 Weighted Average 5,456 33.16% Pervious Area 10,997 66.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 25 0.0100 0.79 Sheet Flow, Smooth surfaces n= 0.011 P2=3.20" 0.6 75 0.0100 2.03 Shallow Concentrated Flow, Paved Kv=20.3 fps ' 1.0 150 0.0250 2.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.1 250 Total, Increased to minimum Tc=6.0 min I ! ' Proposed Condition Watershed Analysis-Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14-A Soils Type 1/124-hr 2 yr Rainfall=3.20" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Page 12 _ Summary for Subcatchment 140S: YD #1 R Runoff 0.00 cfs @ 23.98 hrs, Volume= 0 of, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" ' Area(sf) CN Description 1,186 39 >75% Grass cover, Good, HSG A 1,186 100.00% Pervious Area To Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 7.4 50 0.0100 0.11 Sheet Flow, Grass: Short n=0.150 P2= 3.20" ! ! ! � 1 Proposed Condition Watershed Analysis -Boston Street Redevelopment, Salem MA Proposed_R2-NOAH Atlas 14 -A Soils Type 111 24-hr 2 yr Rainfall=3.20" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 @ 2015 HydroCAD Software Solutions LLC Page 13 _ Summary for Subcatchment 141S: YD#2R Runoff 0.00 cfs @ 24.00 hrs, Volume= 0 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description 392 39 >75% Grass cover, Good HSG A 392 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) 4.3 25 0.0100 0.10 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 4.3 25 Total, Increased to minimum Tc = 6.0 min 1 Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14-A Soils Type 111 24-hr 2 yr Rainfall=3.20" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 0 2015 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 1425: YD#31R Runoff - 0.03 cfs @ 12.10 hrs, Volume= 105 cf, Depth= 1.47' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area(sf) CN Description 250 39 >75% Grass cover, Good, HSG A 605 98 Paved walkway, HSG A 855 81 Weighted Average 250 29.24% Pervious Area 605 70.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftift) (ft/sec) (cfs) 0.5 25 0.0100 0.79 Sheet Flow, Smooth surfaces n=0.011 P2= 3.20" 0.1 5 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.6 30 Total, Increased to minimum Tc=6.0 min i 1 1 1 1 Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14-A Soils Type ///24-hr 2 yr Rainfall=3.20" Prepared by Microsoft Printed 7/22/2016 HydroCAD010.00-15 s/n 06611 @2015 HvdroCAD Software Solutions LLC Page 15 - Summary for Subcatchment 143S: PR-5112 Runoff - 0.32 cfs @ 12.09 hrs, Volume= 1,066 cf, Depth= 2.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description 4,720 98 Paved parking, HSG A 308 39 >75% Grass cover, Good HSG A 5,028 94 Weighted Average 308 6.13% Pervious Area 4,720 93.87% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.2 25 0.0700 1.72 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.2 50 0.0700 5.37 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.4 75 Total, Increased to minimum Tc = 6.0 min 1 Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14- A Soils Type 111 24-hr 2 yr Rainfall=3.20" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 @ 2015 HydroCAD Software Solutions LLC Pace 16 Summary for Pond 136P: Proposed Stormwater Management Area#2 [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=108) 1 Inflow Area= 4,146 sf,100.00% Impervious, Inflow Depth = 2.97" for 2 yr event Inflow 0.29 cfs @ 12.09 hrs, Volume= 1,025 cf Outflow = 0.09 cfs @ 11.95 hrs, Volume= 1,028 cf, Atten= 68%, Lag=0.0 min Discarded = 0.09 cfs @ 11.95 hrs, Volume= 1,028 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 26.13'@ 12.38 hrs Surf.Area=487 sf Storage= 147 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time=6.8 min ( 763.2-756.4) 1 Volume Invert Avail.Storage Storage Description #1A 25.50' 458 cf 15.75'W x 30.92%x 3.50'H Field A 1,704 cf Overall -560 cf Embedded = 1,145 cf x 40.0%Voids ' #2A 26.00' 560 cf ADS StormTech SC-740 x 12 Inside#1 Effective Size=44.6"W x 30.0"H =>6.45 sf x 7.12'L=45.9 cf Overall Size=51.0"W x 30.0"H x 7.561 with 0.44'Overlap Row Length Adjustment= +0.44'x 6.45 sf x 3 rows 1,018 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 25.50' 8.270 in/hr Exfiltration over Surface area Dlscarded OutFlow Max=0.09 cfs @ 11.95 hrs HW=25.55' (Free Discharge) 1=Exfiltratlon (Exfiltration Controls 0.09 cfs) 1 I I 1 1 Proposed Condition Watershed Analysis- Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14-A Soils Type 111 24-hr 2 yr Rainfall=3.20" 1 Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Page 17 Pond 136P: Proposed Stormwater Management Area#2 - Chamber Wizard Field A Chamber Model =ADS_StormTech SC-740 (ADS StormTechO SC-740) 1 Effective Size=44.6"W x 30.0"H =>6.45 sf x 7.121 = 45.9 cf Overall Size=51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44'x 6.45 sf x 3 rows ' 51.0"Wide + 6.0"Spacing =57.0"C-C Row Spacing 4 Chambers/Row x 7.12' Long+0.44' Row Adjustment=28.92' Row Length +12.0" End Stone x 2 = 30.92' 1 Base Length 3 Rows x 51.0"Wide+ 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 15.75' Base Width 6.0" Base+ 30.0" Chamber Height+6.0"Cover= 3.50' Field Height 12 Chambers x 45.9 cf +0.44' Row Adjustment x 6.45 sf x 3 Rows= 559.8 cf Chamber Storage 1,704.5 cf Field-559.8 cf Chambers= 1,144.7 cf Stone x 40.0% Voids =457.9 cf Stone Storage ' Chamber Storage + Stone Storage = 1,017.7 cf= 0.023 of Overall Storage Efficiency= 59.7% 12 Chambers 63.1 cy Field ' 42.4 cy Stone 3 ' i Y 1 � 1 ' Proposed Condition Watershed Analysis-Boston Street Redevelopment, Salem MA Proposed_R2-NOAH Atlas 14-A Soils Type ///24-hr 2 yr Rainfall=3.20" Prepared by Microsoft Printed 7/22/2016 HydroCAD010.00-15 s/n 06611 02015 HydroCAD Software Solutions LLC Page 18 Summary for Pond 137P: Proposed Stormwater Management Area#1 [87]Warning: Oscillations may require smaller dt or Finer Routing(severity=94) Inflow Area = 32,759 sf, 73.43% Impervious, Inflow Depth = 1.81" for 2 yr event Inflow 1.54 cfs @ 12.09 hrs, Volume= 4,931 cf Outflow = 0.30 cfs @ 11.85 hrs, Volume= 4,936 cf, Atten=80%, Lag= 0.0 min Discarded = 0.30 cfs @ 11.85 hrs, Volume= 4,936 cf Primary 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt=0.05 hrs/3 Peak Elev= 18.43' @ 12.55 hrs Surf.Area= 1,569 sf Storage= 1,251 of Plug-Flow detention time= (not calculated:outflow precedes inflow) Center-of-Mass det. time= 24.2 min (839.3- 815.1 ) Volume Invert Avail.Storage Storage Description #1A 17.20' 1,417 cf 34.75'W x 45.16%x 3.50'H Field A 5,493 cf Overall - 1,949 of Embedded = 3,543 of x 40.0%Voids #2A 17.70' 1,949 cf ADS_StormTech SC-740 x 42 Inside#1 Effective Size=44.6"W x 30.0"H => 6.45 sf x 7.121= 45.9 of ' Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap Row Length Adjustment= +0.44'x 6.45 sf x 7 rows 3,367 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices _ #1 Discarded 17.20' 8.270 in/hr Exfiltration over Surface area #2 Primary 18.71' 8.0" Round Culvert L=21.5' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 18.71'/ 18.50' S= 0.0098 7' Cc=0.900 n=0.010, Flow Area= 0.35 sf Discarded OutFlow Max=0.30 cfs @ 11.85 hrs HW=17.26' (Free Discharge) t1=Exfiltration (Exfiltralion Controls 0.30 cfs) Primary OutFlow, Max=0.00 cfs @ 0.00 hrs HW=17.20' TW=0.00' (Dynamic Tailwater) L2=Culvert ( Controls 0.00 cfs) • • • �� 111 1.• O 1 • • 1 • • • ,•_ 1 - • -:.r ���`• �1 s3 sem'. ,'��s- �7� F IN 1111 Fell, I'll"I'all s � u 1 'E ' Proposed Condition Watershed Analysis- Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14-A Soils Type M 24-hr 2 yr Rainfall=3.20" Prepared by Microsoft Printed 7/22/2016 HydroCADO 10.00-15 s/n 06611 @ 2015 HydroCAD Software Solutions LLC Page 20 ISummary for Pond 144P: Proposed Stormwater Management Area#3 [87)Warning: Oscillations may require smaller dt or Finer Routing(severity--1 10) Inflow Area = 8,182 sf, 57.69% Impervious, Inflow Depth = 1.56" for 2 yr event Inflow 0.32 cfs @ 12.09 hrs, Volume= 1,066 cf Outflow = 0.12 cfs @ 12.00 hrs, Volume= 1,071 of, Atten=62%, Lag= 0.0 min Discarded _ 0.12 cfs @ 12.00 hrs, Volume= 1,071 cf Primary 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Dyn-Scor-Ind method,Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 ' Peak Elev= 10.51'@ 12.34 hrs Surf.Area= 634 sf Storage= 131 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) ' Center-of-Mass det. time= 4.7 min ( 791.9- 787.2) Volume Invert Avail.Storage Storage Description #1A 10.00' 589 cf 20.50'W x 30.92%x 3.50'H Field A ' 2,219 cf Overall - 746 cf Embedded = 1,472 cf x 40.0%Voids #2A 10.50' 746 cf ADS_StormTech SC-740 x 16 Inside#1 Effective Size=44.6"W x 30.0"H=> 6.45 sf x 7.12'L= 45.9 cf Overall Size=51.0"W x 30.0"H x 7.561 with 0.44'Overlap Row Length Adjustment= +0.44'x 6.45 sf x 4 rows 1,335 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 10.00' 8.270 In/hr Exflltration over Surface area #2 Primary 12.67' 4.0" Round Culvert L= 110.0' CPP, square edge headwall, Ke=0.500 Inlet/Outlet Invert= 12.67'112.00' S= 0.0061 T Cc= 0.900 n= 0.010, Flow Area= 0.09 sf Discarded OutFlow Max=0.12 cfs @ 12.00 hrs HW=10.05' (Free Discharge) 1=Exflltration (Exfiltration Controls 0.12 cfs) PrimaryOutFiow Max=0.00 cfs @ 0.00 hrs HW=10.00' TW=0.00' (Dynamic Tailwater) 'L2=Culvert ( Controls 0.00 cfs) Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_112-NOAA Atlas 14-A Soils Type///24-hr 2 yr Rainfall=3.20" ' Prepared by Microsoft Printed 7/22/2016 HydroCAD810.00-15 s/n 06611 02015 HydroCAD Software Solutions LLC Page 21 ' Pond 14413: Proposed Stormwater Management Area#3 - Chamber Wizard Field A Chamber Model =ADS_StormTech SC-740(ADS StormTech®SC-740) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44'x 6.45 sf x 4 rows 51.0"Wide + 6.0"Spacing = 57.0" C-C Row Spacing 4 Chambers/Row x 7.12' Long +0.44' Row Adjustment=28.92'Row Length +12.0" End Stone x 2 =30.92' ' Base Length 4 Rows x 51.0"Wide+ 6.0"Spacing x 3+ 12.0"Side Stone x 2 =20.50' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover= 3.50' Field Height ' 16 Chambers x 45.9 cf +0.44' Row Adjustment x 6.45 sf x 4 Rows = 746.4 cf Chamber Storage 2,218.5 cf Field-746.4 cf Chambers = 1,472.1 cf Stone x 40.0% Voids = 588.8 cf Stone Storage ' Chamber Storage + Stone Storage= 1,335.2 cf= 0.031 of Overall Storage Efficiency=60.2% t16 Chambers 82.2 cy Field 54.5 cy Stone ti 1 Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14-A Soils Type///24-hr 2 yr Rainfall=3.20" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Page 22 ' Summary for Link 109L: Total Surface Runoff discharging from limit of watershed analysis Inflow Area= 69,135 sf, 70.95% Impervious, Inflow Depth= 0.80" for 2 yr event Inflow = 1.25 cfs @ 12.09 hrs, Volume= 4,605 cf ' Primary = 1.25 cfs @ 12.09 hrs, Volume= 4,605 cf, Atten=0%, Lag=0.0 min Primary outflow= Inflow, Time Span=0.00-40.00 hrs, dt=0.05 hrs t 1 1 � Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14-A Soils Type 111 24-hr 2 yr Rainfall=3.20" ' Prepared by Microsoft Printed 7/2212016 HydroCADO 10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Page 23 ' Summary for Link 128L: Proposed runoff towards Goodhue Street Inflow Area= 65,458 sf, 74.09% Impervious, Inflow Depth = 0.84" for 2 yr event Inflow = 1.25 cfs @ 12.09 hrs, Volume= 4,558 cf ' Primary = 1.25 cfs @ 12.09 hrs, Volume= 4,558 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span=0.00-40.00 hrs, dt=0.05 hrs t 1 1 Proposed Condition Watershed Analysis- Boston Street Redevelopment, Salem MA Proposed_R2-NOAH Atlas 14 -A Soils Type ///24-hr 2 yr Rainfall=3.20" 1 Prepared by Microsoft Printed 7/22/2016 HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 24 1 Summary for Link 132L: Proposed runoff towards Boston Street Inflow Area = 3,677 sf, 14.93% Impervious, Inflow Depth= 0.15" for 2 yr event Inflow = 0.01 cfs @ 12.28 hrs, Volume= 47 cf 1 Primary = 0.01 cfs @ 12.28 hrs, Volume= 47 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs 1 � 1 1 1 1 1 ' i i 1 1 1 ' Proposed Condition Watershed Analysis-Boston Street Redevelopment, Salem MA Proposed_R2-NOAH Atlas 14-A Soils Type 111 24-hr 10 yr Rainfall=5.00" ' Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 @ 2015 HydroCAD Software Solutions LLC Pace 1 ' Summary for Subcatchment 111S: PR-1aR2 Runoff = 0.00 cfs @ 12.48 hrs, Volume= 53 of, Depth= 0.20" Runoff by SCS TR-20 method, UH=SCS,Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=5.00" ' Area (sf) CN Description 3,154 39 >75% Grass cover, Good HSG A 3,154 100.00% Pervious Area ' To Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 50 0.0400 0.20 Sheet Flow, ' Grass: Short n= 0.150 P2= 3.20" 0.4 115 0.0800 4.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps I ' 4.7 165 Total, Increased to minimum To = 6.0 min Summary for Subcatchment 133S: PR-1bR2 ' Runoff = 0.14 cfs @ 12.11 hrs, Volume= 543 of, Depth= 0.98" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs ' Type III 24-hr 10 yr Rainfall=5.00" Area (sf) CN Description ' 4,790 39 >75%Grass cover, Good, HSG A 1,859 98 Paved Walkways HSG A 6,649 55 Weighted Average 4,790 72.04% Pervious Area 1,859 27.96% Impervious Area To Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 3.0 50 0.1000 0.28 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.3 60 0.0380 3.14 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 3.3 110 Total, Increased to minimum To= 6.0 min Summary for Subcatchment 1345: PR-BLDG Runoff = 1.96 cfs @ 12.09 hrs, Volume= 7,092 of, Depth= 4.76" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=5.00" 1 Proposed Condition Watershed Analysis- Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14-A Soils Type 1/124-hr 10 yr Rainfall=5.00" t Prepared by Microsoft Printed 7/22/2016 HydroCAD@ 10.00-15 stn 06611 02015 HydroCAD Software Solutions LLC Page 2 Area(sf) CN Description 17,868 98 Roofs, HSG A 17,868 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (f/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 135S: PR-TOWNHOUSE Runoff = 0.45 cfs @ 12.09 hrs, Volume= 1,646 cf, Depth= 4.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=5.00" Area(sf) CN Description 4,146 98 Roofs, HSG A 4,146 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f 1ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 136S: PR-2bR iRunoff = 0.00 cfs @ 12.48 hrs, Volume= 31 cf, Depth= 0.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt=0.05 hrs Type III 24-hr 10 yr Rainfall=5.00" Area(sf) CN Description ' 1,840 39 >75% Grass cover, Good HSG A 1,840 100.00% Pervious Area II ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.3 40 0.0500 0.20 Sheet Flow, t Grass: Short n=0.150 P2=3.20" 3.3 40 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 137S: PR-2R Runoff = 0.05 cfs @ 12.11 hrs, Volume= 169 cf, Depth= 1.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=5.00" Proposed Condition Watershed Analysis-Boston Street Redevelopment, Salem MA Proposed R2-NOAA Atlas 14-A Soils Type 11124-hr 10 yr Rainfall=5.00" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 ©2015 HvdroCAD Software Solutions LLC Page 3 Area (sf) CN Description * 549 98 Paved walkways, HSG A 1,288 39 >75% Grass cover, Good, HSG A 1,837 57 Weighted Average 1,288 70.11% Pervious Area 549 29.89% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ftfsec) (cfs) 4.3 25 0.0100 0.10 Sheet Flow, Grass: Short n=0.150 P2= 3.20" 4.3 25 Total, Increased to minimum Tc=6.0 min Summary for Subcatchment 138S: 1311-3112 ' Runoff = 1.42 cfs @ 12.09 hrs, Volume= 4,728 cf, Depth= 4.09" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=5.00" Area (so CN Description 1 * 12,452 98 Pavement&walkways, HSG A 1,421 39 >75% Grass cover, Good, HSG A 13,873 92 Weighted Average 1 1,421 10.24% Pervious Area 12,452 89.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) 4.3 25 0.0100 0.10 Sheet Flow, Grass: Short n=0.150 P2= 3.20" ' 1.3 220 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 5.6 245 Total, Increased to minimum Tc=6.0 min Summary for Subcatchment 139S: PR-4112 Runoff = 1.33 cfs @ 12.09 hrs, Volume= 4,222 cf, Depth= 3.08" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=5.00" Area(sf) CN Description 4,076 39 >75%Grass cover, Good, HSG A * 1,380 86 Porous Pavers, HSG A * 10,997 98 Pavement&walkways, HSG A 16,453 82 Weighted Average 5,456 33.16% Pervious Area 10,997 66.84% Impervious Area IProposed Condition Watershed Analysis- Boston Street Redevelopment, Salem MA Proposed_R2-NOAH Atlas 14-A Soils Type 111 24-hr 10 yr Rainfall=5.00" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 02015 HydroCAD Software Solutions LLC Page 4 ' Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 0.5 25 0.0100 0.79 Sheet Flow, ' Smooth surfaces n= 0.011 P2= 3.20" 0.6 75 0.0100 2.03 Shallow Concentrated Flow, Paved Kv=20.3 fps 1.0 150 0.0250 2.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.1 250 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 140S: YD#1R Runoff = 0.00 cfs @ 12.50 hrs, Volume= 20 cf, Depth= 0.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=5.00" i ' Area (sf) CN Description 1,186 39 >75% Grass cover, Good HSG A 1,186 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 7.4 50 0.0100 0.11 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" Summary for Subcatchment 141 S: YD #2R Runoff = 0.00 cfs @ 12.48 hrs, Volume= 7 cf, Depth= 0.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=5.00" Area (sf) CN Description _ 392 39 >75% Grass cover, Good HSG A 392 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 25 0.0100 0.10 Sheet Flow, Grass:Short n= 0.150 P2= 3.20" 4.3 25 Total, Increased to minimum Tc= 6.0 min 1 Proposed Condition Watershed Analysis- Boston Street Redevelopment, Salem MA Proposed_R2-NOAH Atlas 14 -A Soils Type/1124-hr 10 yr Rainfall=5.00" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 ©2015 HVdroCAD Software Solutions LLC Page 5 ' Summary for Subcatchment 1425: YD OR Runoff - 0.07 cfs @ 12.09 his, Volume= 213 of, Depth= 2.99" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN,Time Span=0.00-40.00 hrs, dt=0.05 hrs Type III 24-hr 10 yr Rainfall=5.00" 1 Area(sf) CN Description 250 39 >75% Grass cover, Good, HSG A 605 98 Paved walkway, HSG A 855 81 Weighted Average ' 250 29.24% Pervious Area 605 70.76% Impervious Area To Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 25 0.0100 0.79 Sheet Flow, Smooth surfaces n=0,011 P2= 3.20" 0.1 5 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.6 30 Total, Increased to minimum To =6.0 min Summary for Subcatchment 143S: PR-5R2 ' Runoff = 0.53 cfs @ 12.09 hrs, Volume= 1,805 cf, Depth= 4.31" Runoff by SCS TR-20 method, UH=SCS,Weighted-CN, Time Span= 0.00-40.00 hrs, dt=0.05 hrs Type III 24-hr 10 yr Rainfall=5.00" Area (sf) CN Description 4,720 98 Paved parking, HSG A 308 39 >75% Grass cover, Good, HSG A j 5,028 94 Weighted Average 308 6.13% Pervious Area 4,720 93.87% Impervious Area To Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ft/sec) (cfs) 0.2 25 0.0700 1.72 Sheet Flow, Smooth surfaces n=0.011 P2= 3.20" 0.2 50 0.0700 5.37 Shallow Concentrated Flow, Paved Kv= 20.3 fps ' 0.4 75 Total, Increased to minimum Tc=6.0 min IProposed Condition Watershed Analysis- Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14- A Solis Type 11124-hr 10 yr Rainfall=5.00" Prepared by Microsoft Printed 7/22/2016 HydroCAD9)10.00-15 s/n 06611 @2015 HVdroCAD Software Solutions LLC Page 6 Summary for Pond 136P: Proposed Stormwater Management Area#2 [87]Warning: Oscillations may require smaller dt or Finer Routing (severity=97) Inflow Area = 4,146 sf,100.00% Impervious, Inflow Depth = 4.76" for 10 yr event Inflow 0.45 cfs @ 12.09 hrs, Volume= 1,646 cf Outflow = 0.09 cfs @ 11.80 hrs, Volume= 1,646 cf, Atten= 79%, Lag= 0.0 min Discarded = 0.09 cfs @ 11.80 hrs, Volume= 1,646 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 26.70' @ 12.51 hrs Surf.Area=487 sf Storage= 366 cf ' Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 18.9 min ( 766.9- 748.0 ) Volume Invert Avail.Storage Storage Description #1A 25.50' 458 cf 15.75'W x 30.92L x 3.50'H Field A 1,704 cf Overall -560 cf Embedded = 1,145 cf x 40.0%Voids #2A 26.00' 560 cf ADS_StormTech SC-740 x 12 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121= 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap Row Length Adjustment= +0.44'x 6.45 sf x 3 rows 1,018 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 25.50' 8.270 In/hr Exfiltration over Surface area Discarded OutFlow Max=0.09 cfs @ 11.80 hrs HW=25.56' (Free Discharge) t1=Exfiltratjon (Exfiltration Controls 0.09 cfs) 1 Summary for Pond 137P: Proposed Stormwater Management Area#1 [87]Warning: Oscillations may require smaller dt or Finer Routing (severity=77) Inflow Area = 32,759 sf, 73.43% Impervious, Inflow Depth = 3.37" for 10 yr event Inflow = 2.81 cfs @ 12.09 hrs, Volume= 9,188 cf Outflow = 1.13 cfs @ 12.32 hrs, Volume= 9,200 cf, Atten= 60%, Lag= 14.1 min Discarded = 0.30 cfs @ 11.70 hrs, Volume= 7,742 cf Primary 0.83 cfs @ 12.32 hrs, Volume= 1,457 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 19.31'@ 12.32 hrs Surf.Area= 1,569 sf Storage=2,268 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 34.7 min (834.3-799.6 ) Proposed Condition Watershed Analysis- Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14-A Soils Type /I/24-hr 10 yr Rainfall=5.00" Prepared by Microsoft Printed 7/22/2016 HydroCAD010.00-15 s/n 06611 02015 HydroCAD Software Solutions LLC Page 7 Volume Invert Avail.Storage Storage Description #1A 17.20' 1,417 of 34.75'W x 45.161 x 3.50'H Field A 5,493 cf Overall - 1,949 cf Embedded =3,543 cf x 40.0%Voids #2A 17.70' 1,949 cf ADS_StormTech SC-740 x 42 Inside#1 Effective Size=44.6"W x 30.0"H =>6.45 sf x 7.12'L =45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44'Overlap Row Length Adjustment= +0.44'x 6.45 sf x 7 rows 1 3,367 cf Total Available Storage Storage Group A created with Chamber Wizard ' Device Routing Invert Outlet Devices #1 Discarded 17.20' 8.270 in/hr Exfiltration over Surface area #2 Primary 18.71' 8.0" Round Culvert L= 21.5' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 18.71'/ 18.50' S= 0.0098 71 Cc= 0.900 n= 0.010, Flow Area= 0.35 sf iscarded OutFlow Max=0.30 cfs @ 11.70 hrs HW=17.28' (Free Discharge) =Exfiltration (Exfiltration Controls 0.30 cfs) Primary OutFlow Max=0.83 cfs @ 12.32 hrs HW=19.30' TW=0.00' (Dynamic Tailwater) t2=Culvert (Barrel Controls 0.83 cfs @ 3.35 fps) Summary for Pond 144P: Proposed Stormwater Management Area#3 [87]Warning: Oscillations may require smaller dt or Finer Routing (severity--100) Inflow Area = 8,182 sf, 57.69% Impervious, Inflow Depth = 2.72" for 10 yr event Inflow 0.53 cfs @ 12.09 hrs, Volume= 1,858 cf Outflow 0.12 cfs @ 11.85 hrs, Volume= 1,859 cf, Atten= 77%, Lag= 0.0 min Discarded = 0.12 cfs @ 11.85 hrs, Volume= 1,859 cf 1 Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 11.02' @ 12.49 hrs Surf.Area=634 sf Storage=388 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 15.6 min ( 795.8-780.2 ) Volume Invert Avail Storage Storage Description #1A 10.00' 589 cf 20.50'W x 30.921 x 3.50'H Field A 2,219 cf Overall - 746 cf Embedded = 1,472 cf x 40.0%Voids #2A 10.50' 746 cf ADS_StormTech SC-740 x 16 Inside#1 Effective Size=44.6"W x 30.0"H => 6.45 sf x 7.12'L= 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44'Overlap Row Length Adjustment= +0.44'x 6.45 sf x 4 rows 1,335 cf Total Available Storage Storage Group A created with Chamber Wizard Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14-A Soils Type 11124-hr 10 yr Rainfall=5.00" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Page 8 Device Routing Invert Outlet Devices #1 Discarded 10.00' 8.270 in/hr Exfiltration over Surface area #2 Primary 12.67' 4.0" Round Culvert L= 110.0' CPP, square edge headwall, Ke=0.500 Inlet/Outlet Invert= 12.67'/ 12.00' S=0.0061 V Cc= 0.900 n=0.010, Flow Area=0.09 sf ' Discarded OutFlow Max=0.12 cfs @ 11.85 hrs HW=10.06' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.12 cfs) PrimaryOutFlow Max=0.00 cfs @ 0.00 hrs HW=10.00' TW=0.00' (Dynamic Tailwater) t2=Culvert ( Controls 0.00 cfs) Summary for Link 109L: Total Surface Runoff discharging from limit of watershed analysis _ Inflow Area = 69,135 sf, 70.95% Impervious, Inflow Depth = 1.61" for 10 yr event Inflow = 2.12 cfs @ 12.10 hrs, Volume= 9,292 of Primary = 2.12 cfs @ 12.10 hrs, Volume= 9,292 cf, Atten= 0%, Lag=0.0 min Primary outflow= Inflow, Time Span=0.00-40.00 hrs, dt=0.05 hrs Summary for Link 128L: Proposed runoff towards Goodhue Street Inflow Area = 65,458 sf, 74.09% Impervious, Inflow Depth = 1.67" for 10 yr event Inflow 2.08 cfs @ 12.10 hrs, Volume= 9,093 of Primary 2.08 cfs @ 12.10 hrs, Volume= 9,093 of, Atten=0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt=0.05 hrs Summary for Link 132L: Proposed runoff towards Boston Street L, Inflow Area 3,677 sf, 14.93% Impervious, Inflow Depth= 0.65" for 10 yr event Inflow 0.05 cfs @ 12.11 hrs, Volume= 200 of Primary = 0.05 cfs @ 12.11 hrs, Volume= 200 of, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span=0.00-40.00 hrs, dt=0.05 hrs i ' I Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14 -A Soils Type 11124-hr 25 yr Rainfall=6.20" 1 Prepared by Microsoft Printed 7/22/2016 HydroCAD@ 10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Page 9 - Summary for Subcatchment 111S: PR-1aR2 Runoff - 0.02 cfs @ 12.32 hrs, Volume= 133 cf, Depth= 0.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.20" 1 Area (sf) CN Description 3,154 39 >75% Grass cover, Good HSG A 3,154 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 50 0.0400 0.20 Sheet Flow, Grass: Short n=0.150 P2=3.20" 0.4 115 0.0800 4.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 4.7 165 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 133S: PRA bR2 ' Runoff = 0.26 cfs @ 12.10 hrs, Volume= 905 cf, Depth= 1.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-40.00 hrs, dt=0.05 hrs ' Type III 24-hr 25 yr Rainfall=6.20" Area (sf) CN Description 4,790 39 >75%Grass cover, Good, HSG A " 1,859 98 Paved Walkways HSG A 6,649 55 Weighted Average 4,790 72.04% Pervious Area ' 1,859 27.96% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.0 50 0.1000 0.28 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.3 60 0.0380 3.14 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 3.3 110 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 134S: PR-BLDG Runoff = 2.43 cfs @ 12.09 hrs, Volume= 8,877 cf, Depth= 5.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.20" Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14 - A Soils Type ///24-hr 25 yr Rainfall=6.20" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 stn 06611 @2015 HydroCAD Software Solutions LLC Pape 10 Area (sf) CN Description 17,868 98 Roofs, HSG A 17,868 100.00% Impervious Area To Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, I ' Summary for Subcatchment 135S: PR-TOWNHOUSE Runoff = 0.56 cfs @ 12.09 hrs, Volume= 2,060 of, Depth= 5.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.0040.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.20" Area (sf) CN Description 4,146 98 Roofs HSGA 4,146 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 136S: PR-2bR Runoff = 0.01 cfs @ 12.32 hrs, Volume= 77 cf, Depth= 0.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type 111 24-hr 25 yr Rainfall=6.20" Area(sf) CN Description 1,840 39 >75% Grass cover, Good HSG A 1,840 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft(ft) (ft/sec) (cfs) 3.3 40 0.0500 0.20 Sheet Flow, Grass: Short n=0.150 P2= 3.20" ' 3.3 40 Total, Increased to minimum To=6.0 min Summary for Subcatchment 137S: PR-211 tRunoff = 0.08 cfs @ 12.10 hrs, Volume= 275 cf, Depth= 1.80" ' Runoff by SCS TR-20 method, UH=SCS,Weighted-CN, Time Span= 0.00-40.00 hrs, dt=0.05 hrs Type III 24-hr 25 yr Rainfall=6.20" 1 Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_11112-NOAA Atlas 14-A Soils Type 111 24-hr 25 yr Rainfall=6.20" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Pace 11 Area(sf) CN Description * 549 98 Paved walkways, HSG A 1,288 39 >75% Grass cover, Good HSG A 1,837 57 Weighted Average 1,288 70.11% Pervious Area 549 29.89% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 25 0.0100 0.10 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" ' 4.3 25 Total, Increased to minimum Tc =6.0 min Summary for Subcatchment 138S: PR-3112 iRunoff = 1.80 cfs @ 12.09 hrs, Volume= 6,088 cf, Depth= 5.27' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.20" Area (sf) CN Description * 12,452 98 Pavement&walkways, HSG A 1,421 39 >75% Grass cover, Good HSG A 13,873 92 Weighted Average 1,421 10.24% Pervious Area 12,452 89.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 25 0.0100 0.10 Sheet Flow, Grass: Short n=0.150 P2=3.20" ' 1.3 220 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 5.6 245 Total, Increased to minimum Tc=6.0 min Summary for Subcatchment 139S: PR-4R2 Runoff = 1.79 cfs @ 12.09 hrs, Volume= 5,719 cf, Depth= 4.17' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-40.00 hrs, dt= 0.05 his Type III 24-hr 25 yr Rainfall=6.20" Area (sf) CN Description 4,076 39 >75%Grass cover, Good, HSG A ' 1,380 86 Porous Pavers, HSG A * 10,997 98 Pavement&walkways, HSG A 16,453 82 Weighted Average 5,456 33.16% Pervious Area 10,997 66.84% Impervious Area Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_112-NOAA Atlas 14-A Soils Type Ill 24-hr 25 yr Rainfall=6.20" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Page 12 I Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (f/sec) (cfs) 0.5 25 0.0100 0.79 Sheet Flow, Smooth surfaces n=0,011 P2= 3.20" 0.6 75 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps ' 1.0 150 0.0250 2.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.1 250 Total, Increased to minimum Tc=6.0 min ' Summary for Subcatchment 14OS: YD#1 R Runoff = 0.01 cfs @ 12.35 hrs, Volume= 50 cf, Depth= 0.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.20" Area (sf) CN Description 1,186 39 >75% Grass cover, Good HSG A 1,186 100.00% Pervious Area rTe Length Slope Velocity Capacity Description (min) (feet) (f/ft) (f/sec) (cfs) 7.4 50 0.0100 0.11 Sheet Flow, Grass: Short n=0.150 P2= 3.20" Summary for Subcatchment 141S: YD#2R Runoff = 0.00 cfs @ 12.32 hrs, Volume= 16 cf, Depth= 0.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-40.00 hrs, dt=0.05 hrs Type III 24-hr 25 yr Rainfall=6.20" Area (sf) CN Description 392 39 >75% Grass cover, Good HSG A 392 100.00% Pervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (f 1ft) (ft/sec) (cfs) 4.3 25 0.0100 0.10 Sheet Flow, Grass: Short n= 0.160 P2=3.20" 4.3 25 Total, Increased to minimum Tc= 6.0 min Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14-A Soils Type ///24-hr 25 yr Rainfall=6.20" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 @ 2015 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 142S: YD OR Runoff — 0.09 cfs @ 12.09 hrs, Volume= 290 cf, Depth= 4.07' ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.20" Area (sf) CN Description 250 39 >75%Grass cover, Good, HSG A 605 98 Paved walkway, HSG A 855 81 Weighted Average 1 250 29.24% Pervious Area 605 70.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 25 0.0100 0.79 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" ' 0.1 5 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.6 30 Total, Increased to minimum To=6.0 min Summary for Subcatchment 143S: PR-5R2 Runoff = 0.67 cfs @ 12.09 hrs, Volume= 2,302 cf, Depth= 5.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.20" ' Area (sf) CN Description 4,720 98 Paved parking, HSG A t 308 39 >75% Grass cover, Good HSG A 5,028 94 Weighted Average 308 6.13% Pervious Area 4,720 93.87% Impervious Area ' Tc Length Slope Velocity Capacity Description __(min) (feet) (ft/ft) (ft/sec) (cfs) 0.2 25 0.0700 1.72 Sheet Flow, Smooth surfaces n=0.011 P2= 3.20" 0.2 50 0.0700 5.37 Shallow Concentrated Flow, Paved Kv= 20.3 fps ' 0.4 75 Total, Increased to minimum Tc = 6.0 min Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14-A Soils Type//I 24-hr 25 yr Rainfa//=6.20" ' Prepared by Microsoft Printed 7/22/2016 HydroCAD010.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 14 ' Summary for Pond 136P: Proposed Stormwater Management Area#2 [87]Warning: Oscillations may require smaller dt or Finer Routing (severity=88) Inflow Area = 4,146 sf,100.00% Impervious, Inflow Depth = 5.96" for 25 yr event Inflow 0.56 cfs @ 12.09 hrs, Volume= 2,060 cf Outflow = 0.09 cfs @ 11.75 hrs, Volume= 2,064 cf, Atten= 83%, Lag= 0.0 min ' Discarded = 0.09 cfs @ 11.75 hrs, Volume= 2,064 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 27.14'@ 12.56 hrs Surf.Area= 487 sf Storage= 526 cf ' Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det.time= 30.0 min ( 774.6-744.7 ) Volume Invert Avail.Storage Storage Description #1A 25.50' 458 of 15.75'W x 30.921 x 3.50'H Field A 1,704 cf Overall - 560 of Embedded = 1,145 cf x 40.0%Voids ' #2A 26.00' 560 cf ADS_StormTech SC-740 x 12 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size=51.0"W x 30.0"H x 7.56'L with 0.44'Overlap Row Length Adjustment= +0.44'x 6.45 sf x 3 rows ' 1,018 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert, Outlet Devices #1 Discarded 25.50' 8.270 in/hr Exfltratlon over Surface area Discarded OutFlow Max=0.09 cfs @ 11.75 hrs HW=25.57' (Free Discharge) 1=Exfiltration (Exfiitration Controls 0.09 cfs) Summary for Pond 137P: Proposed Stormwater Management Area#1 [87]Warning: Oscillations may require smaller dt or Finer Routing (severity=71) Inflow Area = 32,759 sf, 73.43% Impervious, Inflow Depth = 4.46" for 25 yr event Inflow = 3.68 cfs @ 12.09 hrs, Volume= 12,164 cf Outflow = 1.77 cfs @ 12.26 hrs, Volume= 12,166 cf, Atten= 52%, Lag= 10.3 min ' Discarded 0.30 cfs @ 11.55 hrs, Volume= 9,173 of Primary 1.47 cfs @ 12.26 hrs, Volume= 2,993 cf Routing by Dyn-Stor-Ind method, Time Span=0.00-40.00 hrs, dt= 0.05 hrs 13 Peak Elev= 19.81' @ 12.26 hrs Surf.Area= 1,569 sf Storage=2,763 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) ' Center-of-Mass det. time= 33.0 min ( 825.7- 792.8 ) Proposed Condition Watershed Analysis- Boston Street Redevelopment, Salem MA Proposed_112-I40AA Atlas 14- A Soils Type ///24-hr 25 yr Rainfall=6.20" ' Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 15 Volume Invert Avail.Storage Storage Description #1A 17.20' 1,417 of 34.75'W x 45.16'L x 3.50'H Field A 5,493 of Overall - 1,949 of Embedded = 3,543 of x 40.0%Voids #2A 17.70' 1,949 of ADS_StormTech SC-740 x 42 Inside#1 ' Effective Size=44.6"W x 30.0"H => 6.45 sf x 7.121=45.9 of Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44'Overlap Row Length Adjustment=+0.44' x 6.45 sf x 7 rows ' 3,367 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 17.20' 8.270 in/hr Exfiltration over Surface area #2 Primary 18.71' 8.0" Round Culvert L= 21.5' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 18.71'/ 18.50' S= 0.0098'/' Cc= 0.900 n= 0.010, Flow Area= 0.35 sf ' Discarded OutFlow Max=0.30 cfs @ 11.55 hrs HW=17.25' (Free Discharge) t1=E41tration (Exfiltration Controls 0.30 cfs) Primary OutFlow Max=1.46 cfs @ 12.26 hrs HW=19.80' TW=0.00' (Dynamic Tailwater) t-2=Culvert (Inlet Controls 1.46 cfs @ 4.19 fps) Summary for Pond 144P: Proposed Stormwater Management Area#3 [87)Warning: Oscillations may require smaller dt or Finer Routing (severity=90) ' Inflow Area = 8,182 sf, 57.69% Impervious, Inflow Depth = 3.57" for 25 yr event Inflow 0.67 cfs @ 12.09 hrs, Volume= 2,435 of Outflow 0.12 cfs @ 11.75 hrs, Volume= 2,435 of, Atten= 82%, Lag= 0.0 min Discarded = 0.12 cfs @ 11.75 hrs, Volume= 2,435 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 11.45' @ 12.56 hrs Surf.Area= 634 sf Storage= 601 of Plug-Flow detention time=(not calculated: outflow precedes inflow) Center-of-Mass det. time=26.6 min (804.3 - 777.7) Volume Invert Avail.Storage Storage Description #1A 10.00' 589 of 20.50'W x 30.921 x 3.50'H Field A 2,219 of Overall-746 of Embedded = 1,472 of x 40.0%Voids #2A 10.50' 746 of ADS StormTech SC-740 x 16 Inside#1 Effective Size= 44.6"W x 30.0"H =>6.45 sf x 7.121=45.9 of Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44'Overlap Row Length Adjustment= +0.44'x 6.45 sf x 4 rows 1,335 of Total Available Storage IStorage Group A created with Chamber Wizard Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14-A Soils Type 111 24-hr 25 yr Rainfall=6.20" by Prepared Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 C2015 HydroCAD Software Solutions LLC Page 16 ' Device Routing Invert Outlet Devices #1 Discarded 10.00' 8.270 In/hr Exfltratlon over Surface area #2 Primary 12.67' 4.0" Round Culvert ' L= 110.0' CPP, square edge headwall. Ke=0.500 Inlet/Outlet Invert= 12.67'/ 12.00' S= 0.0061 T Cc=0.900 n= 0.010, Flow Area= 0.09 sf Discarded OutFiow Max=0.12 cfs @ 11.75 hrs HW=10.04' (Free Discharge) L1=Exfitration (Exfiltration Controls 0.12 cfs) 1 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=10.00' TW=0.00' (Dynamic Tailwater) L2=Culvert ( Controls 0.00 cfs) ' Summary for Link 109L: Total Surface Runoff discharging from limit of watershed analysis Inflow Area = 69,135 sf, 70.95% Impervious, Inflow Depth = 2.28" for 25 yr event Inflow = 3.56 cfs @ 12.12 hrs, Volume= 13,128 cf tPrimary = 3.56 cfs @ 12.12 hrs, Volume= 13,128 cf, Atten= 0%, Lag=0.0 min Primary outflow= Inflow, Time Span=0.00-40.00 hrs, dt=0.05 hrs Summary for Link 128L: Proposed runoff towards Goodhue Street Inflow Area = 65,458 sf, 74.09% Impervious, Inflow Depth = 2.34" for 25 yr event ' Inflow 3.47 cfs @ 12.12 hrs, Volume= 12,775 cf Primary 3.47 cfs @ 12.12 hrs, Volume= 12,775 cf, Atten= 0%, Lag= 0.0 min ' Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 132L: Proposed runoff towards Boston Street Inflow Area = 3,677 sf, 14.93% Impervious, Inflow Depth = 1.15" for 25 yr event Inflow 0.08 cfs @ 12.11 hrs, Volume= 353 cf Primary = 0.08 cfs @ 12.11 hrs, Volume= 353 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt=0.05 hrs I, � Proposed Condition Watershed Analysis -Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14 -A Solis Type W 24-hr 100 yr Ralnfa//=7.90" Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 @ 2015 HydroCAD Software Solutions LLC Page 17 Summaryfor Subcatchment 111S: PR-1aR2 Runoff - 0.06 cis @ 12.13 hrs, Volume= 293 cf, Depth= 1.12" ' Runoff by SCS TR-20 method, UH=SCS,Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=7.90" Area (sf) CN Description 3,154 39 >75% Grass cover, Good HSG A 3,154 100.00% Pervious Area 1 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 50 0.0400 0.20 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.4 115 0.0800 4.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 4.7 165 Total, Increased to minimum Tc=6.0 min Summary for Subcatchment 133S: PR-1 1JR2 Runoff = 0.46 cfs @ 12.10 hrs, Volume= 1,505 cf, Depth= 2.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.0040.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=7.90" Area(sf) CN Description ' 4,790 39 >75% Grass cover, Good, HSG A " 1,859 98 Paved Walkways HSG A 6,649 55 Weighted Average 4,790 72.04% Pervious Area 1,859 27.96% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f 1ft) (f/sec) (cfs) 3.0 50 0.1000 0.28 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.3 60 0.0380 3.14 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 3.3 110 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 134S: PR-BLDG Runoff = 3.11 cfs @ 12.09 hrs, Volume= 11,406 cf, Depth= 7.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=7.90" Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14-A Soils Type 111 24-hr 900 yr Rainfall=7.90" I ' Prepared by Microsoft Printed 7/22/2016 HydrOCAD®10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Page 18 Area (sf) CN Description ' 17,868 98 Roofs, HSG A 17,868 100.00% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, tSummary for Subcatchment 135S: PR-TOWNHOUSE ' Runoff = 0.72 cfs @ 12.09 hrs, Volume= 2,647 cf, Depth= 7.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=7.90" ' Area (sf) CN Description 4,146 98 Roofs, HSGA ' 4,146 100.00% Impervious Area Tc Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (ft/sec) (cfs) ' 6.0 Direct Entry, Summary for Subcatchment 136S: PR-2bR Runoff = 0.03 cfs @ 12.13 hrs, Volume= 171 cf, Depth= 1.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=7.90" Area (so CN Description ' 1,840 39 >75% Grass cover, Good HSG A 1,840 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.3 40 0.0500 0.20 Sheet Flow, Grass: Short n=0.150 P2=3.20" ' 3.3 40 Total, Increased to minimum Tc=6.0 min Summary for Subcatchment 137S: PR-211 Runoff = 0.14 cfs @ 12.10 hrs, Volume= 449 cf, Depth= 2.93" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=7.90" I' t 1 Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14-A Soils Type 111 24-hr 100 yr Rainfall=7.90" ' Prepared by Microsoft Printed 7/22/2016 HydroCAD010.00-15 sfn 06611 &2015 HydroCAD Software Solutions LLC Page 19 ' Area (sf) CN Description ' 549 98 Paved walkways, HSG A 1,288 39 >75% Grass cover, Good HSG A 1,837 57 Weighted Average 1,288 70.11% Pervious Area 549 29.89% Impervious Area t To Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 4.3 25 0.0100 0.10 Sheet Flow, Grass: Short n=0.150 P2=3.20" 4.3 25 Total, Increased to minimum Tc=6.0 min Summary for Subcatchment 138S: PR-3R2 Runoff = 2.33 cfs @ 12.09 hrs, Volume= 8,028 cf, Depth= 6.94" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN,Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=7.90" Area(sf) CN Description ' 12,452 98 Pavement&walkways, HSG A 1,421 39 >75% Grass cover, Good, HSG A 13,873 92 Weighted Average 1,421 10.24% Pervious Area 12,452 89.76% Impervious Area To Length Slope Velocity Capacity Description _ (min) (feet) (ft/ft) (ft(sec) (cfs) 4.3 25 0.0100 0.10 Sheet Flow, Grass:Short n=0.150 P2= 3.20" ' 1.3 220 0.0200 2.87 Shallow Concentrated Flow, Paved Kv=20.3 fps 5.6 245 Total, Increased to minimum Tc=6.0 min Summary for Subcatchment 139S: PR-4112 Runoff = 2.44 cfs @ 12.09 hrs, Volume= 7,904 cf, Depth= 5.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt=0.05 hrs Type III 24-hr 100 yr Rainfall=7.90" Area (sf) CN Description 4,076 39 >75% Grass cover, Good, HSG A 1,380 86 Porous Pavers, HSG A ' 10,997 98 Pavement&walkways HSG A 16,453 82 Weighted Average 5,456 33.16% Pervious Area ' 10,997 66.84% Impervious Area Proposed Condition Watershed Analysis -Boston Street Redevelopment, Salem MA Proposed R2-NOAA Atlas 14-A Soils Type 111 24-hr 100 yr Rainfall=7.90" I ' Prepared by Microsoft Printed 7/22/2016 HHydroCADO 10.00-15 s/n 06611 02015 HydroCAD Software Solutions LLC Paae 20 Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (f/sec) (cfs) 0.5 25 0.0100 0.79 Sheet Flow, ' Smooth surfaces n= 0.011 P2= 3.20" 0.6 75 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.0 150 0.0250 2.55 Shallow Concentrated Flow, ' Unpaved Kv= 16.1 fps 2.1 250 Total, Increased to minimum Tc =6.0 min ' Summary for Subcatchment 1405: YD #1 R Runoff = 0.02 cfs @ 12.16 hrs, Volume= 110 cf, Depth= 1.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=7.90" ' Area (sf) CN Description 1,186 39 >75% Grass cover, Good HSG A 1,186 100.00% Pervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 1 7.4 50 0.0100 0.11 Sheet Flow, Grass: Short n=0.150 P2=3.20" Summary for Subcatchment 141 S: YD#211 Runoff = 0.01 cfs @ 12.13 hrs, Volume= 36 cf, Depth= 1.12" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=7.90" Area (sf) CN Description 392 39 >75% Grass cover, Good HSG A 392 100.00% Pervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 25 0.0100 0.10 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 4.3 25 Total, Increased to minimum Tc =6.0 min Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14-A Soils Type Ill 24-hr 100 yr Rainfall=7.90" ' Prepared by Microsoft Printed 7/22/2016 HydroCAD® 10.00-15 s/n 06611 @ 2015 HvdroCAD Software Solutions LLC Page 21 Summary for Subcatchment 142S: YD#311 Runoff 0.12 cfs @ 12.09 hrs, Volume= 402 cf, Depth= 5.65' ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=7.90" ' Area (sf) CN Description 250 39 >75% Grass cover, Good, HSG A 605 98 Paved walkway, HSG A 855 81 Weighted Average 250 29.24% Pervious Area 605 70.76% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (Cfs) 0.5 25 0.0100 0.79 Sheet Flow, Smooth surfaces n=0.011 P2= 3.20" 0.1 5 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.6 30 Total, Increased to minimum Tc= 6.0 min ' Summary for Subcatchment 143S: PR-5112 Runoff = 0.86 cfs @ 12.09 hrs, Volume= 3,009 cf, Depth= 7.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN,Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=7.90" ' Area (sf) CN Description 4,720 98 Paved parking, HSG A 308 39 >75% Grass cover, Good HSG A 5,028 94 Weighted Average 308 6.13% Pervious Area 4,720 93.87% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (f/sec) (cfs) 0.2 25 0.0700 1.72 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.2 50 0.0700 5.37 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.4 75 Total, Increased to minimum To = 6.0 min Proposed Condition Watershed Analysis- Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14-A Soils Type 11124-hr 100 yr Rainfall=7.90" ' Prepared by Microsoft Printed 7/2212016 HydroCAD®10.00-15 s/n 06611 @ 2015 HYdroCAD Software Solutions LLC Page 22 Summary for Pond 136P: Proposed Stormwater Management Area#2 [87]Warning: Oscillations may require smaller dt or Finer Routing (severity=75) ' Inflow Area = 4,146 sf,100.00% Impervious, Inflow Depth = 7.66" for 100 yr event Inflow 0.72 cfs @ 12.09 hrs, Volume= 2,647 cf Outflow = 0.09 cfs @ 11.70 hrs, Volume= 2,648 cf, Atten= 87%, Lag= 0.0 min 1 Discarded = 0.09 cfs @ 11.70 hrs, Volume= 2,648 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 27.86'@ 12.63 hrs Surf.Area= 487 sf Storage= 762 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time=47.6 min (789.0 -741.4 ) ' Volume Invert Avail.Storage Storage Description #1A 25.50' 458 cf 15.75'W x 30.921 x 3.50'H Field A 1,704 cf Overall- 560 cf Embedded = 1,145 cf x 40.0%Voids ' #2A 26.00' 560 cf ADS StormTech SC-740 x 12 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121=45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44'Overlap Row Length Adjustment= +0.44'x 6.45 sf x 3 rows 1,018 cf Total Available Storage Storage Group A created with Chamber Wizard fDevice Routing Invert Outlet Devices #1 Discarded 25.50' 8.270 in/hr Exflitratlon over Surface area ' Discarded OutFlow Max=0.09 cfs @ 11.70 hrs HW=25.58' (Free Discharge) 1=Exfltration (Exfiltration Controls 0.09 cfs) ' Summary for Pond 137P: Proposed Stormwater Management Area#1 [93] Warning: Storage range exceeded by 3.35' [87]Warning: Oscillations may require smaller dt or Finer Routing(severity=63) Inflow Area = 32,759 sf, 73.43% Impervious, Inflow Depth= 6.04" for 100 yr event Inflow = 4.92 cfs @ 12.09 hrs, Volume= 16,482 cf Outflow = 4.06 cfs @ 12.20 hrs, Volume= 16,485 cf, Atten= 17%, Lag=6.5 min Discarded = 0.30 cfs @ 11.20 hrs, Volume= 11,026 cf Primary = 3.76 cfs @ 12.20 hrs, Volume= 5,460 cf ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt=0.05 hrs/3 Peak Elev=24.05' @ 12.20 hrs Surf.Area= 1,569 sf Storage= 3,367 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det.time= 31.7 min (817.2- 785.5 ) Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14-A Soils Type 111 24-hr 100 yr Rainfall=7.90" Prepared by Microsoft Printed 7/22/2016 Hydro CAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 23 1 Volume Invert Avail.Storage Storage Description#1A 17.20' 1,417 cf 34.75'W x 45.1VL x 3.50'H Field A 5,493 cf Overall - 1,949 cf Embedded = 3,543 cf x 40.0%Voids #2A 17.70' 1,949 cf ADS_StormTech SC-740 x 42 Inside#1 Effective Size= 44.6"W x 30.0"H=> 6.45 sf x 7.121=45.9 cf Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap Row Length Adjustment= +0.44'x 6.45 sf x 7 rows ' 3,367 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 17.20' 8.270 in/hr ExFitration over Surface area #2 Primary 18.71' 8.0" Round Culvert L= 21.5' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 18.71'/ 18.50' S= 0.00987' Cc= 0.900 n= 0.010, Flow Area=0.35 sf Discarded OutFlow Max=0.30 cis @ 11.20 hrs HW=17.24' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.30 cfs) Primary OutFlow Max=3.69 cis @ 12.20 hrs HW=23.87' TW=0.00' (Dynamic Tailwater) ' t-2=Culvert (Inlet Controls 3.69 cis @ 10.58 fps) Summary for Pond 144P: Proposed Stormwater Management Area#3 [87]Warning:Oscillations may require smaller dt or Finer Routing (severity=75) Inflow Area = 8,182 sf, 57.69% Impervious, Inflow Depth = 4.84" for 100 yr event Inflow 0.91 cis @ 12.09 hrs, Volume= 3,303 cf Outflow 0.12 cis @ 11.70 hrs, Volume= 3,303 cf, Atten= 87%, Lag=0.0 min Discarded = 0.12 cfs @ 11.70 hrs, Volume= 3,303 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method,Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 12.24' @ 12.67 hrs Surf.Area= 634 sf Storage= 953 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 48.8 min(824.0-775.1 ) Volume Invert Avail Storage Storage Description #1A 10.00' 589 cf 20.50'W x 30.92%x 3.50'H Field A 2,219 cf Overall -746 cf Embedded = 1,472 cf x 40.0%Voids #2A 10.50' 746 cf ADS_StormTech SC-740 x 16 Inside#1 Effective Size=44.6"W x 30.0"H => 6.45 sf x 7.12'L =45.9 cf Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44'Overlap ' Row Length Adjustment= +0.44'x 6.45 sf x 4 rows 1,335 cf Total Available Storage ' Storage Group A created with Chamber Wizard ' Proposed Condition Watershed Analysis - Boston Street Redevelopment, Salem MA Proposed_R2-NOAA Atlas 14-A Soils Type 111 24-hr 100 yr Rainfall=7.90" ' Prepared by Microsoft Printed 7/22/2016 HydroCAD®10.00-15 s/n 06611 @ 2015 HydroCAD Software Solutions LLC Page 24 1 Device Routing Invert Outlet Devices #1 Discarded 10.00' 8.270 in/hr Exfiltration over Surface area #2 Primary 12.67' 4.0" Round Culvert L= 110.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 12.67'/ 12.00' S= 0.0061 T Cc= 0.900 n=0.010, Flow Area= 0.09 sf Discarded OutFlow Max=0.12 cfs @ 11.70 hrs HW=10.05' (Free Discharge) t1=Exflitration (Exfiltration Controls 0.12 cfs) ' PrimaryOutFlow Max=0.00 cfs @ 0.00 hrs HW=10.00' TW=0.00' (Dynamic Tailwater) t2=Culvert (Controls 0.00 cfs) Summary for Link 109L: Total Surface Runoff discharging from limit of watershed analysis Inflow Area = 69,135 sf, 70.95% Impervious, Inflow Depth = 3.30" for 100 yr event Inflow = 6.06 cfs @ 12.19 hrs, Volume= 18,991 cf Primary = 6.06 cfs @ 12.19 hrs, Volume= 18,991 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 128L: Proposed runoff towards Goodhue Street Inflow Area = 65,458 sf, 74.09% Impervious, Inflow Depth = 3.37" for 100 yr event Inflow 5.94 cfs @ 12.19 hrs, Volume= 18,371 cf Primary 5.94 cfs @ 12.19 hrs, Volume= 18,371 cf, Atten= 0%, Lag= 0.0 min ' Primary outflow= Inflow, Time Span=0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 132L: Proposed runoff towards Boston Street ' Inflow Area = 3,677 sf, 14.93% Impervious, Inflow Depth = 2.02" for 100 yr event Inflow 0.17 cfs @ 12.10 hrs, Volume= 620 cf Primary = 0.17 cfs @ 12.10 hrs, Volume= 620 cf, Atten= 0%, Lag=0.0 min ' Primary outflow= Inflow, Time Span=0.00-40.00 hrs, dt= 0.05 hrs 1 = , , w 4 � xe� q m - { v m. f h i e m. z Fea _ 3v ds m ` t a i. a �L t_ S t' ti n i e P v s. n P'. M y"e , _ F m i c m r it o- m i iStormwater Report Compliance Calculations Boston Street Residential Development, Salem Massachusetts July 14, 2016 L i Revised July 21,2016 1.0 Standard 1-No Untreated Discharges Or Erosion To Wetlands: i • Untreated Discharges: To document compliance that new discharges are adequately treated refer to calculations for iStandards 4 through 6. i2.0 Standard 2-Peak Rate Attenuation: • Refer to Total Peak Rate of Runoff Comparison Table found in Section 1 of the Stormwater Report for summary tables that demonstrate that we meet this standard 3.0 Standard 3 -Stormwater Recharge: i • Recharge Volume: R�mquimd=F x Impervious Area Site consists of Hydrologic Soils Group C: Fc=0.60 in. Proposed Impervious Area on site: A=54,576 ft2(Includes all Roof Area) ' Rv,Pq,,;,pd= (54,576)ft2 x (0.60 inch)/12 inch/ft=2,729 ft3 Total Provided in Stormwater Management Areas 1,2&3=4,715 ft3 i (Below the lowest hydraulic device) • Calculate Required Recharge Volume for each stormwater management area based on the iamount of tributary impervious area SWMA#1 R,mqui,,d= (25,434)ft2 x(0.60 inch)/12 inch/ft=1,272 ft3 Provided Volume below 12" diameter outlet=2,138 ft3 SWMA#2 Rvmpjmd= (4,146)ft2 x (0.60 inch)/12 inch/ft=207 ft3 Provided Volume in system=1,115 ft3 ' SWMA#3 R„mq,,;md=(4,720)ft2 x (0.60 inch)/12 inch/ft=236 ft3 Provided Volume in system=1,462 ft3 iPage 2-1 it Stormwater Report Compliance Calculations Boston Street Residential Development,Waltham, MA July 14, 2016 Revised July 21, 2016 • Capture Area Adjustment: Total Proposed impervious area:54,576 ft2 Site impervious area draining to recharge facilities:34,300 ft2(see Mitigative Drainage Study) Ratio of total site impervious area to site impervious area draining to recharge facility _(54,576)/ (34,300) =1.59 Adjusted minimum required recharge volume= (2,729) (1.59)=4,339 ft3 Total Provided in Stormwater Management Areas 1,2&3=4,715 ft3 ' • Drawdown Within 72 Hours: Tdrawd.w =R�/ (K)(Bottom Area) ' PR-SWMA1 R„=1,272 ft3(See calculation above) K=8.27 in/hr (Rawls Rate) Bottom Area=34.75 ft x 45.16 ft=1,569 ft2(see Mitigative Drainage Study) Td,.wdowo=1,272/1(8.27)(1,569)/121 =1.2 hours <72 hours PR-SWMA2 RV =207 ft3(See calculation above) K=8.27 in/hr(Rawls Rate) Bottom Area=15.75 ft x 30.92 ft=487 ft2(see Mitigative Drainage Study) Td.d...=207/[(8.27)(487)/12]=0.6 hours<72 hours PR-SWMA3 R,. =236 ft3(See calculation above) K=8.27 in/hr (Rawls Rate) Bottom Area=20.50 ft x 30.92 ft=634 ft2(see Mitigative Drainage Study) Tdmwdowo=236/[(8.27)(634)/12] =0.5 hours<72 hours 4.0 Standard 4—Water Quality • Water Quality: VwQregosred=(DwQ)(Ahvp) DwQ=1.0 in. (Rapid Infiltration Area) Ai,„p=32,562 W(Excludes All Roof Area) VwQrepiwd=1(1.0)(32,5621/12=2,714 ft3 V WQ provided=4,715 ft3 Page 2-2 Stormwater Report Compliance Calculations Boston Street Residential Development,Waltham, MA July 14, 2016 Revised July 21, 2016 ' TSS Removal: Does not include Proposed Roof areas Pavement receiving 25% TSS removal from existing drainage system=2,408 sq.ft tPavement receiving 85%TSS removal from proposed drainage system=34,300 sq. ft Perform Weighted Average: ' 2,408 sq. ft x 0.25+34,300 sq.ft.x 0.85 [100) =81.1% 36,708 sq.ft See TSS removal calculation worksheets below. 5.0 Standard 5-Land Uses With Higher Potential Pollutant Loading: tThis project is not being considered as a LIJHPPL. 6.0 Standard 6-Critical Areas: ' The stormwater discharge from this property is not within an Interim Wellhead Protection Area of a public water supply nor within a Zone II. However,it does he within an area of t rapid infiltration due to the sands present on site and is therefore subject to the one (1")inch rule. 7.0 Standard 7- Redevelopment: ' This project is not being considered as a redevelopment. 8.0 Standard 8-Construction Period Controls: A Stormwater Pollution Prevention Plan (SWPPP) will be provided. 9.0 Standard 9-Long Term Operation And Maintenance Plan: ' See Section 5.0 Long Term Operation and Maintenance Plan 10.0 Standard 10-Illicit Discharges To Drainage System: ' There are no proposed illicit discharges into the Stormwater Management Systems to be constructed as shown on the site plan. t ' Page 2-3 i ' v INSTRUCTIONS: 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu Version f,Automated:Mar.4,2008 2. Select BMP from Drop Down Menu 3.After BMP is selected, TSS Removal and other Columns are automatically completed. Location . ast��l�;�rat`�,a�g�F B C D E F TSS Removal Starting TSS Amount Remaining BMP1 Rate' Load* Removed C*D Load D-E 0.25 1.00 z0.25 0.75 O L�#�A zma�'yjY,"'>�awk+ . v ".fu`s; ��ic��rfawt � *'L�rk�'rrh�vrax 0.00 0.75 0.00 0.75 K �. Q a r,Ny'„y>}, "v�'`.f" '��.p+z `'' 0.00_ 0.75 0.00 0.75 N � i A �tI+�XJA t4�52A L n/" ql yri fp�µ`�ng Lyx .t YYte I P , « 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 Separate Form Needs to be Completed for Each Total TSS Removal = 25% Outlet or BMP Train 8atozg5r w 1x: Project. trz,3 t> Fr. N Prepared By: 1LZM 13T" s' *Equals remaining load from previous BMP(E) Date: ? K` < , which enters the BMP Non-automated TSS Calculation Sheet must be used if ProPrietary BMP Proposed 1.From MassDEP Stonnwater Handbook Vol.1 Mass.Dept ofEtvironmentaf Protection INSTRUCTIONS: I. In BMP Column,click on Blue Cell to Activate Drop Down Menu version 1.automated:Mar.a,2008 2. Select BMP from Drop Down Menu 3.After BMP is selected, TSS Removal and other Columns are automatically completed. Location Pfe`1attlf'" y „' B C D E F TSS Removal Starting TSS Amount Remaining BMW Rate' Load* Removed C*D Load D-E xaafa� 1b4x 0.25 1.00 _ v 0.25 0.75 C 0rTi5ttor ," 0.25 0.75 0.19 0.56 0.00 0.56 0.00 0.56 V♦ � 1 � �vR �' fz� rFp .t�n��" 0.00 056 0.00. 0.56 /R 2 �GXG M M (�lIVf1�JLyt',< �f hhRvv(v�aW.l'.y., 4_T YN cdµ(.�fw 0.00 0.56 0.00 0.56 Separate Form Needs to be Completed for Each Total TSS Removal Outlet or BMP Train Project: P"wgg ; Prepared By: pais "r } N �4r �r� G�,34h �` �s � " 'Equals remaining load from previous BMP(E) �, Date: tr„f which enters the BMP Nornautomated TSS calculation Sheet must be used if Proprietary BMP Proposed 1.From MessDEP Stormmter Handbook Vol.1 Mass.Dept of Environmental Protection � � � r �l�w r rl >• +• � � � r � ill➢ .r � � INSTRUCTIONS: I. In BMP Column, click on Blue Cell to Activate Drop Down Menu Version 1,Automated:Mar.4,2008 2. Select BMP from Drop Down Menu 3.After BMP is selected, TSS Removal and other Columns are automatically completed. Locationt� ralaa�rrf y n .N , B C D E F TSS Removal Starting TSS Amount Remaining BMP' Rate' Load* Removed C*D Load D-E 55, 0.25 1.00 0.25 0.75 yi 4 MLsr ;y"i Y 5 � ao , C O orf Yii� 0.80 0.75 0.60 0.15 "1S yS"3pp '{j Yl 1 0.00 0.15 0.00 0.15 f Yt r^' 5 s t a' f xi 1 A'i sk 3u « yir 'wit+ 0.00 0.15 0.00 0.15 �VLL//��11�� wJ''7J1A�yfthF$A:4°'+�v6 rfcx IL-0-00 0.15 0.00 0.15 —] Sparate Form Needs to Completed for Each Total TSS Removal = ssa� 7b: Outlet or BMP Train Project: Prepared By: 0, �"P�'-. f m `Equals remaining load from previous BMP (E) Date: `Ja which enters the BMP W Nonautomated TSS Calculation Sheet �. must be used if Proprietary BMP Proposed 1.From MassDEP Stormwater Handbook Vol.1 Mass.Dept of Environmental Protection WILLIAMS 191 South Main Street, Suite 103 SPARAGESMiddleton, MA 01949 U. (978) 539-8088 Office Twww.wsengineers.com _j j__ 'b. A JI. -4- --� - - j �'4tj J, PA* i, ----------- L ....... -1 -. 62-4-f�:!i------- i -- 4 'IAVill i T CIL ......lL 04 J, t J., + + Op. k 151 -. �� . �._ 4C�..� i . €__.i 1.... ._,t_.{; ----------- & WILLIAMS 191 South Main Street, Suite 103 SPARAGES Middleton, MA 01949 (978) 539-8088 Office Twww.wsengineers.com S. 'OUP C4L�(MLA PM VA. 4 4_ j T- 77 'A J . �4L _ f 1891 4-- J_J_ Dy �A ....... T-- > t +_4 L L -T- ............ F-T L+J­ _J...... -4- L T A + PROJECT NUM R' HY-8 Analysis Results Culvert Summary Table-12" HDPE Culvert Crossing: 12"HDPE-Crossing Goodhue ITotal Culvert Headw, Inlet utlel Flow, 10.32 ormaC CriticalrDepth fleallwate 60et - altwate Dischar Dischar er ontrol ontrol Type epth_ Depth Depth etocity r` e(ds) g e(cfa) Elev406 Depth(fl Depth(ft) flj (f0 ft) (ft/$) Velocity 3 Z. 2• ^ 1.24 1,24 5.96. .66 .0*, 1.-S26 .25: 0.47 .28 .17 7.47 00 ` 1.31 1.31 5:98, :68 .0` 1-S2n .26• ..:.0.48 .27 .17 7,56 t00 1.38 1.38 8.01 .71 0' 1-S2n .28'. .0.50 .28 .17 7.68 .00 1,46 1:46 6,03 ,73 0" 1-S2n27' _ 0.51 0.29 .17 7.79 0.00 1.53 1.53 W :75 0` 1-S2n .28 -0.52 .30 :17 7.89 0.00 1,60 1.60 6.08 ,78 - .0` _ 1-S2rr :28. 0:54.. .- .31 .97. .98 0.00 1.6T 1,67 :10 0,$D .: 0' 1-62n .29 .55 .31 .17 .07 0.00 1.74 1.74 .12- .8Z 0` 1-526 :30 .56 .82 ,17' All 0.06 1.82 1;82 .14- .84 :0` 1-S2n .30 .57 .33 .17' .08 0.00 1,89 1.89 .16 0.86 .0` 1-S2n .39 .58 0,34 .17 - ,f3 0.07- AM, :00 AM,,-- -� 1.96 1.98 .t8 .88 .0' 1-S26 .59 .34 .17 8.20 0.00. �l PROP: Nkro -1 t MONITORING SHALLOW CB ` i RIM,=7 95• �AiIWAMC.( WELL (M;W } 12' INV-4.25 :EX. DMH DyW OON� Ex CB_ 0? REPLACE CB 2 RIM=7.95 GRATE COVE t� SYJMA $ �� w o SI IN 3.92 SOLID COVER dy A[k PROP. RIM-8.0 � 12• INV=4.17 IN Fep PROP. DMH ` -RIM=9,3O P G12SSG 8 INV 5:63 IN ROOF INU=5:30 IN M.W. W. 12," INV=5-30 OUT' tp.2 \�FM p1a1+ �iM '' 9:K -8.71 � ► INV=5. 6• S 7 ... • � '.S.d z ' 1fJU�,1.'54(18'� n `r ORS ';` a 0, tS 4o CCF�eNs• ROP, SEDIMEN ♦ a d , - DMH OIL SEPAFfATOR V RIMs BROUGHT TO F.i; 0 IN TOP OF TANK '22:45 :OUT - _' d 12" INV IN= 20.86 y ;% �� 12' INV OUT 20.61 %,^%a &,ftio►� /MW na - '� OTTOM OF TANK=1.6 5:3 i s' Set. Plot an , Circular Channel 0.9-- 0.8 0.7 w 0.6 s, v C m w 0.4 0.3 0.2 � 0.1 0 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 Station (ft) i soro HY-8 Analysis Results } ' Culvert Summary Table-12"from SWMA 1' Culvert Crossing:Outlet Pipe I otal ulvert Headws Inlet Duflet FI6W Normal rKl6al Outlet ailwate Wet ailwate Dischar Dlecher ter ontrol, ontrol epth Depth epth Depth elocity r tY ge(c(s) "e(efs) Eleva9u )epth(ft) )epth(ft) ftj (tt) ft) (fl}, Itt elocity- I � $ 0.00 00 1811 tUs .00 .0 -NF .00 0.00 0.00 18.50 .00 0:00 i 0.06' .06 18.86 .15 A" 1-S2n .09 0.10. .09 16.50 1.79 .00 0.13 -0.13 18.90 .19 .0' 1=S2n .12 0.14 .12 16.50 .04 0.00 ` 0.19 0.19 18.95 .24 .0' 1-S2n .14 .17" .14 16.50 .65 .00 I 0.25. .0.25 18.99 .26 ,0' 1-S26 0.17 0,20 .17 16.50 :73 00 is ,32_ .'0.31 19.03. .32 __ .02 1-52n :19 0.23 A9 16.50:. .98 ._, :00 0:38 1905. .34 .OS hS2n .21 0.26 .21 16.50. .19 .00 _ .44 0144 19.08 .37 .07 1-52n 0.22 .0.27 .23 18.50- .40 0.00 '.` .50 0:50 19.11 .40 .09 1-S2n 0:24 - 0.29 .24 16,50. .35 0,00 .57 .67 19:14 .43 .12 1-S2n -0.26 0.31 _ V 26 8:50 13AT 0.00. W t� �.J�o ,63 Ot63 19:16 ,45 .14 1-82n .27 0.33 27 116.50,. t • NotI*-&%= now 140 T,&%AvAkrcs N ' • FIOW �rrh iSWKAS+' U Z e, -% D ` 1 RAINNOPF o 1 ���►.1 t, � OPF QRAIN '(Q)@,(b) v �fu b J r c Q o ' Tot Of.vb. 's; o . � o Vj u . • � a YiPt 1S' v t N UP #4905 g Q 4 � WfGUY inlea . AjE rn = PROPOSED; SEDIMENT DU & `OIL SEPARATOR �SHALL, T O,W TO F.G. CB RIM=2 ,30 �jlG101-06i r15 �7 �i�i�R B 12" INV=l .50 r r rr r rr ■r r� r ■r �r rs �r �r r it r rc r r� Circular Channel 1.0 0.9-- 0.8 0.7 F0.6 c 0 0.5 w 0.4- 0.2- 0- 0 .40.200 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 Station (ft) � F to tiL HY-8 Analysis Results Culvert Summary Table 12" HDPE, Culvert Crossing: 12"HDPE otal C Keri Headwa Inlet u8et Flow NormalRO'Dr al Jet allwate u8et [TallwatWD'Scha)risch*,ter Control ontrot ypa eptl h Depth r Depth elocity a(efs) EIOYa90 DepBi(H Depth(ft) (ft) k) it) fNs) eloci.0 .70 1.04' .43 .0* 1-S2n .14 0.15 19.12 .94 :00 .77 1.08 ,45 .0' 1-S2ri. 0.15 :16 19.12: .16 0.00: .84 1:08 .47 .0* 1-S2n �'.15 .17 19.12' .38 0.00 .91 Lt0 .49; .0* 1-S2n .16 .18 19-12 :59 0.00 0.98 0.98 1.43 ,52; .0• 1=S2n ,17 0.19 19.12; ,79 .00 1.05, 1.66 1.15 .54i ,0* 1-S2n .18' 0.19 19,12: .98 0:001.121.12 1.18 ,57 00* 1,S2n 0.18 0.20 19.12 10.1& .001.19 1.19 1.20 .59' .0* 1-S2n 0.19. 0.21 19:12' 10.38 0.001.28 1.26 123 .62 .0* 1-S2n 17:19: 21 19.12. 10.59 :00,1::33 1.25. .64 .0• 1'S$ n 0.20` .22 19.12 10.72 ;00;40 1.27 .86 ! .0" 1-S2n 0.20 :23 19.12 10.88 .00 � N TAit kr i Rev 4 ICI 1 • �; �t l►r., - �}.ZO 0- r_RAtN PE o R t✓ri%M o o L. HDPE O � O A I VY, i � v . �Is =- UP s 4r-� W-I { .'!!, r% W/GUY 05 � S, !. a h� Vii�tf' i PROPOSED SEDIMENT DS2LLOW y41 : & ,OIL .SEPARATOR , T TO F.Gi_ OB RIM-2 .30 ' r, Si ��"f�7P-9E.__ ,-• 1,2" INV=i .50 1 ?lot- C V%4-%+' #44; -� Circular Channel 1.0 0.94- 0.7- -0.6- 1>00.5 .90.7-0.6m0.5 w 0.4- 0 2 .40.2 i ra 0.1 9 0 0 0.1 0.2 0.3 0.4 0 5 0.6 0.7 0.8 0.9 1.0 Station (ft) HY-8.;Analysis Results Culvert Summary Table- 1Z! HDPE; Culvert Crossing: 12" HDPE ' otal Cuivert Headwa Inlet u9et Flow Normal Critical NtNet ailwate utlet ailwate Dischar Dischar er ontral ontrol .ypeepth Depth Depth Depth elocity r e(cfs9' a(cis) Eievatio Deptti(ft pth(ft - ft)' (ft). ft) R). ft/s) eloGty in ft,. Rls :84 .84. '19.51 .51 .15 1-S2n .21' .38" .23 19:12' .93 0.00 .90 .r 0.90' 19.54 .54- .16 VS2n .21 .39 :24 1912 .01. .00. 0.88 .96 19°56 .56 .16 1-S2n, .22- .41 0:25 ' 19.12 .09 0.00 1.01 `1'.01 19.58 .58 .17 1-S2n .23 .42 -.26 19.12 .17 ' 0.00; ' 1.07 1.07 19.60 .60 .17 1-S26 .23 .44 .27 18.12 .25 0.00. 1.13 $.13""" 19.62 . .62.. 0.18 1526_ .24 . 18.12' .3& .00 ` 1.19 1.19 _ 19,64 .64. 0.18; 1=S2n .25. 0.46 0:29 19.12:.:. .40 -.00 1".25 18.66 .66 0.19 1-S2n 0.25 - .47 0.30 19.12-- 8AS :00- 88 .68 .19 1S2n 0.26 .48 :30 19.12-.. .55. 0.00 1.36 1:'36 19.70 .70 _.. .20 1.-S2n=. 0.27 .49 :31 19.12 -" .62-- .00 1.42 :1.42 18.72 .72. . . .21 1, n 0[27- .50:_ :32 19:12(. .69. '.00 ' • 'tom( t�k4kt T'1 "� _ '4r'A'%twG ltd-` � e,►� It A^ � Z i v m ORA NOP o �DP� ot Not 4W,6kaA4� =n� rrr ° o < •, d u .. . � #. UP #49;05 S- Q� prrt,�.x.tt. . w/c.UY ' • � �. o PROPOSED` SEDIMENT' DOUSt` G. �1� _ o & AIL -SEPARATOR SHALLOW , .r�Ac,SA� uoNo W T TOF.G. CB RIM=2, .30 thl GaALi � - 12" INV=1 ,50 rq4-zt- t�aw� Circular Channel 1.0 0.9 77 0.8-- 0.7-7 0.6 c 0 0.4- 0.3-- 0.2-- 0.1 .4 0.3 F� 0.2 0.1 0 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 Station (ft) AID I 4511T 00A HY-8 Analysis Results s C,utverE Summary Table- 12" HDPE' Culvert Crossing: 12"HDPE otall uivert eadwa Inlet' utlet J.,3446 Normal Critical Outlet112 ate outlet ailwate Dischar.gischar ter-' Control Contrel Depth Depth Depthth elDoty r' ge(cfs)' a(cfs) Eievafio Depth(R Depth(ft -(@)_ ft). (ft) Nsj elooity. ' n ft fd 0.70, 0.7D 2,23 48 0` 0:26 0.34 .28 38 O.OD .77 Q 77 .25 .50 .0' 0.27 0.36 .27 .47- .00 0.84 .84 2:28 :53. V n ,28 .38 0.28 .62 0,00 .91 0.91 2.31 .56 0 .29 .40 0.29 ' .76 .00 .9$ .98 2:34- .59'. 0` .30 0.41 .30 '' .89. .00 1.05: 1.05 2.36 ,61 .0` 0;32' 0.43 0.32 .01 .00 7.12 11.12 2.39 :64 .0` 0.33 0.45 .33 .00 0.00 ' ' 1.19 1119 2.41 .66 .0a .34 .46 .34 ' .08' .00 .69 .0' .35. 47 0.36 5.15 .00 .71 ,0" 0.36. .49 .36 " .22 0.00 .73 .0' .37 0.50 0:37 :- 5.30 0:00 ti �,slw+l�t TlQF3'` cPoo 1y" l fM 6 3ffiAM ' �Y PQ�JaMOC V `\ �r}i SEDIMENT WSID�r��S&U 1RtWt W \ &.tlbT >ross \mow.. yw. xrcatits�' S7DtJ ay All _N `\ J� JIB /{'y J` �y� .IYe ,OtIPNCER JAN STf7[iFl• ru .�SI2 W •.�Tty R\. REPIACE E�ATSNNG � W ��/� IIr - A£00 `(yN"IIx} NIFN PROP. rtlBE 5 R• 5 EEE TO BE A1ECTERIA�wuGO 14 i fNpNE PROP ROOF OR l3 HOPE INV OUT-0.0 RIMB� O . d W 1NWW0OIIN M .88 MN no t i ENGINEER yw l T2,_ 8'INW2}s5 �' (i--++ ,�w`-aX{ Nut qpm SUNP+ILlO a 40,T 1 Pob.zs.a ' 31"t01� yM'mm 77,492 S.F .ixwzz.zs 'F. wtN • QtIK+ .t S ��1/+I�M1l�` __:: ' .':: .,, .�oPw Nn ? .: ,r NN S 5 '��,� • �. :IYER EII4T. 9NN- T 5 s IB^ j `BOSTON STREET l . ploy, :bv% Circular Channel 0.9- 0.8- 0.7- .90.80.7 0.6 0 0.5 w - 0.4- 0.3-- 0.2-1 .40.30.2 LC � L .'. 0.1 0f 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 Station (ft) HY-8 Analysis Results 1 Culvert Summary Table-12" HDPE Culvert Crossing: 12"HDPE 1 otal ulvert Headwa inlet u8et Flow Normal rittcal Or flet T:aliwate utler ischar Ischar er nV01 ontrol ype epth Depth Depth Depth eociy [allwate e(crsp a(cts) _(eva90 pine Depth(tl) (ft) ftp (e> Hj ft/6) eiocity ft ., ls �, "'} 0.32 0.32 12.28 .32' .0• 1-S2n 0.18 - .23 .18 10.78 .39. 0.00 .34 .34 12.27 .33.. .. : .0' 1S2n 0.18 .24. .18 10.76' .47 0.00- .36 ,.0.36 1227 ,33 [ ,0•, -.. 1S2n 0.19 .25 As 10:76. .55 0.00 .38 .38 12.28 .34 .0" 1-S2n 0.19 - .2& A 10.78. 3.58 0.00 A0� .40 12.29 .35' ,0• 1-92n .20: .26 .20 10:76 .64 .00 A3 .42 12.30 .36-. - .0• 1-S2n 020. .26 .20 10.76: .82 .00 .45 .44 12.31 .37 { W 1=S2n 0.21 .27 ;21 10.76 .90: 0:00 A7 ':47 12.32 0.38 .0• 1526 0.21 ' 28 :21 10.76' .97 :00 ' .49 0;49 12:33 .39 .0• i-S2n .22 .28 `22 10.76: .05 .00 .51 0.51 12.34 .40 .0' 1-Un 0:22 .29 .22 10.76 4.12 0.00 3 tQ`t .53 53 12.35 .41 ,0 1=S2n 0.22 .30 22 10.76 18 0.00 1 t0 Norm(: *1 v Au. POLE , WIRE l�4 (PER UTILITY CO.) 4? 'HDPE Ol1TLET=1 i' �� t�pc.s•Q:2 s, y"o^t. 714J S � ~IJ. O, ® TRASH o ROOM. CB RIM=14.60 INV=12.25 w '• yw _cRyleMrt I �a � .� _ 01 IA'lt,�. LoA{nel � Circular Channel 3'TM 3� u r ad."s' r i 1 ;97u,.. .. -m'h �u nw a 4c.SFT1. afn� �..., .d .�: P " Y. G.J � �ss ��yidv,�rr�r � '°C,F';nr•»e'ka'y, m-# �`+.gp.Y ?tm,�F':.+:.8. i �,s' �' ��''u � r* W'�" F'$�'+�""»'?� +ri` y`ta kt�.-". i � y r v a�6 �r'a�A'r �,, : r �;'�"r �" yum w�rs�- - k z�r ase.iv" +Ss ; a e '> %, e ggo: o:� _ ,bf...«;� m<st. ,y . ,3^z�+fi&:. i,. .{. �'w ,-,:r. ., „,,. .•m4 :+F, L., r a ,.. .,. >. .r "r-4t s' a! a 5+vx.R Ww r m 0.3 S p �T �mmi o ,a��,MW M wn r w s 'saItlm it "; r 1x.�Irs - �.� F.k PJ s Q ' 0, 0.1 0.2 0.3 0.4 4.5 0:6 0.7 0:8' 0.9 1.0 Station;(ft) 1 ' Checklist for Stormwater Report Boston Street Residential Development, Salem, Massachusetts July 21, 2016 t Page 3-1 1 Massachusetts Department of Environmental Protection ' 'Bureau of Resource Protection-Wetlands Program Checklist; for Stormwater Report A. Introduction Important:When A StormwateyReport must be submitted with the Notice of Intent permit application to document filling ouffovns compliance with the Stormwater Management9 .Standards.The following checklist is NOT-a substitutefor on the computer. i use only the tab the Stormwater Report(which should provide moresubstantive and detailed`information)but Is offered key to move your here ase tool to help the-applicant-organize their Stormwater Managementdocumentation_for their cursor-do not Report and fOf the reviewer to assess this information in a consistent format Asnotedin the Checklist, key the return the;Stormwater Report must contain the engineering computations and supporting information set forth in Volume 3 of:the Massachusetts Stormwater Handbook.The Stormwater Report must be prepared and ' • certified by'a Register ed`Professional Engineer(RPE)licensed in the Commonwealth. i fh Stormwater Report must`inciude: • The,Stormwater Checklist completed and stamped by a Registered Professional Engineer(see page 2)that certifies that the StormwaterReport'contains all required submittals.'This Checklist: ' is'tobe used as the cover for the completed Stormwater Report. • Appifcant/ProjectName • Project Address, ' Name'of Firm anis Registered Professional Engineer that prepared the Report • Long-Term Pollution Prevention Plan required by'Standards 4r6 • Construction Perlod Pollution Prevention and Erosion and Sedimentation Control Plan required by Standard 82 ' • operation and Maintenance Plan required by Standard g In additfon;to-aff plans and supporting Information,the Stormwater Report must include a brief narrative; describing stormwater'management practices,incfuding,environmentaliy sensitive'site design and LID- techniques, along'with a dragram depicbng runoff through the propo1 .sed RMP treatment train Plans are required tashow existingan&proppsed conditions, identify all wetland resource areas,,NRC$soil type's` critical areas,Land Uses with Higher Potential Poilutant Loads tLUHPPL), and any'areas,on.the site where lnfiltratfon rate i@ greater than 2.4,inche's per hour. The Plans shall identify the drainage areas for both existing and proposed conditions at a scale that enables ver�eation of supporting calculations. As noted in the Checklist the Stormwater fslanagement Report shall document compliance with each of wa the-Stormt'Qr Management Standards as provided in the-Massachusetts Stormwater Handbook. The t soils evaluation and calculations shall be done using the methodologes=setforth in Volume3:of the; Massachusetts Stormwater Handbook. To ensure.thatthe Stormwater fteport'is complete;applicants are requiredto fill in the Stormwater Report l Checklist by.cf ecking ,the box to indicate that th'e specified-information,has been included in:the• Stormwater deport; If any of the infgrmation specified in the checklist has not been submitted,the appllcant must="provide an explanation The"completed Stormwater Report Ghe$klf'st and Certificatkirt, must besubmitted with,the'StonnwaterReport.; ' i The Stormwater Reppri'may also Include thelllidt Discharge Complianoe Statement required by Standard 90. if not induded in the Stormwater Report,the tuidtoisdtarge Compliance Statement mu"sMe submitted.prior to the discharge'of stormwater runoff to, the post construcudn best management practices;. t i Fdr80M dofnpieX projects,it may not be pg$sible to include the Constiuction Perlod Eroslon and,Sadlmentaton.Control Plan In theStotmwater Report. In that event 1he issuing authority has the discretion to issue an Order.of Conditions thatapprovesthe- project and inductee a'amditionrequiring the proponent to submit the Construction Period Erosion and Sedimentation Control Plan. before commencing any land disturbance actlOy on thelsite.; - - swcheckj.doc•04101/08 iStonnwater'Report Checklist•Paget:ofitz Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program I ' Checklist for Stormwater Report- B. eportB. Stormwater Checklist and Certification The followingchecklist 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_authoritieswith a summary of the components necessary r for a comprehensive StormwaterReport 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 include1riformation on some of the subjects specified in the Checklist. if it determined that a speeific'item does norapply to the project under review,please note that the item is,not applicable(N.A.)and provide the reasons forthat 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 ( have reviewed the Stormwater Reportincluding the-soil:evaluation,-computations;tong-term Pollution: �! Prevention Plan,the ConstructionPeriod Erosion and Sedimentation.Control Plan(if included).the Long- 1 term PostfConstructlon Operation and Maintenance Pian,the Illicit Discharge Compliance Statement(if 1 included)and the plana.showmg the stormwater management system, and have determined that they, have been prepared,in accordance with.the requirements'of the Stormwater Management Standards as t further elaborated by the viassachusetts Stormwater Handbook. I have also,determine d that the information presented in the Stormwater'Checklist is accurate-and;that the information prq anted in the Stormwater,Report accurately reflects conditiotls at.the site,as oftha data of this permit appjicaticim i Registered Professional:Engineer Block and.Signature i t� ��yZN O�M'49$Vc PETER BLAISDFLL:JR. ' CfVIL y Ai618 O 7STL:A L6 .c 5tgnatu an Date Checklist is Project Type:Is the application for new development, redevelopment, or a mix of new and rerJeve(oproent? ® New,deveiopment ❑,iRedevelopment: ❑ ;Mix of New Development,and Redevelopment rmchecks doc«04/01708 - StormwaterRbport Checklist•Page 2 cf,8 I � l ' 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: E 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) 1 ❑ Constructed Stormwater Wetlands(includes Gravel Wetlands designs) ❑ Treebox Filter ❑ Water Quality Swale ❑ Grass Channel ' ❑ Green Roof ❑ Other(describe): -- Standard 1: No New Untreated Discharges E No new untreated discharges ' E Outlets have been designed so there is no erosion or scour to wetlands and waters of the Commonwealth ® Supporting calculations specified in Volume 3 of the Massachusetts Stormwater Handbook included. ' swcheck_r.doc•04/01/08 Stormwater Report Checklist•Page 3 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report r Checklist (continued) Standard 2: Peak Rate Attenuation ❑ Standard 2 waiver requested because the project is located in land subject to coastal storm flowage ' and stormwater discharge is to a wetland subject to coastal flooding. ® Evaluation provided to determine whether off-site flooding increases during the 100-year 24-hour storm. ' ® Calculations provided to show that post-development peak discharge rates do not exceed pre- development rates for the 2-year and 10-year 24-hour storms. If evaluation shows that off-site flooding increases during the 100-year 24-hour storm,calculations are also provided to show that post-development peak discharge rates do not exceed pre-development rates for the 100-year 24- hour storm. Standard 3: Recharge ® Soil Analysis provided. ® Required Recharge Volume calculation provided. ' ❑ Required Recharge volume reduced through use of the LID site Design Credits. ® Sizing the infiltration, BMPs is based on the following method: Check the method used. ®Static ❑Simple Dynamic ❑Dynamic Field' ' ❑ Runoff from all impervious areas at the site discharging to the infiltration BMP. ® Runoff from all impervious areas at the site is not discharging to the infiltration BMP and calculations are provided showing that the drainage area contributing runoff to the infiltration BMPs is sufficient to generate the required recharge volume. ® Recharge BMPs have been sized to infiltrate the Required Recharge Volume. I ❑ Recharge BMPs have been sized to infiltrate the Required Recharge Volume only to the maximum extent practicable for the following reason: ❑ Site is comprised solely of C and D soils and/or bedrock at the land surface ' ❑ M.G.L.c. 21E sites pursuant to 310 CMR 40.0000 ❑ Solid Waste Landfill pursuant to 310 CMR 19.000 ❑ Project is otherwise subject to Stormwater Management Standards only to the maximum extent practicable. ® Calculations showing that the infiltration BMPs will drain in 72 hours are provided. ❑ Property includes a M.G.L. c.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. swcheckr.doc•04/01/08 Stormwater Report Checklist•Page 4 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program ' Checklist for Stormwater Report Checklist (continued) 1 Standard 3: Recharge(continued) ❑ The Infiltration BMP is used to attenuate peak flows during storms greater than or equal to the 10- year 24-hour storm and separation to seasonal high groundwater is less than 4 feet and a mounding analysis is provided. ❑ Documentation is provided showing that infiltration BMPs do not adversely impact nearby wetland resource areas. Standard 4:Water Quality The Long-Term Pollution Prevention Plan typically includes the following: • Good housekeeping practices; • Provisions for storing materials and waste products inside or under cover; • Vehicle washing controls; • Requirements for routine Inspections and maintenance of stormwater BMPs; • Spill prevention and response plans; • Provisions for maintenance of lawns,gardens, and other landscaped areas; • Requirements for storage and use of fertilizers, herbicides, and pesticides; • Pet waste management provisions; • Provisions for operation and management of septic systems; • Provisions for solid waste management; • Snow disposal and plowing plans relative to Wetland Resource Areas; • Winter Road Salt and/or Sand Use and Storage restrictions; • Street sweeping schedules; • Provisions for prevention of illicit discharges to the stormwater management system; • Documentation that Stormwater BMPs are designed to provide for shutdown and containment in the event of a spill or discharges to or near critical areas or from LUHPPL: • Training for staff or personnel involved with implementing Long-Term Pollution Prevention Plan; • List of Emergency contacts for implementing Long-Term Pollution Prevention Plan. ® A Long-Term Pollution Prevention Plan is attached to Stormwater Report and is included as an attachment to the Wetlands Notice of Intent. ® Treatment BMPs subject to the 44%TSS removal pretreatment requirement and the one inch rule for calculating the water quality volume are included, and discharge: ❑ is within the Zone II or Interim Wellhead Protection Area ❑ is near or to other critical areas ® is within soils with a rapid infiltration rate(greater than 2.4 inches per hour) ❑ involves runoff from land uses with higher potential pollutant loads. ❑ The Required Water Quality Volume is reduced through use of the LID site Design Credits. ® Calculations documenting that the treatment train meets the 80%TSS removal requirement and, if applicable, the 44%TSS removal pretreatment requirement,are provided. swcheck cdoc•04/o1/o8 Stortnwater Report Checklist•Page 5 of 8 1 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program ' Checklist for Stormwater Report Checklist (continued) iStandard 4: Water Quality(continued) ® The BMP is sized(and calculations provided)based on: ® The W or 1°Water Quality Volume or ❑ The equivalent flow rate associated with the Water Quality Volume and documentation is provided showing that the BMP treats the required water quality volume. ❑ The applicant proposes to use proprietary BMPs,and documentation supporting use of proprietary BMP and proposed TSS removal rate is provided. This documentation may be in the form of the ' propriety BMP checklist found in Volume 2,Chapter 4 of the Massachusetts Stormwater Handbook and submitting copies of the TARP Report,STEP Report,and/or other third party studies verifying performance of the proprietary BMPs. ❑ A TMDL exists that indicates a need to reduce pollutants other than TSS and documentation showing that the BMPs selected are consistent with the TMDL is provided. Standard 5: Land Uses With Higher Potential Pollutant Loads (LUHPPLs) ' ❑ The NPDES Multi-Sector General Permit covers the land use and the Stormwater Pollution Prevention Plan(SWPPP)has been included with the Stormwater Report. ❑ The NPDES Multisector General Permit covers the land use and the SWPPP will be submitted prior to the discharge of stormwater to the post-construction stormwater BMPs. ❑ The NPDES Multi-Sector General Permit does not cover the land use. ' ❑ LUHPPLs are located at the site and industry specific source control and pollution prevention measures have been proposed to reduce or eliminate the exposure of LUHPPLs to rain,snow,snow melt and runoff, and been included in the long term Pollution Prevention Plan. 1 ❑ All exposure has been eliminated. ❑ All exposure has not been eliminated and all BMPs selected are on MassDEP LUHPPL list. ' ❑ The LUHPPL has the potential to generate runoff with moderate to higher concentrations of oil and grease(e.g. all parking lots with >1000 vehicle trips per day)and the treatment train includes an oil grit separator, a filtering bioretention area, a sand filter or equivalent. Standard 6: Critical Areas ❑ The discharge is near or to a critical area and the treatment train includes only BMPs that MassDEP I 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-j.doc•04/01/08 Stormwater Report Checklist•Page 6 of 8 Massachusetts Department of Environmental Protection. Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum extent practicable ❑ The project is subject to the Stormwater Management Standards only to the maximum Extent Practicable as a: ❑ Limited Project ❑ Small Residential Projects: 5-9 single family houses or 5-9 units in a multi-family development provided there is no discharge that may potentially affect a critical area. ❑ Small Residential Projects:2-4 single family houses or 2-4 units in a multi-family development with a discharge to a critical area ' ❑ Marina and/or boatyard provided the hull painting,service and maintenance areas are protected from exposure to rain, snow, snow melt and runoff ❑ Bike Path and/or Foot Path 1 ❑ Redevelopment Project ❑ Redevelopment portion of mix of new and redevelopment. ' ❑ Certain standards are not fully met(Standard No. 1, 8, 9, and 10 must always be fully met)and an explanation of why these standards are not met is contained in the Stormwater Report. ❑ The project involves redevelopment and a description of all measures that have been taken to ' improve existing conditions is provided in the Stormwater Report. The redevelopment checklist found in Volume 2 Chapter 3 of the Massachusetts Stormwater Handbook may be used to document that the proposed stormwater management system(a)complies with Standards 2, 3 and the pretreatment and structural BMP requirements of Standards 4-6 to the maximum extent practicable and (b) improves existing conditions. Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan must include the following information: Narrative; • Construction Period Operation and Maintenance Plan; Names of Persons or Entity Responsible for Plan Compliance; • Construction Period Pollution Prevention Measures; ' • Erosion and Sedimentation Control Plan Drawings; Detail drawings and specifications for erosion control BMPs, including sizing calculations; • Vegetation Planning; • Site Development Plan; • Construction Sequencing Plan; • Sequencing of Erosion and Sedimentation Controls; • Operation and Maintenance of Erosion and Sedimentation Controls; • Inspection Schedule; • Maintenance Schedule; • Inspection and Maintenance Log Form. ® A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan containing the information set forth above has been included in the Stormwater Report. ' swcheck_r.doc•04/01/08 Stomwater Report Checklist•Page 7 of 8 1 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report Checklist (continued) L , 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 SW PPP is in the Stormwater Report. ® The project is covered by a NPDES Construction General Permit but no SWPPP been submitted. The SWPPP will be submitted BEFORE land disturbance begins. Standard 9: Operation and Maintenance Plan ® The Post Construction Operation and Maintenance Plan is included in the Stormwater Report and ' includes the following information: ® Name of the Stormwater management system owners; ® Party responsible for operation and maintenance; ® Schedule for implementation of routine and non-routine maintenance tasks; ' ® Plan showing the location of all stormwater BMPs maintenance access areas; ❑ Description and delineation of public safety features; ❑ Estimated operation and maintenance budget;and ® Operation and Maintenance Log Form. ❑ The responsible party is not the owner of the parcel where the BMP is located and the Stormwater Report includes the following submissions: ❑ A copy of the legal instrument(deed, homeowner's association, utility trust or other legal entity) that establishes the terms of and legal responsibility for the operation and maintenance of the project site stormwater BMPs; ❑ A plan and easement deed that allows site access for the legal entity to operate and maintain I ' BMP functions. Standard 10: Prohibition of Illicit Discharges ® The Long-Term Pollution Prevention Plan includes measures to prevent illicit discharges; ® An Illicit Discharge Compliance Statement is attached; ❑ NO Illicit Discharge Compliance Statement is attached but will be submitted prior to the discharge of any stormwater to post-construction BMPs. ' swcheck_r.doc•04/01/08 Storrnwater Report Checklist•Page 8 of 8 ' USGS Locus Map Boston Street Residential Development, Salem, Massachusetts July 21,2016 .... ....... ......... .. Page 4-1 It WILLIAMS&SPARAGES 189 NORTH MAIN STREET CIVIL ENGINEERS,PLANNERS& IWj WILLIAM SUITE 101 LAND'SURVEYORS' 4&:SPARAG MIDDLETON„MA01949 I ' PHONE:(978)539-8088 T FAX.(978)539-8200 S www.wlsengineers.com nna+ U ( \. OR o �aby{tlPE Avs Kemrraod'Gott�4 ` 81t8tsPo�[ i Z2 /.''' N. c t Hart Herbor .Tuck Lobster. _ CwysZN exon .Ilt'� � �'N ' v�r._ .i . C•O-t\u18Wn �, fiFt P�� 1 ,s k a. 't gavllmwx q� � r 9REN 5T,� R M.-ST}�� ✓ , 'I CO UR• a' I;WDf t.."�YO{yJtFiD . �7.Jr-"/1�Ffje ERD -_ �='yj�s ggkX C Y.{l ,\l\ NatvthWfi i FSHM6TaN-T v er' s9 �' r Natchv Merino �; ,� m �� SP►LE � J 'DerWwhart �'n g1 _ 21 �tw,., -.Derby etlo a�' 1 Fly+ -t W hart Ubnt. r' t E Q qv 'Ldn� r ❑th 4 J0, LongPomi r - . A1.` ImerPornt ..tet f to Tv Y o W nRe PTOrRt '{ r � j \ Salem". �St�te y ,YaBBB1e �G: ' a UNITED STATES-GEOLOGIC SURVEY MAP VICIMTY MAP 2012 SALEM QUADRANGLE, BOSTON sTREEr mSIDENTIAL DEVELOPMENT $GALE 124,000(1 20001) GOODHUE STRT ET&70 96 ;BOSTON STREE't CONTOUR INVERVAI,710'(NAVD;B&) SALEM,:RAA$,SACYICJSETTS Long Term Operation & Maintenance Plan ' Boston Street Residential Development, Salem, Massachusetts July 21,2016 ' This Operation&Maintenance Plan has been prepared to comply with the provisions set forth in the Massachusetts Department of Environmental Protection(DEP)Stormwater Management Standards. ' Structural Best Management Practices(BMPs)require periodic maintenance to ensure proper function and efficiency in pollutant removal from stormwater discharges that would otherwise reach wetland resource areas untreated. Maintenance schedules found below are as recommended in Department of ' Enviroiunental Protection's Massachusetts Stormwater Handbook and as recommended in the manufacturer's specifications. The stormwater management system owner and the party responsible for maintenance of the stormwater ' management system shall be 139 Grove Street Realty Trust and its designated employees. 1.0 The following BMPs provide pollutant removal and groundwater recharge: Deep Sump Catch Basin w/Hood; Sediment and Oil Separator; Subsurface Infiltration Ponds Deep-Sump Catch Basins w/Hood: • Inspect or clean at least once per year with special consideration given to the end of foliage and snow removal seasons. • Sediments must also be removed once per year or whenever the depth of deposits is greater than or equal to one half the depth from the bottom of the sump or one half the depth of the invert of the outlet pipe. • Clamshell buckets and/or vacuum trucks are typically used to remove sediment in Massachusetts. • Cleanings may be taken to a landfill or other facility permitted by MassDEP to accept solid waste, without any prior approval by MassDEP. However,some landfills require catch basin cleanings to be tested before they are accepted. For information on all of the MassDEP requirements pertaining to the disposal of catch basin cleanings go to http://www.mass.gov/eea/agencies/massd p/recycle/regulations/management-of-catch-basin- cleanings.html Sediment and Oil Separator: • Inspect and maintain the Sediment and Oil Separator according to the MassDEP recommendations .given below; • Sediments and associated pollutants and trash are removed only when inlets or sumps are cleaned out,so regular maintenance is essential. Most studies have linked the failure of oil grit separators to the lack of regular maintenance.The more frequent the cleaning, the less likely sediments will be resuspended and subsequently discharged.In addition,frequent cleaning also makes more volume available for future storms and enhances overall performance. • Cleaning includes removal of accumulated oil and grease and sediment using a vacuum truck or other ordinary catch basin cleaning device. ' • In areas of high sediment loading,inspect and clean inlets after every major storm. • At a minimum,inspect oil grit separators monthly,and clean them out at least twice per year. • Polluted water or sediments removed from an oil grit separator should,be disposed of in accordance with all applicable local,state and federal laws and regulations including M.G.L.c.21C and 310 CMR 30.00. Page 5-1 I Long Term Operation&Maintenance Plan Boston Street Residential Development Salem,MA July 21,2016 Subsurface Infiltration Ponds(3 Total): • Chamber maintenance is not generally required.However,recharge systems are prone to failure due to clogging.Regulating the sediment and petroleum product input into the proposed recharge system is the priority maintenance activity.Sediments and any oil spillage should be trapped and removed before they reach the chambers.Any upstream devices connected to the infiltration system 1 (catch basins,deep sump manholes,proprietary devices)shall be inspected and cleaned at least once per year to prevent sediments and debris from entering and clogging the recharge system. • Sediments must also be removed whenever the depth of deposits is greater than or equal to one half the depth from the bottom of the sump or one half the depth of the invert of the outlet pipe. • The contractor shall verify that the required washed crushed stone and geotedirdcal fabric materials are clean and free of sediments and petroleum residue prior to,during and after chamber system installation. • Inspections of the chamber system shall be made by after every major storm for the first few months after construction to verify that proper functioning has been achieved. During the initial inspection the water level should be measured and recorded in a permanent log over several days to check the drainage duration and verify that sediments are not accumulating.If ponded water is present after 24 hours or an accumulation of sediment or debris is noted within the chambers the owner or designated property manager and engineer shall determine the cause for this condition and devise ' an action plan to improve system functionality. • Once the chamber system has been verified to perform as designed,interior chamber conditions shall be inspected at least annualy.Post construction inspections(to be conducted through inspection ports)shall consist of documenting interior and stone bed conditions,measured water depth and presence of sediment.Should inspection indicate that the system is clogged(ponding water present after 24 hours and/or sediment accumulations)replacement or major repair actions may be required as determined by a professional engineer.Should the system require replacement ' or major repair actions the owner or designated property manager and engineer shall determine the cause for this condition and devise an action plan. • The inspection and maintenance of the subsurface infiltration system shall belong to the owner or designated property manager. 2.0 The following 11MPs are utilized to minimize impacts to wetland resource areas: ' Parking Lot Street Sweeping: • Street sweeping should be conducted twice annually within the parking lot area. It is recommended that at the very least sweeping in the spring(March or April)should be performed. ' Snow Removal: • Snow will be removed from the parking area and sidewalks during snow events. The snow will be ' stockpiled in the designated"Snow Storage Area"locations as shown on the site plan set. • Provisions will be made to remove snow from the site when the designated areas have reached their capacity. Page 5-2 ' Long Tenn Operation&Maintenance Plan Boston Street Residential Development Salem,MA July 21,2016 ' Inspection and Maintenance Form To be completed every 14 days and within 24 hours of a rainfall event of 0.5 inches or greater fBoston Street Residential Development, Salem, Massachusetts Inspector: Date: Inspector's Title: ' Days Since last Rainfall: Amount of last Rainfall: Structural Controls:Catch Basins/Grates Sediment Structure Catch Basin Hood Overall ' Location Buildup Identification at Grade Installed (inches) Condition Lawn area Front of Yes Yes Poor Yard Drain#1 Residences&Retail No No Farr BuildingGood Lawn area Front of Yes Yes Poor Yard Drain#2 Residences&Retail' No NFair Building o Good Lawn area Front of Yes Yes Poor Yard Drain#3 Residences&Retail No No Fair BuildingGood Southerly side of paved Yes Yes Poor CB Turn-a-round No No Fair Good ' Shallow CBs Driveway Entrance off Yes Yes Poor Boston Street No No Fair Good ' Parking lot off Yes Yes Poor Double grate CB Beaver Street No No Fair Good ' Maintenance Required: ' To be performed by: On or Before: Page 5-3 Long Term Operation&Maintenance Plan Boston Street Residential Development Salem,MA July 21,2016 Inspection and Maintenance Form To be completed every 14 days and within 24 hours of a rainfall event of 0.5 inches or greater Boston Street Residential Development, Salem, Massachusetts Inspector: Date: Inspector's Title: Days Since last Rainfall: Amount of last Rainfall: ' Structural Controls: Sediment and Oil Separator ' Structure Location Sediment Buildup Sediment Buildup Overall Identification at Inlet(inches) at Outlet(inches) Condition Driveway Entrance off Poor SOS 1 Boston Street Fair Good Parking lot Front of Poor SOS 2 Residences&Retail Fair Building Good Parking lot off Poor SOS 3 ' Beaver Street Fair Good Poor Fair Good Poor Fair ' Good Poor Fair ' Good Maintenance Required: To be performed by: On or Before: Page 5-4 I ' Long Term Operation&Maintenance Plan Boston Street Residential Development Salem,MA July 21,2016 rInspection and Maintenance Form To be completed every 14 days and within 24 hours of a rainfall event of 0.5 inches or greater Boston Street Residential Development, Salem, Massachusetts Inspector: Date: Inspectors Title: Days Since last Rainfall: Amount of last Rainfall: Structural Controls: Subsurface Infiltration Basin Structure Condition Filter Sediment Sediment Identification Location of Stone Fabric in Buildup at Buildup Bed Place Inlet in Basin ' SWMA#1 Parking Lot Front of Poor Yes Minor Minor Residences&Retail Fair Moderate Moderate BuildingGood NO Major Major Parking Lot Rear of Poor Yes Minor Minor SWMA#2 Townhomes Fair No Moderate Moderate Good Major Major Poor Parking lot off Yes Minor Minor SWMA#3 Fair Moderate Moderate Beaver Street Good NO Major Major Poor Minor Minor Fair No Moderate Moderate Good Major Major Poor Minor Minor Fair Neo Moderate Moderate Good Major I Major Poor Minor Minor NO Fair Yes Moderate Moderate Good Ma'or Major Maintenance Required: To be performed by: On or Before: ' Page 5-5 1 tLong Term Pollution Prevention Plan (LTPPP) ' Boston Street Residential Development, Salem Massachusetts July 14, 2016 Revised July 21, 2016 ' This Long Term Pollution Prevention Plan has been prepared to comply with the provisions set forth in the Massachusetts Department of Environmental Protection(DEP)Stormwater Management Standards.Structural Best Management Practices (BMPs) require periodic maintenance to ensure proper function and efficiency in pollutant removal from stormwater discharges that would ' otherwise reach wetland resource areas untreated. Maintenance schedules found below are as recommended in Department of Environmental ' Protections Massachusetts Stormwater Handbook and as recommended in the manufacturer's specifications. ' 1.0 Street Sweeping_ The parking lots&driveways should be swept twice a year preferably but at the very least once per ' year in the spring. 2.0 Ownership and Maintenance Responsibilities: After completion,the property owner(s)will assume full responsibility of continuing the operation and maintenance of the stormwater management system as well as the long term pollution ' prevention plan outlined below. The exception would be if a legal agreement is made with another party to perform such duties for the owner(s). t3.0 DEP Standard 4 Water Quality The Long Term Pollution Prevention Plan includes the following: ' • Good housekeeping practices; Prevent or reduce pollutant runoff from reaching the wetland resource areas through street sweeping,stabilizing all disturbed areas with vegetative cover,catch basin cleaning and cleaning the oil and water separator units. • Provisions for storing materials and waste products inside or under cover; t All materials on site are to be stored in a neat and orderly fashion in their appropriate containers and,if possible,under a roof or other secure enclosure. All waste products are to be placed in secure receptacles until they are emptied by a solid waste management tcompany licensed in the Commonwealth of Massachusetts. • Vehicle washing controls; t The owner(s) shall provide tenants with written information about vehicle washing. The document will recommend that tenants wash their vehicles at commercial car washes which recycle water and use approximately 60%on average of the amount of water used ina home ' wash. If vehicle washing does take place,soap shall be used sparingly. A hose with a spray ' Page 6-1 Iii 1 1 Long Tenn Pollution Prevention Plan - Boston Street Residential Development.Salem,MA July 14,2016 Revised July 21,2016 nozzele trigger shall be used to save water. Buckets of soapy water shall be poured down a 1 mop sink and not in the parking lot or sink. 1 • Requirements for routine inspections and maintenance of Stormwater BMP's; Follow the procedures outlined in the Operation and Maintenance Plan as well as the provided Long Term Inspection and Maintenance Forms. 1 • Spill prevention and response plans; Spill Prevention: As mentioned previously,all materials on site are to be stored in a neat and orderly fashion in their appropriate containers and,if possible,under a roof or other secure 1 enclosure. Products shall be kept in their original containers with the original manufacturers label. Products should not be mixed unless recommended by the manufacturer. The manufacturer's recommendations for proper use and disposal shall be 1 followed at all times and,if possible,all of the product should be used up before proper disposal. 1 Response:The manufacturer's recommended methods for cleanup must be followed and spills cleaned up immediately after discovery. Spills shall be kept well ventilated and personnel must wear appropriate protective gear to prevent injury from contact with 1 hazardous substances. Spills of toxic or hazardous material must be reported to the appropriate local and/or State agencies in accordance with the local and/or Commonwealth of Massachusetts regulations. 1 • Requirements for storage and use of fertilizers,herbicides and pesticides; Consult the Order of Conditions issued by the City of Salem Conservation Commission(If 1 Applicable)for any questions regarding these materials. Fertilizers: Fertilizers are to be applied at the minimum amounts recommended by the manufacturer and once applied shall be worked into the soil to limit the possibility of 1 entering the storm drains. Storage procedures are to be followed as previously stated and the contents of any partially used bags should be transferred to a sealable container,either bag or bin to avoid spilling. These materials are to be applied at the minimum amounts 1 recommended by the manufacturer and once applied shall be worked into the soil to limit the possibility of entering the storm drains. 1 Herbicides and Pesticides:Storage of these materials are to be as outlined previously and especially out of the reach of pets and children,away from damp areas where their containers may succumb to moisture or rust and should not be stored near food. These 1 materials must not be placed in the trash or washed down the drain. Handle using rubber gloves and use an appropriate mask when using these products for extensive periods of time. These materials are to be applied at the minimum amounts recommended by the ' manufacturer and once applied shall be worked into the soil to limit the possibility of entering the storm drains. i 1 Page 6-2 1 ' Long Term Pollution Prevention Plan Boston Street Residential Development,Salem,MA July 14,2016 Revised July 21,2016 • Provisions for maintenance of lawns,gardens,and other landscaped areas; These activities are to be left up to the owner(s) to schedule and perform. It is our understanding that a professional landscaping company will be providing these services for the owners. • Pet waste management provisions; These activities are to be left up to the individual tenants to schedule and perform. Plastic bags will be available at the dog park adjacent to the facility. ' • Provisions for operation and maintenance of septic systems; Not applicable-project is on Municipal Sewer • Provisions for solid waste management; All waste products are to be placed in secure receptacles until they are emptied by a private solid waste management company licensed in the Commonwealth of Massachusetts. • Snow disposal and plowing plans relative to Wetland Resource Areas; Snow disposal/removal is to be in compliance with the Bureau of Resource Protection s (BRP's)Snow Disposal Guidelines effective March 8,2001,Guideline No.BRPG01-01. See plan for snow snorage areas. Snow will be trucked off the site as needed if and when the snow storage areas become full. ' • Winter Road Salt and/or Sand Use and Storage restrictions; Road Salt:Storage is to be as mentioned previously and the use must be in compliance with the Guidelines on Deicing Chemical (Road Salt)Storage effective date December 19,1997, Guideline No.DWSG97-1 found in the BRP's Drinking Water Program. Sand Use:Encourage the use of environmentally friendly alternatives such as calcium chloride and/or sand instead of road salt for melting ice whenever possible. • Street Sweeping schedules; ' As mentioned previously,street sweeping should be performed by the owner(s)twice per year in the spring and fall;however,at the very least sweeping must occur once a year in the spring in order to minimize the amount of Total Suspended Solids load on the deep-sump catch basins and the other Best Management Practices tributary thereto. • Provisions for prevention of illicit discharges to the stormwater management systems; According to Standard 10 in the Massachusetts Stormwater Handbook,Illicit discharges to the stormwater management system are discharges that are not entirely comprised of stormwater. Notwithstanding the foregoing,an illicit discharge does not include discharges ' from the following activities or facilities:firefighting,water line flushing,landscape irrigation,uncontaminated groundwater,potable water sources,foundation drains,air conditioning condensation,footing drains,individual resident car washing,flows from riparian habitats and wetlands,dechlorinated water from swimming pools,water used for street washing and water used to clean residential buildings without detergents. ' Page 6-3 ' Long Term Pollution Prevention Plan Boston Street Residentlal Development,Salem,MA July 14,2016 Revised July 21,2016 I ' • Documentation that Stormwater BMP's are designed to provide for shutdown and containment in the event of a spill or discharges to or near critical areas or from land uses with higher potential pollutant loads (LUHPPL); Not applicable as this project does not meet the criteria for a LUHPPL. • Training for staff or personnel involved with implementing LTPPP; This responsibility lies with the owner(s) unless a legally-binding agreement is made with another party to perform such duties for the owner(s). The owner is committed to the maintenance of the proposed stormwater management system. • List of Emergency contacts for implementing Long-Term Pollution Prevention Plan; This responsibility lies with the owner(s)unless a legally-binding agreement is made with another party to perform such duties for the owner(s). Page 6-4 Construction Period Pollution Prevention Plan and Erosion and Sediment Control Boston Street Residential Development, Salem Massachusetts July 14, 2016 This Construction Period Pollution Prevention Plan and Erosion and Sediment Control plan has been prepared to comply with the provisions set forth in the Massachusetts Department of ' Environmental Protection(DEP)Stormwater Management Standards, 1.0 Site Description: i ' • Project name and location: Boston Street Residential Development,Salem,Massachusetts • Applicant Name and Address: 139 Grove Street Realty Trust,East Boston,MA 02182 • Description(Purpose and Types of Soil Disturbing Activities): Project involves razing three(3)existing structures with existing pavement areas,walls and other structures and the construction of six(6) townhomes,a proposed mixed-use building with associated access/egress drives,parking,landscaping,utilities and stormwater management systems. ' Soil disturbing activities inlcude: clearing and grubbing; installation of erosion and sediment control device,pavement installation,utility installation,building construction, stormwater management systems and preparation for final loaming and seeding. • Site Runoff Coefficient: The final composite runoff coefficient for the site is approximately 0.5. • Site Area: The entire 1.68 acre site will be disturbed by construction activities. • Sequence of Major Activities: 1. Install construction entrances 2. Install erosion control devices 3. Clearing,cutting and grubbing 4. Rough grading 5. Utility Installation 6. Gravel and pavement base course installation 7. Building site preparation 8. Curbing and sidewalk construction 9. Finished grading and slope stabilization 10. Finished Paving ' 11. Loam and seed all disturbed areas 12. Final cleanup including inspection and cleanout of all stormwater structures • Name of Receiving Waters: Runoff enters the municipal drainage system and then discharges to the North River/North River Canal Page 7-1 t Construction Period Pollution Prevention Plan and Erosion and Sediment Control Boston Street Residential Development July 14,2016 . 2.0 Erosion and Sediment Controls: In order to limit the amount of erosion and sedimentation that takes place during and after construction,it is important to implement a management plan,which will protect and limit the amount of land area that is devoid of vegetation at any given time. • Prior to Construction: Prior to start of construction activities,the owner,builder,and site contractor shall clearly identify areas that may be affected by the proposed clearing and earth moving activities by ' reviewing the approved grading plan as part of an initial site visit. During the site visit,the limit of work line shall be reviewed to confirm the type of erosion control measure to be used to protect downstream wetland resources and abutting property. Limits of tree clearing shall be verified during the initial site visit with emphasis on identifying"save areas"for existing trees and vegetation where practicable. • Erosion and Sediment Control Device: ' Siltfence is proposed as the primary erosion control device for this project(see detail provided on the site plan set). It is important for the owner,builder,and/or site contractor to have access to a supply of compost BMPs should the need arise for additional erosion and sediment control measures. Filtrexx Silt Soxx or approved equal may be used along a slope and/or together with siltfence to protect against concentrated stormwater runoff over exposed surfaces. The erosion and sediment control devices shall be inspected every 7 days i ' 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." Page 7-2 I , Construction Period Pollution Prevention Plan and Erosion and Sediment Control Boston Street Residential Development July 14,2016 • Permanent Seeding&Plantings: ' Once final grades have been established and the weather permits,every effort shall be made to establish permanent vegetation on disturbed and exposed areas. In addition to grass seed, tree and shrub plantings shall be an integral part of the permanent stabilization plan. Care 1 shall be taken by the owner,builder,and/or site contractor to select trees,shrubs,and seed mixes that are best suited to the soil conditions on the site. Soil moisture,depth to seasonal groundwater,and exposure to sunlight shall be carefully considered when selecting species. In recent years,the emphasis on using plant species native to Massachusetts has grown. Information on the use of non-native and native species can be found on the web and in many local nursery catalogs. Permanent seeding shall be performed in accordance with the guidelines set forth in the attached Permanent Seeding Guidance,which is an excerpt from a publication entitled, "Massachusetts Erosion and Sediment Control Guidelines for Urban and Suburban Areas, May 2003,prepared by Franklin,Hampden,and Hampshire Conservation Districts." II i 1 Page 7-3 Construction Period Pollution Prevenlion Plan and Erosion and Sediment Control Boston Street Residential Development July 14,2016 K(SiOd:en!)S,tM{B1YCnrt,muol Practices 7>S'] _.e 51� I 1 it `o BVI The eslAbhghrtr tnrtiTpea} PO 1' vogetattpe>udveron tllStutbed'area&; pllkp0Y3@ tPKMtlaE89Al6 Permanent seer�ln�h[�rasa. audplartting:t�ey+s aar�s�rutks ,�;`m� I provides sbkglliwdWltdY(asti9l liy fioldmgsoitpax41C1p§irtk�ece Vicetatiap rcdtr �- • dlmGotsandr+phpttP cytpaeitnitlii dptvns'treahi 11@ $1rw5� A� ' vetpciRXatrliribCfau arjiYtting$rLer�taCitxeUOpoidherunoCl �etatloradl oper6edGnefs hed�s es(l3labsorbwatr,. lmprovas 1tii<t(dllCe^i#��14�t�J?@FI�ehh�trr�t:ih�'aEps'ti�I:nSic's of a 91te. ' oft,,04wliCi lA til li s �. Pex�rtaepnk,;�ecrlia�lan;l�laGlkisi�i�;�'Afrf�i<€ti{0(�t}P�Gatledpx. Z!n$rcal area 3�hererlb�S�i�titr.�}sneest�fm�tabilizethesoti. .AreaswAltehwilirrotb4 +Mtn$A2511[I` 84d�e7Qraarortl+nre. . .'Some areas ivhatan»t�n�sth�,�''�5, �fyi+��ria�t are t1fAr strips #ia!Ctgx�,' i '�Xi 1!@t1ps'1 st X. OVAn�isti�,im; �ra�tlk� �Ytts ra tieeis aitt ttv attar s wnereP�tis no We oA��yy t6ltt��e��i�rrto�inu r1T +{a7L,ISC$I116 tCk ...0.0 5xd7Aate ape•: At> esr, !10YetaoihenMemlt 4i aAlliltxhihxp'laaEsirtetude tirn�utaii `an 1: r.��u�►g,��� n1a��^4r+a.����d� a�t�rti�rtie: 1i :us1lrra reeart� W�ver'ttabutzares: a» $reunzi eawxssmne sett+ ±qty. is tt�rshtd,lon�c`fe�1c(ev�op��rs c t�Aee 1CSh is keel@tlan`YSIii OW" Ix eC dtR JOA AR, 'aetvd'theYett�t�yeP�yb�<. ' D3sac�srttlt��f 4b [11T�� �i'�rteburitsi�re�� (;A' $ia�iePnt�t#IaII�Ererpgion dulA�e �+,,�r��� tSoS��y a1c ��' 'taitio�+skabJl�ti`r F �,A�{*it 4,�E'��?1ArQTBaCGttl��aPd�Tl�'d,CerM"Ater ari8„apitm}�ril+"L�tUtdlet�,it�, astlutLl� iLit�tl.Ve.}aHuiartil �itilttt c�netrrev�r�t(`�� gb ; t¢clyt�tina'iliher�tr Uta ..._...._ .._...... .- ' Page 7-4 ' Construction Period Pollution Prevention Plan and Erosion and Sediment Control Boston Street Residential Development July 14,2016 ' 1�9t Erufiu4.and Ide ConVo1 P-rrdraices t;0ar$e fdhgrassesthatarenotmowedcancireafe iArohazardInsome ' locales'�ery'shortmowed grass,however,provides iessatal2ildyand sedlmtolt#))tgdtig capacity, Gkdsap'JaYited f4 theedgcof:awutercowse;igayertcottrageTertiliz)ng and molt' jgiie3r tTte walar'e edge and MCxease ntaA l#ftticide ' tOntatnil'7f1glt.' . . bapitndslnifiatlyonclimateandweathoriortuttzess Nfay?egrrireregut5rtr;tgalio0-lo estkb)4s�r.atc(Xdatnkidp�•. ' i'lau#�dg�OtY�ldell�toa�lss Selbn pt iha r�ghtplankmaterfals for�p site:�ooil:seedbed;: ptapaaat�p,,p.titnhi biiA4 tV�+eftgvBr Cr�51YTe natWespeefosof}tlanls#hiUT +Ia M4 itis lith fhesepfantsaroafmadypaaRtd;tzktkfoe ¢:Apo surNfva illtys3�i+1i10 '0 AK NaUvtpecfes a(c Ago) lid ely;xrGi '1ivYto which tan lie a ' if gq,$tt,pedaltc bgrdgnandistkeiWi reos a prt 010, IY sotun � t#gri fatlrlepfauti pecfesare:used ih± tsh " f¢*ranvp Afte raf�goot pk conditions as-19W 1,11,, hnceaspgss)bla.and iot intBSive tarkhlnEcredllmakeWltfit4tthkfdV`eX+#IY��Area.LowaY�s mhyiiafratgtp saixd eaulrefardfe tvgge W.W,i66�'oldeirtentis ls': t0 *Ots jttrt eioj Its t mer t�ifNeutt. forest>it3}r�C.allsc�Utay tend•tV bosunnYe2 attkt urea 44$iAile�-6xtapow atoras Saibe'iranit`� CO�+`fn hep�,`raked. CkltoYssB iagew tauitrdsw+?I' �u4t t[t{tvbdtk Ave CO. q lack ziTityJxr #ae'�rcke�tir v t IN@ Sub§ Jat4 g onottt�r ' tdCer�nAmr "►�aneerlt3d btii �atti afeedetCtr+�(t�iq,.ldfihl�.�anservat[qr.Co'minfss1�4into�a'c'15��oP�snalo= avoid caFnstrt>�tton�lalsys t�r��}ae�irzr�t�tlq><i°from equll�iK�nfritt�fb� er da�t�tdawe pr8va;�n1 sti�fpapJg rm,a�irA�atls nukst�itttal�#ueKo Ikski5a,stttz�`inr1�: iWgtBr^btzk47.�Ypit��orz#zCeSsiuC=B�Vpiti ........ .... ......._.... ..... ...,_......... Page 7-5 Construction Period Pollution Prevention Plan and Erosion and Sediment Control Boston Street Residential Development July 14,2016 emsirrn and 5atimrent CanrmtPranices i59 Seeding Grasses and Legumes Install needed surface runoff control pieasures such as,gradient, terraces,borms dikes,tovcl spreaders,w8terw2 y ,and aedtment ba ns {lrior to seeding or p(anGng. ' •�C-. C(11.►�.�rCpdCdtlAll' . 'T[lntertgeorcoarseXeltturedsubsai[willp cxposedsitring:land shaping,it.i6�Isest to stackptlotop;;oiliand respread(tiuver thc:tinished. slope at a m[glinuRt 2 to trt�}eh dep46=dYtd fb7i�k kt}'ilydvtde a tugs ' s�dbed Tf ctrnsirrtmien i�!p�etatton�h�ave7��ni! tvaed'wtth�; iouae rougtl,firltre�rarattrtaFo snrooih'x4kiFt[1ladeatitlroli. AoosanlhestiilYoade[zSlioI35inches Ipt's[dt:rbldc*iuituialor uunstruot#nnxyutpmertt ' Areas not to reeotya ibp 4ttg atfeit ba ootttkr i. etlddrd atter 3georparattori ofthetime�tdleirtiitz4r.-si;,that 1k(�;de�eki iio mora: frfiga5§ i•iddiiythonsiappkdonwtth'a b'u,Araa'stgr [YOtopsGil.' ahai(aot be f(rnledtnatU attar topsoillhgattd' items ddertttlz'er is.app!!edand`tn«rrpwaiediA"tWhicir#h 64*haitbe:tregted:tofirm-We �geedbed asd�urthad dpoyo.�'itiscat bt1 c�PriOit�^�,lTratgxtr:' t�iltipaekirig, "Gaol Seasgn Grasses.. ' rtgT Season tuassa5rugsrepidlj to ttteoogT "'o-4 andiaq .. ikTscineesia tuteandiutytoizlU490004-0. -, kpctitiromot when summtemperapGtngnclshhiSavedegneesan?laaalttttre is '0t3tkd F sr4 fix0 ; tyfiMO TBriiQ'LC!` -0r(itng ko ae(I.keskap Gurrw".It" tteRaietl T#>3.rviap recomknonddUolrs"TaJkbsxflaa o�gs1>iTt�tt pip y Titite to pN nY ' S5 @,o ta�tosTrddata��tot5toripnr� '�15 � rratAts,. '���'at���teot,�bp,pgpttda p;era8#' '�'�'sdt#R keir+antAtrgc;. r }UwY;etease torlr� TnaoeJimc�aOt(Y'erf+�t}+3Nrit'*ito Yhatq ,23 3dehesofsoll ` dingoperations shouti':be i,erfgttnade47thitri,�oi:3hN'toil6wing a= •�rxal f tgizly..S1 :August Y �nptembar 1Dt NOV t�otnt�e�l5asadoYjr��1[n${se�Ymg�ateis shalliraincrPe ltttrS V#orN'wmaAli* iu s, SaediQgs outd�re` trrtrpgj mymkof�It�ti?t�iyx ggm illod 'Seed_ ahril1d 6a pteniutttaa dapxh sif :i'o#h inek N yt>tYTi#�,I�d31pp�&r .. Broach asctpd rctiled Otlkip ill 000�lce¢ ttit a srrtali cock pieco o•I ewn8tryetton�U7Rr�Tett1 tt 'ttydroxeedPpg withsuti. u�nttraek#Rg: Page 7-6 I ' I Construction Period Pollution Prevention Plan and Erosion and Sediment Control - Boston Street Residential Development July 14.2010 Erosion and Sediment Control Pradices ' tlC�l Mp1di the seealings.wfth stYalW applic';I dt thc';iata of pitons per acro., Atirhor ibo multi xvlth oroslan?eontooi imiw gror fabric orlsloping-areas wwrn Season Grassiest ' *•Naim Seasoal6rtes'e's.begin grQtvtiLsl6wlyirtthe�pring,grow raptdty iit'> thcliQYs mmermbAths ndsetseedin00 LAWOy"Waftseason grasses am sen$7t3vpto frost Jit tfleia�i and Ue tnp$'bwtii may die:back:: GtowTb It d, ityllovriag spring. ' I An1n and Pext�l� cll Litp@toaAttainatPk�`U[etCCaxE.J Apptyal!1Q1Qanalysts- thkeraYt1w. rateirt'g601bs7sare. lnaarpgrAt�bath[t#ti'fhoto}1?,�Inches of attifE(3U ths,o1;s1aW rdl nrktu�eir should hRaiijtlt�l:ttPer�m�r$t1Vke;itt grasr[px�e lairs apriag) ��l�atl�s lin c+jseradata53ii4t�21rerlorin¢daSaaearlYspringsee dNg{Altrlt ' 1 wlthttiaiiseniBbid3fre tWsee Alati l teartywfntordorinant sigg�i!�JrYeml3er 1'::.I�aoeltt�n1�+ran�T$p�etnade;iaowever.'She sead[h�rata xd[fp�;�cr ltd inereasad by5p��, difig M�cUt►as ' Sapdia$ itrWd a{Anted vo,, 11-Uh0p119w[n$�tethods. 1�rtn.eettifP�dp�lXaW!", d4�aart�ed *041henJti be us ua;llyd the dUoqutppedhulibaPaclztits8tarcato�ecepkawned raeda arRi<dk`asdtng�aVfiC'sulijuetat;�aUingultJpseM .prtr>Ycktn$thd.; seedCtl ,wltllsd1�113#prn,gtripineciutpment IraektngshbuJdOa. ar3aj� vii do t)tel+�he�s'icr)i� H roteedlp wide abseauanttreoktng, r vcodYtusrioul04-tr, tirod'A shotrMdLp �t .aaeparstnjiaradAttattrsaedt .anglkrcktpg#p ' +ilcla h�saxsd[pgsartiiEit�t �j> d��th�'tate�aiy�iotsaer���. ' QrlFrtat+ earit��t+tic �rat�it,�tlna�ts�rta�ries�x.�uphar�as "rte e or lS �Xta>nei2tttill' t idC41_tntxdir tr ann r nt�at oVldadPill �tiK�n t t.tT 'wrX��a1t[tad tbGkttk44 add pla>uted: . [ plmri3stu�reca>dditiansz�7teaifiemaforUin'(dngaikela'et6rarausudlly' sit§slasf41[pwss ' *+SandsaniJ,gra'�Is3p5aandl+Joahts N4�ff�tiv�moistru'a�urlp}ytrpn': 3r�orsid8tt�vat� ic` h� $tom:l/pine�tto o¢arat SwalCSltai At j�lmr.;lpzxm�,aitdtlpo crrclaarsertani+aediha[t9d111h'mddeynfitcradean ruoYzoneirom saraidghwatex#hbTe Vi�xcxtauesui £atertalttoxNeryearthSsucs tarwij Vt` o+1 oFhrta�tirrsstXatgthepl�n+seXe�4pZ1 must atsoiictoterante37tese cou`i(Ilians. Page 7-7 P-- lopir m,, :- 9 qty ),$s e�r".✓� war" � �:' L � � m' axv�'xa �z',� e y � ' r A��� �di�e�fY�*`x�a �a/.��� Ic�l� '� ws 1t 3 '�m5'��✓e(� ��te�v ht�x�wfi�a�>�� ?"a. �� �- +. a)�r „�✓r?,k t.��t:rt"''��^'�`�' �,� ,�` ?a 'ova... '� s .c. � t�-E �r >~S u' ��'�v�.� �>�Y7�� ( �*�"x.gn?� <W, v„� a).aN 5 I i ♦'`'�a-� r r s+�) .+'a..w�. 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' Construction Period Pollution Prevention Plan and Erosion and Sediment Control - - Boston Street Residential Development July 14,2016 Emsiun arid:Sediment Control-Pwtices 163 Notes' •Spades suoh,as 7Ymtble'Lavegrass Frl>lgedgy9rdggtasa Wood Reedgrasa, Bush CloverarQ 8daeh Paa;:white kn9wititp�epmfnerclatlyavailable trpm gpecf(le seetlstlppliers,axaYatotaiWays tfe�vallalrletrQrppbujpartteutarseeiJ 4 pPtiars The;tocalTfatulaiitaaott{CBx AlBo atiaa$et'+9leaOthce-ritdYtw alleta help s�gilr a source ti[�spPptY 1P tNeeveMapartlePtaripac3as Clstedin a mix can nol'#ia obtained,A�owavex Rrtr�y$e pos% 1e t'b>FdtisEliuie:anattie apaptea seam 4IM .&ma*w-fw4kgiiico go# MA ' tp,�iR.tU`��V.e Seed VVarau�SoasAb'grduSa9Sa#1;S SA�t(�rtd,planthd+th�i`e'�r3:fs ofprrra livxa Ati nd�i>airs,etttls lnat>iito tha Utrtd eaeseedta tompnkate lr1X fnt�rt rnatat4al and 'A' "-,Csg�11�',ekoenD�if�ureil�te sedtt ts- ' t�Csttidtbd 6��tt�CtIACYbtB tbe`!>,ernratt�?afrilY "ttPe�iersant mintiAtS, ptr{4ty�at( �71n� 'iiYi �9��NtQ,lfkhein�tnteraAs,�o��i�s.,J�c�cPLfiandttir�see 1c 4ds at�utlt3 �b9CarigbittaNtiaS'�.'.�1'iei$ 3 adpr.ls; l0lb�rdtvfdedlryv53^aPR �A'Cbs. 'i�razaa�91'e 1g�Ib§Y1'C.Se�f�('9@'AdYtiuUlj",19"kivilllCC71t41;be. p}�Ce(139b9fCdfnWfpilte`Uves , 'l11�eseoe.��tcadCzpaar Mass,Gro�l;g„e�htunQ�;irdsfoQt'I�eiSlka�e 1p=(tli r4rommcadetfOY gprie1 swCsflSn Ca6CntaAsp la d3dachsispttptloe3pttivipYastW 1R ist7c Of h,lftpfeao ' '� �f9Y ra�faCtSs..C�-` i �§ �t' llhpd��T�t9�9t1r�c �is'ted�rrf3+e�a �ttwkures artdudn efittier�tspl��.�iaiiv�hsi (f§aac�u9atornn-naflyeapeet `iyiren9} erAaCvk'tiko3ie: 'itiaslvala�li>��#ie�a�# tit`gti#heti 'ftlatt �y'isttry�RRt�1ti�:. 1 1 Page 7-10 w w �w w w w w w ■w w w w w iw �w w w w K N j N p Ny2 N 0 �n � o y c m 9 a < �➢ i�� 17 � �-°q�,�� `d}' � .tn 'si t1Y• rt•:a to ,�a.;n. �;. � '�.�`�m;'. �r le'-"Lk IDi ftl .f D. •.. n a 'ii ci � C �SkY,C�3' N m . c�3raAll" yLd ' � p.�/iJ' "�y�v •,,.- 4 �}'aC:Q�•#.b,�{.Kty� � iai @ s��, n d C1 9 H 05 m ML n v' SU ; C CD V i �A4: �oe+y/ ?" x � a y L ;r-'�'d'•+>t s J'ix �`x ��arg �jRh �-.rs-� �` `C.�Yw+,�*�' '� i"j`�F v � �a p, iG e4s. �i�.�✓� �tJ r� .. �� � e � `k i-���714 21c � } ,��3 �'}5�5�23' it e f L?Sf�� ,ive,� fit ✓�` s 1� � Ws�,ke �./�i�� V u e+5�tiL. y / <k ��P��€� � ��`�,1'�. a � �b< Acs - �' `4 1 � 'h'�'�`_:a /r a ''tea �*f rCw 5,� • 4 .. x y��t S���'�' � s��, r/ rj.4",�, sr '�.r�f��fI'�W ,� a� �F�.,,��v w r�, o'T♦'.1{' 5 /i u � :+ > k.� � ✓ � '�p sr < �` f � a�i. fltt o ? n'K' ± � x Construction Period Pollution Prevention Plan and Erosion and Sediment Control - Boston Street Residential Development July 14,2016 166 Erosion-and Stdirnen(Crnxrof Praffiaty Maintenance Inspect seeded atreas for(aili iei and make n¢¢essar'y regalis-and reseedJ(nmediately.Conductor fullewvp surveyafter one year-mid- replace fSQed plants where necessary. It v of t)y¢caukr is lnadegga4e tR prevknt-nil erosipn,overzeed and IFUlY®in acoordapce wttlt#o1I test rgstdt: If h ttand has i¢ss lhap 90%iov6r reevali,Yrit�eh'olc�'glplant rttaterials indquaC!titiesfltlltne:andtertitirnr Re{stabli)(theslalid#a1CowWp: seedbed,pz¢paragoitand se¢dltlg,r¢dbmtlten(8tionS,omltttn016e41?d ' f:, tillyertptFraabscnceotskg a#kr Its fitlicgeA4pn.Prev¢nisresewtng, mplchorJut¢nk7t+Kg<ls gn ettcctiv�te�jwralcyer S'ee�nck arkas ahotttd bdYorkl�[�s+d+dnhgi�:t'�ta��pt?td:gikwlo$aeason: Lime ant4Tertlifze thereatter atierCodtclnterKalrtras ndesled. IRip P4f 90rth4-"dTm4Re6a`fmpnt3ttY$Svttbgltten� lea1(tt attzlahlral 8e$ource{, ►ana+su erw�nyls..trpyI !dsur nr ilaiph,3lC;. Febrtta!'K�i99f. . rersonalnamuuttatunr }ehnalr. ¢rlto,tlnA,,tat+jrn�l; uurces ' Cdnsenyat[onriervic'e;;l�tt'hr�1ti t . S Ertylronmental riSectloti At{eilfiYc OWMWO AcMyYNes`Oi'A$ 2 tt 2tf4S a@Jilgl#SritSr ., ptbm et �A+astYtttgtonr5tateD¢tiardmenta Cs�ilAl;y n {alt; M6nal�orllSeli}r�g NC4aa/ii,� plei, ,A�d6t+tir�r 99Ei Page 7-13 G N � N NONII 0 m m o nn gym' Q O IY O<p � N 3 � O C ° Qd m o x w7a u am a 3n °� cim � n $Sy a` 3 per' "a- a w �m ty- °1 ti 6s �i5:re a _ n h -ca gam: m Q m r,TfYy" m : q V-. v A' Construction Period Pollution Prevention Plan and Erosion and Sediment Control Boston Street Residential Development July 14,2016 1 168 Erosion and Sedimxnt,Contrel Pracilces Disedvantages/Problenus Temporary seeding 1 . Y0ablewhen tbereIsa-stiM.4' entwindowdn #ima for plants togrgw and estaliltsh cover.it dopond s heAil ly 0n3he season and ainfatlrate forsuccess. lfsgxnonsubsgil grpyythW111bepogrgNesshravlCyfertlUzddand ICmail,ilecaUse overFertiliYatlnri cdn cause pblluttoo otst'oijnwater tunbif.. lith¢rprecticesSue hasmulciting;alonemaybgmoreapiopiiekt Atte: polentiai for overfexilimilkin ts.'an even worse problomi bir.near:arivaltic Systems. �' ' Oncq.st+Add ams&a tquidnot b fraveUcd gveX lrrvgilhan a1aY,ile-naeri@F}fQrsatecessiultgf..o}i�tli,,Re. }ajaXirrlgatiphis.. not$ncoo�agedfiaeAeseo tTteexpe,tsaandfileft9tentrtiftoonFn- arses UYat arena}re�ular]yGLispeele`d: I ��n�C�olusld�r�at[t�aa Temper ty setttttiig$provitla prgtecttvacover for tees§#lodante Yiear 1 Azegs mUskha tnseed�tl anhuaLorpianted with pgrehhiair-9611A i, fCmpttraXysaedinglsi,sadkppro{eMeartt,ens,Ain i* ntml p�dOticelf'�ttd�o stal<ttlize denud#laraafit'h�ttuUt ngk�2q t?X4U$li't�ttXQ tCl,of_ Rrptialgr several w sol�5 prr7nt}Rk4femPbseN1i16�4Rrov�tf��njirse 1 x tqr pNroiattant vegatatig7{prgv[rj6 Desi ub ldt"41 Sru2actlgn and xbadieparatlon andd,elp prevent dust pnbduction ,tsing; corrxtr�icttad t7a¢hiw npAnt ngq,idil>rg apecteS wkt vo pAs tb 1 Pdarittug shbaild he ktmOYCtirt,ininNg Ante neetYfgrlMl `�tlon heaipsbsibti catiedb33Kg1sCtpa rain�rnhtr !1ftsgsa?Ssite vEmtrsk;nne parkiot�{ns�timant.`lb redttoa Nifasadltaetit`Igad9nt'unof} sbCl st,rac itself should i,n proteaked 7temost e1liCl'Wta,td duta�trt ,naat,�gfronttt+9ut4§;titan�t>=111 a igtf,Fkb y, et{&�vCNtvar Attntt�l!>Tarts ,jshsprRut'CSR►d1Val�ti�t�'vivvtGFdrnrs�y" une�al�fti;�easnnaresc�cnble(grafftaa�rtlatiss�aft� i�'�v�g�t��lva:. 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Vagatatfoiali,an arae: ^ ............. ..___..._ _._.____-_ .___..... ................ Page 7-15 1� e e ® e e e t t. E • B e e B e ' t 1B F1 : ell eeoa . e 1 _ er a I! I-01 . lea ee rl l el , : e Il e IN 1 e o e e ��" Y} 3 ti - �s rF E ' � w c`v• _ � F���ir h:t 1 $ d x l �l < i i✓Bt��r � z,`"�f x�. \I, YIL•5R F7o � -1'�� lx�k xa � �� x' JS�V lfif�[^islil ��,: [, % r h ' l L L'✓ 1"� t � � t t � �+�'1�Y x 1 t" aJ4 }kr.Fty 't 'r c : xi r F. vsr 1 l ' Construction Period Pollution Prevention Plan and Erosion and Sediment Control Boston Street Residential Development July 14.2016 Y70 Erasion and Sediment Comroi PraaiCe.. ' Seeding Select adapted spenitds iramthe8ceompanylpglable, APPtyseed unf[orAnkl accdrdingto'Rherateinditated'tn-lbetableby broadwstingr drllUrig;ot h}Kfrautic npplicatoK; ' Cover seeds wtth;sult0ble eilurptnent as iotli>i$O gegrassi fbch ..h9rllat htd�lneh QatS I ho t�111.2tnChes aVNttlterty*0 ltmX?lJ$fnehes:. 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I , Page 7-17 Construction Period Pollution Prevention Plan and Erosion and Sediment Control Boston Street Residential Development July 14,2016 Erosion and Sediment Ca>ntrol Practices f7f References ' [4lassac#lusefts lldpat mar�Cof Envi#onmental Prgtection,OifiLe of Watershed ManageraW6 NonpgSntSource Program,Matsachusetts Ndnno?nfSuureeiHana�enrg�fan�aL Boston;lVlAssachuselts,June, 1093 Narth Caretinal)ep�Ytmc;{ttot�n�irojnmenx #11th aaidi[?@turai . -:Resours<rs, +ona'it'cu7tm 'r Y'"n1tw1Pf rd{i ti. 't;l2rilelgb;:NC. Fisbruary 1$91 V:S'P,nvtronmenxa9 Ps�Sestigp Agegry> ' Cbnauyta[fo�r' �1 tl� sA 321t.9 Io5 rVAshtuglon Mc. 'ppCeat6er, ' Wasldtt�lsln SI.itFl?; IM.,bhtf{i,El�A1R�.i'e worm�Nau�n�de�,nenY:: --3lrnriaY}dr »Aaef��ired�. `rrir�y3�tpiai'VPt+bYoary,;99�. A teatparar3r sedimePtbarrtek titFttalted paraU�i torhe�ianlc afa s4reamorlAlte OsedtgcpixtaintfieaYiitneaEpmilncedbycanstntMion gPerationsantital u(t, "Oft" tifast�eatnarJakent!d': OW ,y. Aliosvivi ttrctUpval tlsa sll()4lrof0,10`: rM V& S1 alRM,thc{;1tkA aifi�trearrtsvtr�lc�seft ..w„„ «Vs whBresedldteitrottlrl +r.+, �ttbAtrtPzi�� 1>� Asllt curtafn�s uxdfol Altera ooa&tvcllan is pn 16e battkol slrearhotu aYid ,>zes@dihi�` �k}o'd�e#xt�ts'n Av�llt��iKtgdn ai31i Ytokke�p�tbty#tFrretitntrly Suiin ovjtgtryeuap ttlieoSls Ttutita+111canfbift oti'p, ® 9dlfiix$tltfti3lFF .Sr,Gk�,ldn.. lice, a cursaJn h6t±l rii sdrltrt?lielfiiwa Jitt7eas isossibl�itik redutc the chanceaffitllnr� .................... Page 7-18 1 Construction Period Pollution Prevention Plan and Erosion and Sediment Control Boston Street Residential Development July 14,2016 • Structural Practices: Silt fence with Filtrexx Silt Soxx,or approved equal,shall be installed as shown on the approved Site Plan to help prevent erosion and sedimentation of the downstream wetland resources identified on the project. Catch Basins shall be fitted with filter fabric during construction to prevent the accumulation of sediments in the catch basin sump.Catch Basins shall be cleaned as specified in the Long Term Pollution Prevention Plan or the Operation and Maintenance Plan. • Stormwater Management: The stormwater runoff shall be managed through the use of several best management practices: Deep Sump Catch Basins w/hood Sediment and Oil Separators Subsurface Infiltration Ponds ' 3.0 Other Controls: • Waste Materials: ' All waste materials shall he collected and stored in secure metal dumpsters rented from a licensed solid waste management company in Massachusetts. The dumpsters shall meet all local and state solid waste management regulations as outlined in 310 CMR 19.00. All trash and construction debris generated on site shall be disposed of in the dumpsters. The dumpsters shall be emptied as often as necessary during construction and transferred to an approved solid waste facility licensed to accept municipal solid waste and/or construction and demolition debris. No construction waste shall be buried on site. All personnel shall be instructed regarding the correct procedure for waste disposal. • Hazardous Waste: All hazardous waste materials shall be disposed of in a manner specified by local or State ' regulation or by the manufacturer. Site personnel shall be instructed in these practices. • Sanitary Waste: All sanitary shall be collected from portable units,as needed,by a licensed septage hauler in Massachusetts,in accordance with the requirements of the local Board of Health. • Offsite Vehicle Tracking. Construction entrances and exits shall be via Boston Street,Beaver Street and Goodhue Street 4.0 Timing of Controls/Measures: • As indicated in the Sequence of Major Activities,the installation of erosion and sediment control devices shall be in place prior to earth excavating activities. _... .. Page 7-19 ' - Construction Pedod Pollution Prevention Plan and Erosion and Sediment Control Boston Street Residential Development July 14.2016 ' 5.0 Certification of Compliance with Federal State and Local Regulations: • The Construction Period Pollution Prevention Plan reflects the requirements of the Massachusetts Wetlands Protection Act(310 CMR 10.00).There is no wetland filling 1 associated with this project,it is strictly a buffer zone project.Note that there are no other applicable State or Federal requirements for sediment and erosion control plans (or permits), or stormwater management plans (or permits)required for this project to the best of our knowledge. 6.0 Maintenance and Inspection Procedures: ' • Erosion and Sediment Control Inspection and Maintenance Practices: The following items represent the inspection and maintenance practices that will be used to maintain sediment and erosion control. 1. All control measures shall be inspected at least once every fourteen(14)days and following any storm event of 0.5 inches or greater. 2. All measures shall be maintained in good working order;if a repair is necessary,it shall be initiated within 24 hours of the report. 3. Built up sediment shall be removed from silt fencing when it has reached one-third ' the height of the fence. 4. Silt fence shall be inspected for depth of sediment,tears,to see if the fabric is securely attached to the fence posts,and to see that the fence posts are firmly set in the ' ground. 5. The catch basin grates shall be inspected for grate elevation relative to current surface condition;condition of filter fabric,and degree to which sediment has accumulated on the grate and in the sump of the catch basin. ' 6. Temporary and permanent seeding and any plantings shall be inspected for bare spots,washouts,and healthy growth. 7. A maintenance inspection report shall be prepared following each inspection.A copy ' of the report form to be completed by the inspector is attached to this document. 8. 139 Grove Street Realty Trust shall select three individuals who will be responsible for inspections,maintenance and repair activities as well as who shall be responsible for filling out the inspection and maintenance report. 9. Personnel selected for inspection and maintenance responsibilities shall receive training from 139 Grove Street Realty Trust or their designated representative. They will be trained in all the inspection and maintenance practices necessary for keeping the erosion and sediment control devices used on site in good working order. 7.0 Non Stormwater Discharges: • It is expected that the following non-stormwater discharges will occur from the site during the construction period: 1. Water from water line flushing. 2. Pavement wash waters. All non-stormwater discharges shall be directed to the proposed site BMPs prior to discharge. _ _..... ......_.._.. .............. ._.._ . _....... ' Page 7-20 Construction Period Pollution Prevention Plan and Erosion and Sediment Control Boston Street Residential Development July 14,2016 I ' 8.0 Inventory for Pollution Prevention Plan: • The materials or substances listed below are expected to be present on site during construction: 1. Concrete 2. Wood 3. Structural Steel 4. Masonry Block 5. Office Building Materials 6. Fiber Glass Insulation 7. Fertilizers 8. Petroleum Based Products 9, Cleaning Solvents ' 10. Paints(enamel and latex) 11. Tar 12. Waterproofing Materials 9.0 Spill Prevention: • Material Management Practices: The following are the material management practices that shall be used to reduce the risk of spills or other accidental exposure of materials and substances to stormwater runoff. • Good Housekeeping. The following good housekeeping practices will be followed on site during the construction project. 1. A concerted effort shall be made to store only enough product required to complete a particular task. 2. All materials stored on site shall be stored in a neat and orderly fashion in their appropriate containers and,if possible,under a roof or other secure enclosure. 3. Products shall be kept in their original containers with the original manufacturer's label. 4. Substances shall not be mixed with one another unless recommended by the manufacturer. 5. Whenever possible,all of a product shall be used up before disposing of the container. ' 6. Manufacturer's recommendations for proper use and disposal shall be followed. 7. The site superintendent shall perform a daily site inspection to ensure proper use and disposal of materials on site. ' • Hazardous Products: The following practices are intended to reduce the risks associated with hazardous materials. 1. Products shall be kept in original containers unless they are not resealable. 2. Where feasible,the original labels and material safety data shall be retained,whereas they contain important product information. 3. If surplus product must be disposed,follow manufacturer's or local and state ' recommended methods for proper disposal. Page 7-21 ' Construction Period Pollution Prevention Plan and Erosion and Sediment Control Boston Street Residential Development July 14,2016 • Product Specific Practices: The following product specific practices shall be followed on site: Petroleum Products: All on site vehicles shall be monitored for leaks and receive regular preventative maintenance to reduce the risk of leakage. Petroleum products shall be stored in tightly seated containers which are clearly labeled. Any bituminous concrete or asphalt substances used on site shall be applied according to the manufacturer's recommendations. Fertilizers: Fertilizers shall be applied in the minimum amounts recommended by the manufacturer. Once applied,fertilizers shall be worked into the soil to limit exposure to stormwater. Storage shall be in a covered shed or trailer. The contents of any partially used bags of fertilizers shall be transferred to a sealable plastic bag or bin to ' avoid spills.Fertilizers shall be applied in the minimum amounts recommended by the manufacturer. Once applied,fertilizers shall be worked into the soil to limit exposure to stormwater. Storage shall be in a covered shed or trailer. The contents of ' any partially used bags of fertilizers shall be transferred to a sealable plastic bag or bin to avoid spills. Paints: All containers shall be tightly sealed and stored when not required for use. Excess paint shall not be discharged into any catch basin,drain manhole,or any portion of the stormwater management system. Excess paint shall be properly disposed of according to manufacturer's recommendations or State and local regulations. Concrete Trucks: Concrete trucks shall not be allowed to wash out or discharge surplus concrete or drum wash water on site. • Spill Control Practices: In addition to the good housekeeping and material management practices discussed in the previous sections of this plan,the following practices shall be followed for spill prevention ' and cleanup: 1. Manufacturer's recommended methods for cleanup shall be readily available at the on site trailer and site personnel shall be made aware of the procedures and the location of the information. 2. Materials and equipment necessary for spill cleanup shall be kept in the material storage area on site. Equipment and materials shall include,but not be limited to ' brooms,dust pans,mops,rags,gloves,goggles,kitty litter,sand,sawdust,and plastic and metal trash containers specifically for this purpose. 3. All spills shall be cleaned up immediately after discovery. 4. The spill area shall be kept well ventilated and personnel shall wear appropriate protective clothing to prevent injury from contact with a hazardous substance. 5. Spills of toxic or hazardous material shall be reported to the appropriate State and/or local authority in accordance with local and/or State regulations. 6. The spill prevention plan shall be adjusted to include measures to prevent a particular type of spill from reoccurring and how to clean up the spill if there is another occurrence. A description of the spill,what caused it,and the clean up measures shall also be included. ......... _._....... Page 7-22 ' Construction Period Pollution Prevention Plan and Erosion and Sediment Control - Boston Street Residential Development July 14,2016 1 7. 139 Grove Street Realty Trust or their assigned designee shall be the spill prevention and cleanup coordinator.139 Grove Street Realty Trust shall designate at least three other site personnel who will be trained in the spill control practices identified above. 10.0 Pollution Prevention Plan Certificate: I certify under penalty of law that this document and all its attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system,or those persons directly responsible for gathering the information,the information submitted is,to the best of my knowledge and belief,true,accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. Signed: 139 Grove Street Realty Trust ' Date: Page 7-23 Construction Period Pollution Prevention Plan and Erosion and Sediment Control Boston Street Residential Development July 14,2016 Inspection and Maintenance Form To be completed every 14 days and within 24 hours of a rainfall event of 0.5 inches or greater Boston Street Residential Development, Salem Massachusetts Inspector: Date: Inspector's Title: ' Days Since last Rainfall: Amount of last Rainfall: Structural Controls:Silt Fence/Filtrexx Silt Soxx ' Average Fence Posts Overall From To Depth of Tears Secure Condition Sediment ' Yes Yes Poor No No Fair Good ' Yes Yes Poor No No Fair Good Yes Yes Poor No No Fair Good Yes Yes Poor t No No Fair Good Yes Yes Poor No No Farr Good Yes Yes Poor No No Fair Good Maintenance Required: ITo be performed by: On or Before: ... Page 7-24 i ' Construction Period Pollution Prevention Plan and Erosion and Sediment Control Boston Street Residential Development July 14,2016 Inspection and Maintenance Form To be completed every 14 days and within 24 hours of a rainfall event of 0.5 inches or greater i ' Boston Street Residential Development, Massachusetts Inspector: Date: Inspector's Title: ' Days Since last Rainfall: Amount of last Rainfall: Structural Controls: Catch Basins/Grates Catch Basin Filter Fabric Sediment Sediment Location at Grade in Place Buildup on Buildup in Grate/Fabric CB Sum ' Yes Yes Minor No No Moderate Ma'or Yes Yes Minor No No Moderate Major ' Yes Yes Minor No No Moderate Ma'or Yes Yes Minor No No Moderate Major Yes Yes Minor No No Moderate Major Yes Yes Minor No No Moderate Ma'or Maintenance Required: To be performed by: On or Before: Page 7-25 ' Construction Period Pollution Prevention Plan and Erosion and Sediment Control Boston Street Residential Development July 14,2016 ' Inspection and Maintenance Form To be completed every 14 days and within 24 hours of a rainfall event of 0.5 inches or greater Boston Street Residential Development, Salem, Massachusetts Inspector: Date: Inspectors Title: tDays Since last Rainfall: Amount of last Rainfall: ' Structural Controls:Sediment and Oil Separator/Outlet Control Structure Location Sediment Buildup Sediment Buildup at Inlet at Outlet Minor Minor Moderate Moderate Major Major Minor Minor Moderate Moderate Major Major ' Minor Minor Moderate Moderate Major Major Minor Minor Moderate Moderate Major Major Minor Minor Moderate Moderate Major Major Minor Minor ' Moderate Moderate Ma'or Ma'or Maintenance Required: ' To be performed by: On or Before: Page 7-26 Construction Period Pollution Prevention Plan and Erosion and Sediment Control Boston Street Residential Development July 14.2016 Inspection and Maintenance Form To be completed every 14 days and within 24 hours of a rainfall event of 0.5 inches or greater I ' Boston Street Residential Development, Salem, Massachusetts Inspector: Date: Inspector's Title: ' Days Since last Rainfall: Amount of last Rainfall: Structural Controls:Subsurface Infiltration Basin Condition of Filter Fabric Sediment Sediment Location Stone Bed in Place Buildup at Buildup in ' Inlet Basin Poor Yes Minor Minor Fair Moderate Moderate Good No Major Major Poor Minor Minor Fair Yes Moderate Moderate Good No Major Major Poor Yes Minor Minor Fair Moderate Moderate Good N° Major Major Poor Yes Minor Minor ' Pair No Moderate Moderate Good Major Major Poor Yes Minor Minor ' Fair No Moderate Moderate Good Major Major Poor YMinor Minor Yes Fair aModerate Moderate Good No Major Major Maintenance Required: ' To be performed by: On or Before: Page 7-27 ' Construction Period Pollution Prevention Plan and Erosion and Sediment Control Boston Street Residential Development July 14,2016 ' Inspection and Maintenance Form To be completed every 14 days and within 24 hours of a rainfall event of 0.5 inches or greater ' Boston Street Residential Development, Salem, Massachusetts Changes required to the construction period pollution prevention plan: i Reasons for Changes: ' I certify under penalty of law that the above changes to the document and all its attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system,or those persons directly responsible for gathering the information,the information submitted is,to the best of my knowledge and belief,true,accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. Signature: Date: Page 7-28 Soil Test Logs Boston Street Residential Development, Massachusetts July 14, 2016 ................. ----------- Page 8-1 . CortAnvYe2lfh oYMassachusei#s. CitylfQwr�dYriail'tbn 14 Form 1'I -Soil SURats>f Assessment for Cin-Site Sewage Disposal G un-site Review*dn�ea} deep 01 si> otl l4ofe Number TP. LSuriace a.22,71) . ... ')`tedmrlmorpEile Keshires Cderae�frsgtnerds Depth{+n.) oil'Layer SORlV)5tif7C Color: frllQtf)e$)- Soil Togitre %by'tYotU., Sell Soil. I.ay�BY MDist{N{u�gglr� JUSOA) .. Cobbles Structure Comisfen�e Other ]Depth Color Percent. Grmel Stones (Moist) Pavernenf 4=ts Fill. — gmelty SL 70% -;2%lo ma fr 4ir15f) C 1011Ft 5/8 — San c2% <24o sg to Addtrionar Notes 1) Norefusai Hn water,NtrAtotffes; �) '04AY"Oontlms-podtctsaPmaesesartd.. 3} Ret haetfotmdation;on wplhedy CMI ot4aSt p .£adands dawn approx.72'. Pd-sSdewalls are u slatf is, Z 7P1 •:rev,1110 form 11—SOH'Suitability Assessment for Onsite Sewn a Di B3 2 g Disposal •Page t of i Cottsariw2al#! of Massairhuseft§: CitylTown ofF{atniltor Farr 11 - 5oi1 Sti tal�ility Assessment for On-Site:Sewage: Disposal C. Ort-Site I�euiew (carshlluedj ❑eep0bser'63n fteNumbeF TP2 (Surface I.2&W) ... RedbXlrytorpMc features: Coarse FragmesNs. llttod= 7 QyaiHx.C"o7o {t0'atiles) Y?l+'ffr�)• >-aY�t NIo7.a4{1V)ufbe7l) ... . Scll Texture %�by Volume. _ 0 4 4APu [clot PencerR (HSDA). Cobl " 8 Soil CO a Other GMS S=ye Molto Monies- Pavement -: 442 Fi11 — _ grw illy 10°l0 <2% ma fr SC 12439' 10YR med, $and <2%° <20W Sg 10 AddiG'ol)el Notes: ' 1}, .iJcaSrlrsel No�rfltC<�Gmoltlas;. .. 2� C-1.ayercw7sists bfsff2t�eC laYek#;�;axdeml-a'pa:eoatse 5agq,. 3� R.kst,Ceyrallsare ulxifabR,. _ TP2•rev;g(40. Folin 11—Sol SuebTty Assessment for On-She Sewage Disposal •Page 1 of 1 62 Cornrtiotlweaith.of M�ssacfruse€ts Cityfrown of Harfton �orr►i 1 - aii 5> tab�ii�i.Assessment fir 0n-Sete Sewage Disposal C. Cdr=�it� Reu�euv(cii>�nued Qft ObO61 Wri Hole Number, IRS 0&111 ace M 23J'1 . . . �edoxftnorink.�e�tures Coarse Fragments Pffi�{+t Soil f#9_.. 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July 14, 2016 ! 1 1 ! ! ! i ! 1 1 Page 9-1 ! �. _ y< � ; � � - �4 �® C 1.,- C 2 0 V n '4 5. �,'� � J �i' '� _ t '���f A \ii �Pd�Prr �. �s �I �'� � � � l lSJ � .� �� � � �� 1 � f � 2 t,' 6 F' ' y � 6 � � r � . !�� . � c� ��"�� � ti �,,. � f ,�1 �� ! 4w �� . a 4,�_\��t 602 ., t I `Zo t ` '--Y •� �� �. � i r �. '� � , .' ���. \ � � _ � 9. �V, � ` eOs f}! . :'def o:��. , ��� 3� ` - �� y s . �h.+' � � t. �,iso �.,y � .�. �r ,,\\ � � � �' � I_��GI7a 1��. _._..._ .._� .. _.__._ �Y�. _ Vit''. �� �� �n r .. �\. •� >� ;' � . s: w� w w w w w w w w wl w w w w w w w w w Soil Map—Essex County,Massachusetts,Southern Part (Goodhue Street&70-91 112 Boston Street) MAP LEGEND MAP INFORMATION Area of Interest(AOg J§ Spon Area The soil surveys p that comprise [:] your AOI were mapped at 1:15,800. Area of Interest(AOI) stony Spot Soils _Very Stony spot Warning:Soil Map may not be valid at this scale. 0 Son Map Unit Polygons Enlargement of maps beyond the scale of mapping can cause N Son Map Una lines wet spa misunderstanding of the detail of mapping and accuracy of soil line Cther placement.The maps do not show me small areas of contrasting ® Son Map Una Points � soils that could have been shown at a more detailed sale. •• Special Une Features Special Point Features Please rely on the bar scale on each map sheet for map e Sorr V Blowout water Features ® ,-- streams and Genets measurements. clay S Pit Streams of Map: Natural Resources Conservation Service la S Transportation Web Sol Survey URL: httpJ/websoilsurvey.nres.usda.gov y Fa-y d Closed Depression Rails Coordinate System: Web Mercator(EPSG:3857) •v Graves Pit Interstate Highways Maps from the Web Soil Survey are based on the Web Mercator US Routes Projection,which preserves direction and shape but distorts Gravelly Spot distance and area.A projection that preserves area,such as the -_. Major Roads Albers equal-area conic projection,should be Used if more accurate 0 Landon Local Roads calculations of distance or area are required. K Lava now Background This product is generated from the USDA-NRCS cartilled date as of 46 Marsh or swamp . Aerial Photography the version date(s)listed below, Mine or Quarry Soil Survey Area: Essex County,Massachusetts,Southern Part Survey Area Data: Version 12,Sep 28,2015 ® Miscellaneous water Soil map units are labeled(as space allows)for map scales 1:50,000 ® Perennial Water or larger. v Rock Outcrop Date(s)aerial images were photographed: Aug 10,2014—Aug + saline spot 25.2014 Sandy spot The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background ® Severely Eroded Spa imagery displayed on these maps.As a result some minor shifting ® Sinkhole of map unit boundaries may be evident 3p Sndeor Slip Ar Sodic Spot USDA Natural Resources Web Soil Survey Conservation Service 6123/2016 National Cooperative Soil Survey Page 2 of 3 1 1 Soil Map—Essex County,Massachusetts,Southern Part Goodhue Street&70-91 1/2 Boston Street 1 Map Unit Legend 1 Esatex�Sppaty Massachusetts;,Sottthsrn Pari(fJIP,60S) - fJ11pUMtSymboL. mdA Ugik�,N$mg`„ Acres;in A91, 602 Urban land 4.6 100.0% Totals for Area of Interest 4.6 V 100.0°� � 1 � 1 1 1 1 1 i 1 1 1 1 1 1 USDA Natural Resources Web Soil Survey 6/23/2016 Conservation Service National Cooperative Soil Survey Page 3 of 3 1 ' Snow Disposal Guidelines Boston Street Residential Development, Salem, Massachusetts July 14, 2016 The snow disposal guidelines below offer information on the proper steps to take when locating sites and coming up with ' options for disposing of snow. Finding a place to dispose of collected snow poses a challenge to municipalities and businesses as they clear roads, parking lots, bridges, and sidewalks. Public safety is of the utmost importance. However, care must be taken to ensure that collected snow, which may be contaminated with road salt, sand, litter,and automotive pollutants such as oil, is disposed of in a manner that will minimize threats to nearby waterbodies.This guidance describes appropriate measures to be taken, including in cases of emergency when other options are not available. ' If you have questions on MassDEP's snow disposal guidance,you may contact one of MassDEP's Regional Offices: Northeast Regional Office,Wilmington, 978-694-3249 Southeast Regional Office,Lakeville, 508-946-2714 Central Regional Office,Worcester, 508-767-2722 ' Western Regional Office, Springfield,413-784-1100. ' Effective Date: March 8, 2001 Guideline No. BRPG01-01 Applicability:Applies to all federal, state, regional and local agencies,as well as to private businesses. ' Supersedes: BRP Snow Disposal Guideline BRPG97-1 issued 12119/97,and all previous snow disposal guidance Approved by: Glenn Haas,Assistant Commissioner for Resource Protection ' PURPOSE:To provide guidelines to all government agencies and private businesses regarding snow disposal site selection, site preparation and maintenance,and emergency snow disposal options that are acceptable to the Department of Environmental Protection, Bureau of Resource Protection. APPLICABILITY:These Guidelines are issued by the Bureau of Resource Protection on behalf of all Bureau Programs (including Drinking Water Supply,Wetlands and Waterways,Wastewater Management,and Watershed Planning and Permitting).They apply to public agencies and private businesses disposing of snow in the Commonwealth of Massachusetts. ' INTRODUCTION Finding a place to dispose of collected snow poses a challenge to municipalities and businesses as they Gear roads, ' parking lots, bridges, and sidewalks.While we are all aware of the threats to public safety caused by snow,collected snow that is contaminated with road salt,sand, litter, and automotive pollutants such as oil also threatens public health and the environment. As snow melts, road salt, sand, litter, and other pollutants are transported into surface water or through the soil where they may eventually reach the groundwater. Road salt and other pollutants can contaminate water supplies and are toxic Page 10-1 ' Snow Disposal Guidelines Boston Street Residential Development, Salem, MA July 14, 2016 to aquatic life at certain levels.Sand washed into waterbodies can create sand bars or fill in wetlands and ponds, impacting aquatic life,causing flooding, and affecting our use of these resources. There are several steps that communities can take to minimize the impacts of snow disposal on public health and the ' environment.These steps will help communities avoid the costs of a contaminated water supply,degraded waterbodies, and flooding. Everything we do on the land has the potential to impact our water resources.Given the authority of local government over the use of the land, municipal officials and staff have a critically important role to play in protecting our water resources. ' The purpose of these guidelines is to help municipalities and businesses select, prepare, and maintain appropriate snow disposal sites before the snow begins to accumulate through the winter. ' RECOMMENDED GUIDELINES These snow disposal guidelines address:(1)site selection; (2)site preparation and maintenance;and(3)emergency ' snow disposal. 1. SITE SELECTION ' The key to selecting effective snow disposal sites is to locate them adjacent to or on pervious surfaces in upland areas away from water resources and wells.At these locations,the snow meltwater can filter in to the soil,leaving behind sand and debris which can be removed in the springtime.The following areas should be avoided: ' • Avoid dumping of snow into any waterbody, including rivers,the ocean, reservoirs, ponds,or wetlands. In addition to water quality impacts and flooding, snow disposed of in open water can cause navigational hazards when it ' freezes into ice blocks. • Do not dump snow within a Zone II or Interim Wellhead Protection Area(IWPA)of a public water supply well or within 75 feet of a private well,where road salt may contaminate water supplies. ' • Avoid dumping snow on MassDEP-designated high and medium-yield aquifers where it may contaminate groundwater(see the next page for information on ordering maps from MassGIS showing the locations of ' aquifers,Zone It's, and IWPAs in your community). Avoid dumping snow in sanitary landfills and gravel pits.Snow meltwater will create more contaminated leachate in landfills posing a greater risk to groundwater, and in gravel pits, there is little opportunity for pollutants to be ' filtered out of the meltwater because groundwater is close to the land surface. • Avoid disposing of snow on top of storm drain catch basins or In stormwater drainage swales or ditches. Snow combined with sand and debris may block a storm drainage system,causing localized flooding.A high volume of sand,sediment,and litter released from melting snow also may be quickly transported through the system into surface water. Page 1D-2 Snow Disposal Guidelines Boston Street Residential Development, Salem, MA July 14, 2016 ' Site Selection Procedures a) It is important that the municipal Department of Public Works or Highway Department, Conservation Commission, ' and Board of Health work together to select appropriate snow disposal sites.The following steps should be taken: b) Estimate how much snow disposal capacity is needed for the season so that an adequate number of disposal sites can be selected and prepared. c) Identify sites that could potentially be used for snow disposal such as municipal open space(e.g., parking lots or ' parks). d) Sites located in upland locations that are not likely to impact sensitive environmental resources should be selected first. ' e) If more storage space is still needed, prioritize the sites with the least environmental impact(using the site selection criteria, and local or MassGIS maps as a guide). MassGIS Maps of Open Space and Water Resources ' If local maps do not show the information you need to select appropriate snow disposal sites,you may order maps from MassGIS(Massachusetts Geographic Information System)which show publicly owned open spaces and approximate locations of sensitive environmental resources(locations should be field-verified where possible). Different coverages or map themes depicting sensitive environmental resources are available from MassGIS on the map you order.At a minimum, you should order the Priority Resources Map.The Priority Resources Map includes aquifers, public water supplies, MassDEP-approved Zone II's, Interim Wellhead Protection Areas,Wetlands,Open Space,Areas of Critical ' Environmental Concern, NHESP Wetlands Habitats, MassDEP Permitted Solid Waste facilities, Surface Water Protection areas(Zone A's)and base map features.The cost of this map is$25.00.Other coverages or map themes you may consider, depending on the location of your city or town, include Outstanding Resource Waters and MassDEP Eelgrass Resources.These are available at$25.00 each,with each map theme being depicted on a separate map. Maps should be ordered from MassGIS . Maps may also be ordered by fax at 617-626-1249(order form available from the MassGIS web site)or mail. For further information, contact MassGIS at 617-626-1189. 2.SITE PREPARATION AND MAINTENANCE In addition to carefully selecting disposal sites before the winter begins, it is important to prepare and maintain these sites to maximize their effectiveness.The following maintenance measures should be undertaken for all snow disposal sites: ' A silt fence or equivalent barrier should be placed securely on the downgradient side of the snow disposal site. ' To filter pollutants out of the meltwater, a 50-foot vegetative buffer strip should be maintained during the growth season between the disposal site and adjacent waterbodies. ' • Debris should be cleared from the site prior to using the site for snow disposal. -.. Page 10-3 ' Snow Disposal Guidelines Boston Street Residential Development, Salem,MA July 14, 2016 ' Debris should be cleared from the site and properly disposed of at the end of the snow season and no later than May 15. 3. EMERGENCY SNOW DISPOSAL As mentioned earlier, it is important to estimate the amount of snow disposal capacity you will need so that an adequate ' number of upland disposal sites can be selected and prepared. If despite your planning, upland disposal sites have been exhausted,snow may be disposed of near waterbodies.A ' vegetated buffer of at least 50 feet should still be maintained between the site and the waterbody in these situations. Furthermore, it is essential that the other guidelines for preparing and maintaining snow disposal sites be followed to minimize the threat to adjacent waterbodies. ' Under extraordinary conditions,when all land-based snow disposal options are exhausted, disposal of snow that is not obviously contaminated with road salt, sand, and other pollutants may be allowed in certain waterbodies under certain ' conditions. in these dire situations, notify your Conservation Commission and the appropriate MassDEP Regional Service Center before disposing of snow in a waterbody. Use the following guidelines in these emergency situations: • Dispose of snow in open water with adequate flow and mixing to prevent ice dams from forming. • Do not dispose of snow in saltmarshes, vegetated wetlands, certified vernal pools, shellfish beds, mudflats, drinking water reservoirs and their tributaries, Zone IIs or IWPAs of public water supply wells, Outstanding Resource Waters,or Areas of Critical Environmental Concern. • Do not dispose of snow where trucks may cause shoreline damage or erosion. • Consult with the municipal Conservation Commission to ensure that snow disposal in open water complies with local ordinances and bylaws. FOR MORE INFORMATION If you have questions on MassDEP's snow disposal guidance, you may contact one of MassDEP's Regional Offices: Northeast Regional Office,Wilmington, 978-694-3249 Southeast Regional Office, Lakeville, 508-946-2714 Central Regional Office, Worcester, 508-767-2722 Western Regional Office, Springfield,413-784-1100. Page 10-4 Deicing Chemical (Road Salt) Storage ' Boston Street Residential Development, Salem, Massachusetts July 14, 2016 1 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 1 PURPOSE:To summarize salt storage prohibition standards around drinking water supplies and current salt storage practices. ' APPLICABILITY:These guidelines are issued on behalf of the Bureau of Resource Protection's Drinking Water Program. They apply to all parties storing road salt or other chemical deicing agents. ' 1.The Road Salt Problem: Historically, there have been incidents in Massachusetts where improperly stored road salt has polluted public and private drinking water supplies. Recognizing the problem,state and local governments have taken steps in recent years to remediate impacted water supplies and to protect water supplies from future contamination.As a result of properly designing storage sheds, new incidents are uncommon.These guidelines summarize salt storage prohibition standards around drinking water supplies and current salt storage practices. ' 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 11)for public water supply wells,as follows: "storage of sodium chloride, chemically treated abrasives or other chemicals used for the removal of ice and snow on roads[are prohibited], unless such storage is within a structure designed to prevent the generation and escape of contaminated runoff or leachate."For drinking water reservoirs, 310 CMR 22.20C prohibits,through local bylaw, uncovered or uncontained storage of road or t parking lot de-icing and sanding materials within Zone A at new reservoirs and at those reservoirs increasing their withdrawals under MGL Chapter 21 G,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 contributes 10%or less to the sodium level in people on a sodium- restricted diet. For more information contact:Catherine Sarafinas at 617-556-1070 or catherine.sarafinas(o'9state ma us. 111. Salt Storage Best Management Practices(BMP): Components of an"environment-friendly"roadway deicing salt storage facility include: ' • the right site=a flat site; _._..... .. _.._.... Page 11-1 1 ' Deicing Chemical(Road Salt)Storage Boston Street Residential Development,Salem, MA June 21,2016. r . adequate space for salt piles; • storage on a pad(impervious/paved area); r • storage under a roof;and r • runoff collection/containment. For more information,see The Salt Storage Handbook, 6th ed.Virginia: Salt Institute, 2006(phone 703-549.4648 rorhttp!/www saltinstitute oroloublication/safe-and-sustainable-snowfi(lhtino/). IV. Salt Storage Practices of the Massachusetts Highway Department: r The Massachusetts Highway Department(MHD)has 216 permanent salt storage sheds at 109 locations in the state. On leased land and state land under arteries and ramps,where the MHD cannot build sheds, salt piles are stored under impermeable material.This accounts for an additional 15 sites.The MHD also administers a program to assist r municipalities with the construction of salt storage sheds. Of 351 communities,201 municipalities have used state funds for salt storage facilities. r For more information about MHD's salt storage facilities, contact Paul Brown at the Massachusetts Highway Department, 10 Park Plaza, Boston, MA 02116(phone 617-973-7792). r r r r r 1 r r Page 11-2 r i . Transmittal Letter Williams & Sparages August 25, 2016 t 189 North Main Street, Suite 101 RECEIVED,^`6a!' E I•V_E D A Middleton, MA Phone: 978-539-8 �� & WILLIAMS SPARAGES Pax: 978-539-8200200 /t!,; 2 5 2016 � �.— r DEPT. 7- n] A N"J'NG & S To: COMMUNI FY DEdELOPMENT Salem Planning Board Attention: Amanda Chiancola, Staff Planner 120 Washington Street, 3'tl Floor Salem, MA 01970 Re: Flynntan Site Job Number: SALE-0029 We are sending you H Attached ❑ Under Separate Cover via: [Type text here] the following: ❑ Shop Drawings ❑ Prints 0 Plans ❑ Other: ❑ Copy of Letter ❑ Change Order ❑ Samples ❑ Total Quantity ❑ Reproducible ❑ Specification Submittal Quantity Date DWG. # Description 12 8/24/16 (9 Sheets) Revised Site Plan Set 1 7/21/16 (Report) Revised Stormwater Report 1 7/21/16 (Letter) Response to Peer Review Comments - VHB These are transmitted as checked below Q For Approval ❑ Approved as Submitted ❑ Resubmit copies for approval ❑ For Your Use ❑ Approved as Noted ❑ Submit [#] copies for distribution ❑ As Requested ❑ Returned for Corrections ❑ Return [#] corrected prints ❑ For Review and Comment ❑ Revise and Resubmit/Work May Not Proceed ❑ FOR BIDS DUE: ❑ PRINTS RETURNED AFTER LOAN Comments: Copy to: Attorney Joseph Correnti 139 Grove Street Realty Trust Sign a Chris Sp age , P.E. E a g3 3 &` ties June 1, 2016 �♦` hbo Ref: 13567.00 Y Amanda Chiancola, Staff Planner Department of Planning &Community Development 120 Washington Street, 31' Floor Salem, Massachusetts 01970 Re: Engineering Review Boston Street Residences 70-92 1/2 Boston Street Dear Ms. Chiancola Vanasse Hangen Brustlin,Inc. (VHB) has completed a review of the stormwater management system and utilities for the mixed-use development located at 70—92 1/2 Boston Street. The proposed development includes the construction of fifty(50) residential units and approximately 1,200 SF of retail. VHB reviewed the following documents prepared in support of the application: • Site Plans dated March 31,2016 prepared by Williams&Sparages • Comparative Drainage Analysis dated March 24,2016 prepared by Williams&Sparages • Boston Street Residences Planning Board Submission dated March 30,2016 prepared by Kholsa Design, Inc. • NRCC Compliance Memorandum dated March 30, 2016 prepared by Khalsa Design, Inc. • Project Narrative in Support of Site Plan Review Application • Environmental Impact Statement in Support of Site Plan Review Application STORMWATER MANAGEMENT The proposed project will disturb greater than one acre of land and is therefore subject to Chapter 37 of the City of Salem Code of Ordinances and by reference the Massachusetts Department of Environmental Protection Stormwater Management Regulations. 1. The Applicant shall address each of the ten stormwater management standards. The report shall provide a statement demonstrating how each Standard has been met, any necessary documentation and a completed Stormwater Management Report Checklist. 101 Walnut Street Po Box 9151 Engineers I Scientists I Planners I Designers Watertown,Massachusetts 02471 P 617.924.1770 F 617.924.2286 \\v11rA,opw.e-1Jou3567 MdocAene,sv0-92.5eo:roo street neve.,Latta,6-I-2016docx Amanda Chiancola �•1� Ref:13567.00 .� �� June 1, 2016 Page 2 `V' 2. A long-term pollution prevention plan is required by Standards 4-6 and shall include proper procedures for the following (if applicable): a. Good housekeeping b. Storage of materials and waste products inside or under cover c. Vehicle Washing d. Routine inspections and maintenance of stormwater BMPs e. Spill prevention and response f. Pet waste management g. Proper management of deicing chemicals 3. A plan shall be developed to control construction related impacts, including erosion, sedimentation and other pollutant sources during construction to support Standard 8. 4. An Operations and maintenance(O&M) plan is required by Standard 9 to ensure that stormwater management systems function as designed. At a minimum the O&M plan shall include the following (if applicable), and shall also be included on the Site Plans themselves: a. stormwater management system owner(s) b. The parties responsible for operation and maintenance, including how future property owners will be notified of the presence of the stormwater management system and the requirement for proper operation and maintenance c. The routine and non-routine maintenance tasks to be undertaken after construction is completed and schedule for implementing those tasks d. A plan that is drawn to scale and shows the location of all stormwater BMPs in each treatment train along with the discharge point e. A description and delineation of public safety features f. An estimated operations and maintenance budget 5. It appears that the applicant used rainfall data from TP-40. TP-40 has been superseded by NOAA Atlas 14. The following rainfall depths should be used for the 2, 10,25 and 100-year storm events respectively: 3.2", 5.0" 6.2" and 7.9". 6. The applicant has selected to use a minimum time of concentration of 6 minutes; HydrocCAD has no minimum time of concentration requirement. The applicant should provide calculations to demonstrate that the time of concentration for each watershed does not exceed 6 minutes. 7. The NRCS Soil Map for the site indicates Urban Land;there is no Hydrologic Soil Group designation for Urban Land. Boring Logs and Test Pit Data sands and gravels overlain by a thin layer of gravelly sandy loam. The development of curve numbers for the hydrologic model the \\vhb\pr j\Wat-LD\13567.00\docs\letlersV 092.5 Boetnn 54eel Review Lefler 6 1-20164oa Amanda Chiancola Ref:13567.00 h b June 1, 2016 Page 3 applicant uses Hydrologic Soil Group B for consistency with the previously approved project. The applicant should justify this approach. 8. The applicant shall provide test pit or boring data, in accordance with the Stormwater Management Regulations to verify soil type, infiltration rate and depth to estimated seasonal high groundwater at each of the proposed subsurface infiltration systems. A mounding analysis will be required if ESHGW is within 2 feet of the proposed infiltration systems. 9. The Environmental Impact Statement discusses potential for contamination on-site. The applicant shall provide confirmation from a Licensed Site Professional (LSP)that location of the infiltration systems on-site will not adversely impact contamination on-site(if present). 10. Runoff from the mixed used building bypasses the infiltration system and discharges directly to the closed-pipe drainage system in Goodhue Street. As stated in the Comparative Drainage Analysis,The Massachusetts DEP exempts certain roof types from pretreatment prior to infiltration. The applicant should confirm that the proposed roof material complies and should demonstrate why recharge of rooftop runoff is not practicable. 11. The applicant should verify whether the proposed development is tributary to a waterbody subject to a Total Maximum Daily Load (TMDL) requirement. If the proposed development is tributary to an impaired waterbody the applicant should describe how the proposed stormwater management system meets the TMDL requirements 12. Stormwater Management Area#1 and#2 are located immediately upgradient of proposed retaining walls. The applicant should demonstrate that there is adequate separation to prevent breakout or seepage of groundwater through the wall systems. The wall systems should be designed accordingly. 13. The bottom of chamber and bottom of stone elevations for Stormwater Management Area#1 and not consistent between the site plans and the HydroCAD model. 14. Applicant should consider providing manifold connection to subsurface infiltration systems to ensure that runoff is evenly distributed through the subsurface chamber systems. 15. Sizing for pretreatment devices should be included in the stormwater management report. It is recommended that pretreatment devices be placed off-line to avoid resuspension of solids. UTILITIES 1. The applicant should confirm the adequacy of the existing sewer connection in Goodhue Street. Applicant shall coordinate with the City Engineer. 2. Per prior conditions of approval, the applicant shall investigate the existing drain on adjacent parcel (Witch City Cycle)to determine if drain extends onto subject parcel. Applicant shall revisit this existing drain after exploratory excavation is completed. If drain is determined to be functioning, applicant shall coordinate with the City Engineer to make modifications to the plan as directed. \\vhb\pro)\Wal1O\1356700\docs\IettersPO-93.5 Bos to I Slfebl Review letleF 6-1-2016dncx Amanda Chiancola 7.0 ��j1� Ref:13560 Ab June 1, 67.0 016 Page 4 3. Per prior conditions of approval the applicant shall coordinate with the City Engineer and City's consultant prior to starting any work related to cutting and capping of any sewer and water services at the Mains in Boston Street, Grove Street or Goodhue Street. Applicant to utilize trace technology to locate services in advance of or in conjunction with exploratory excavations to improve chances of locating and properly abandoning services. 4. Hydrant locations should be reviewed and approved by the Fire Department. One fire hydrant should be located within 100 feet of the Fire Department Connection (FDC). 5. Applicant shall provide pipe sizing calculations for the proposed closed-pipe drainage system. GENERAL ENGINEERING AND SITE PLAN 1. Applicant shall clarify the extent of floodplain on-site and address and potential impacts. 2. Massachusetts Architectural Access Board Regulations, 521 CMR Section 20.2 requires that an accessible route be provided from the public street or sidewalks to the accessible entrance. There does not appear to be an accessible route from Boston Street to main entrance to the mixed-use building or retail spaces. 3. Accessible parking spaces should be evenly distributed between the surface parking (3 spaces) and garage (2 spaces). At least one van space should be provided in each parking area. Applicant should demonstrate adequate clearance in the garage for van access (8'-2"). 4. Applicant shall verify that adequate clearance is provided between the accessible curb ramp and the entrances for the retail spaces.Applicant shall verify that adequate clearance is provided between the accessible curb ramp and the entrances for the retail spaces. S. The site entrance from Beaver Street is immediately adjacent to the access driveway to the City of Salem Parking lot. 6. The proposed surface parking areas are dead ends. To improve circulation the applicant should consider incorporating hammerhead or other applicable method to allow vehicles to maneuver through the parking areas. 7. Access to the proposed garage requires a 90 degree, recommend that applicant provide vehicle turning movements to confirm that typical passenger vehicles can enter and exit parking garage without crossing lanes. 8. The applicant shall prepare a Fire Apparatus Access Plan for review and approval by the Salem Fire Department. 9. The site plans show snow storage areas at the top of retaining walls and within the parking dog park. The applicant should consider the adequacy of these locations. �Whb\,J\w -LM13569m\mcnI,ue.00-e2 5 6.,,nAree,Re Leve,64-ml6doo- 1 a Amanda Chiancola Ref: 13567.00 &0�!1 June 1, 2016 - *V' hb Page 5 If you have any questions or comments please call me at 617-607-2163 Sincerely, Kenneth S. Staffier, P.E. Chief Engineer-Watertown Land Development kstaffier@vhb.com \\VhVP \Wa,-LO\1356)00\docs\IencrsV052.5 Boston St,eel Review Le,tei 61-2016dou Vhb AGREEMENT FOR PROFESSIONAL SERVICES BETWEEN VANASSE HANGEN BRUSTLIN,INC. AND CITY OF SALEM ENGINEERING PEER REVIEW SERVICES 70-921/2 BOSTON STREET SALEM, MASSACHUSETTS VHB PROJECT NO.TBD April 22,2016 This Agreement is composed of Part I and Part II. Part I includes details of the services to be performed, timing of the services, and compensation. Part II (attached) contains the Terms and Conditions of the Agreement,which are the general terms of the engagement between the City of Salem, hereinafter called the "Client," and Vanasse Hangen Brustlin, Inc. (VHB). PART PROJECT DESCRIPTION The Client has requested a professional peer review of the stormwater management system and utilities for a.mixed-use development application for Site Plan Review. The proposed project is located at 70-92 1/2 Boston Street and includes construction of fifty(50) residential apartment units, six(6) townhome units and approximately 1,200 SF of retail. SCOPE OF SERVICES VHB will conduct a professional and independent review of the proposed project referenced above. The following provides an outline of the Tasks identified by the Client per email dated April 11, 2016. The specific Scope of Services to be performed by VHB under this task is explained in detail below. Paqe 1 of 6 m�waxR.wsw��me�i�sr�,x��o o isn� �ikof - �'vhb 1. Review Stormwater Management Report 2. Review Utility Plans and information in the vicinity of the proposed project 3. Review City of Salem Planning Board conditions for previously approved project on 6-13-2014 (attached) 4. Attend meeting with City Engineer to discuss specific City concerns to be addressed in the peer review. 5. Complete site visit to observe the number and location of existing sewer and drainage structures, existing topography, impervious areas and structures as shown on existing plans. 6. Review Project Narrative, Environmental Notification Form and Comparative Drainage Analysis. 7. Review site development plans. Review proposed onsite Stormwater management system. Pre and post development runoff calculations and Stormwater quantity and quality issues. Review calculations for projected sanitary sewer flows, hydraulic calculations for proposed sanitary sewer design, and layout of proposed water and sanitary sewer piping. 8. Attend up to one meeting with the project Engineer to review findings of site visit and review of documents described above. 9. Prepare letter report summarizing findings of record search,site walk, document review, and meeting described above. 10. Attend up to one meeting with the Staff Planner and City Engineer to discuss findings in the report. 11. Plan for and attend up to two Planning Board public hearings to witness presentation of the project by the applicant and to present findings of peer review. 1.0 SUBMISSION REVIEW (ITEMS 3 & 6) The City shall provide VHB with a complete copy of the applicant's submission materials, including: the Project Narrative, Environmental Notification Form, project site plans, stormwater management report and prior Planning Board Decision. Upon receipt of this submission package, VHB will conduct a preliminary review of the information presented to determine if adequate information has been submitted according to the City's requirements and general engineering practice for VHB to begin the formal technical review. If additional basic information is required, VHB will immediately notify the City Planning staff. Upon receipt of any additional materials requested,VHB will complete a final review of the material for conformance with City of Salem Ordinances, City of Salem Zoning Ordinances and prior approvals for the site. VHB will prepare a memorandum summarizing our findings. 2.0 STORMWATER MANAGEMENT&UTILITIES REVIEW(ITEMS 12. S & 7) - VHB will conduct a detailed and thorough evaluation of the site plans and stormwater management report relative to the stormwater management system and utility design. The review will focus on conformance with standard engineering practice as well as conformance with applicable regulations including the City of Salem Ordinances, City of Salem Zoning Ordinances and the Massachusetts Stormwater Management Handbook. As part of this review,VHB will conduct a site visit to observe Pace 2 of 6 - �h.++wae�..tum�wNrn�rmpsm�roeoarosu«irxm«.acmaa ago, "Vhb the number and location of existing sewer and drainage structures, existing topography and impervious areas as shown on the existing conditions plan provided. After reviewing the materials,VHB will prepare a brief technical memorandum detailing the findings of the technical review and submit it to the City.This will include details of the review as well as additional issues for the City's consideration (including suggestions for modifications, improvements, or possible conflicts with other properties/projects)..VHB will clearly identify areas of deficiencies,Their magnitude,and what potential actions can or should be undertaken by the City regarding any issues identified. 3.0 MEETINGS AND SUPPORT (ITEMS 4. 8 &10) VHB will attend the following meetings as requested by the client in support of the peer review: Peer Review Kick-Off Meeting with City Engineer(1) • Meeting with Staff Planner and.City Engineer to discuss findings of peer review(1) • Meeting with proponents Engineer to Review Fihdings of Site Visit and Review of provided materials (1) • Planning Board Meetings (2) All VHB meeting time associated with this Project will be billed to this Task. Meeting time includes conference calls, client coordination, preparation,travel,attendance, supporting graphics (when required),and documentation (when required) in the form of meeting notes. For budgeting purposes VHB has estimated three hours per meeting (including travel time)for a Massachusetts Professional Engineer. VHB staff is available to attend additional meetings, as requested by the client. If this budget allocation is exhausted,VHB will request additional compensation and written authorization prior to attending future meetings under this task. CLIENT-FURNISHED INFORMATION It is understood that VHB will perform services under the sole direction of the Client. In the performance of these services, VHB, and those it is responsible for, shall exercise the degree of skill and care customarily accepted as good professional practices and procedures by members of the same profession currently practicing under similar conditions in the same locality. The Client shall provide VHB with project-related technical data including, but not limited to,the following: • Permission to access the.Site and surrounding areas under City of applicant control as necessary • A complete copy of the applicant's submission*materials,including the project site plans and stormwater management reports. Page 3of6 MuwWatla_DSmg NNpAaa OBor 9reiPrflA d016tl VHB will rely upon the accuracy and completeness of information furnished by the Client as well as other members of the Project Team in connection with the performance of services under this Agreement.VHB will not,as part of this Agreement, independently verify the accuracy and completeness of work prepared by other members of the Project Team. SCHEDULE VHB's role is limited to the scope of services defined herein and may be subject to the direction and input of others on the project team.The delivery of VHB's services is dependent on the timely delivery of informationor work products from others. It is also VHB's understanding that the Client is providing the ultimate direction to and coordination of all the consultants on the project team.VHB shall not be responsible for failure to perform or for delays in the performance of services which arise out of causes beyond the control and/or without the fault or negligence of VHB. • 1;0 SUBMISSION REVIEW—Oneweek • 2.0 STORMWATER AND UTILITIES REVIEW—Two weeks • 2.0 MEETINGS AND SUPPORT—As necessary VHB will begin performance of the above services upon receipt of a fully executed contract.The schedule is also subject to weather and timely delivery of information to be provided by the Client and is exclusive of Client and local review of interim products. If the Client requests that work under this agreement be stopped, or instructs VHB to complete work out of sequence,the schedule and fee estimate is subject to renegotiation when written authorization to proceed is received. COMPENSATION VHB will perform the Scope of Services contained in this Agreement on a Time and Materials or Lump Sum basis by Task as outlined below. Task Description Estimated VHB Labor Fees 1.0 SUBMISSION REVIEW $750 2.0 STORMWATER MANAGEMENT&UTILITIES REVIEW $2,600 3.0 MEETINGS AND SUPPORT $3,000 TOTAL $6,350 In addition to the labor compensation,VHB shall be reimbursed for expenditures made specifically for the project such as: printing and reprographics;travel and subsistence;computer charges;telephone charges; shipping,postage, and courier service charges, purchase of maps or similar documents; etc.These direct expenses will be billed at cost plus 10%. If subconsultants and subcontractors are engaged by VHB for this project, and are therefore under contract to VHB,their services will be invoiced at 1.10 times their actual cost.This adjustment covers the additional expense of coordination/administration. Page 4 of 6 prewm di LDVmr.�VmMmp n70a tws eelNeraMnMIRa �ihb SERVICES NOT INCLUDED The Scope of Services for this Agreement is inclusive only of those tasks herein specified. Should any other work be required,VHB will prepare an appropriateproposal or amendment, at the Client's request, that contains the scope of services,fee, and schedule required to complete the additional work items. The Client and no other party may rely upon the documents prepared by VHB.The Client understands that VHB is providing the limited services above.As such,VHB shall not be liable for any unknown or unforeseen circumstances which may affect the Client's purchase, sale or development of the site. VHB assumes that this scope of work will be subject to the attached terms and conditions.We reserve the right to modify the scope if revisions to the terms or alternate terms are proposed. CLIENT AUTHORIZATION The City of Salem agrees with Part I that includes the Scope of Services,Compensation, Schedule, and Part 11,Terms and Conditions of Agreement(attached hereto and acknowledged as being received). Together they constitute the entire Agreement between VHB and the City of Salem. Page 5 of 6 nwwmv._nw myon urosm�me�i�s�ivn nn as ozicaa hb VANASSE HANGEN BRUSTLIN, INC. CITY OF SALEM By: By: L 6 6, C�__ Rich Hollworth,Principal Kimberley Driscoll Mayor Date L nn Goonl uncan, AICP rector Planning &Community Development Vvv David H. Knowlton, PE. City Engineer Whitney Haskell Purchasing Agent Approved as to form by: /( Elizabeth Rennard, Esq., City Solicitor TASK ORDER ''MADE AS OF: Date:�L1�� `TO`U Funding Source: Obiect: �� Ora, Page 6 of 6 \MawaWaElers109mna9aicebeillop`Selenlll WW Nad Pee,PMmY'@IaE CITY OF SALEM Purchase Order PURCHASING DEPARTMENT 120 Washington Street e SALEM,MASSACHUSETTS 01970 Fiscal Year 2016 Page 1 of 1 TEL(978)745-9595 FAX(978)745-7461 SALES TAX EXEMPTION#E-046-001-413 T_tif$NUMBERtMU51"'APPEAj ON`ALL wvci,69 ,. IJSHIPIRI GPsF«R.�sAk., >: 8 : 200 Order 3007322-00 �* PLANNING DEPARTMENT L 978)745-9595 EXT 5692 120 WASHINGTON STREET 3RD FL SALEM MA 01970 Q VANASSE HANGEN BRUSTLIN INC 101 WALNUT STREET PLANNING DEPARTMENT > ' WATERTOWN MA 02471 T (978)745-9595 EXT 5692 120 WASHINGTON STREET 3RD FL O SALEM MA 01970 ' R f.' �entlor Rha Nal I1tier''` V�ndor,�-_j�uft!be� Fliil�.o�1,N..Ls+�ber �^ ,. 617-924-1770 8050 Orde7 d Ve�dq� i ber A ig R 9uired '. Fr®tghi Pilei#aod7f"Mr Z Departaai®rat/locaC_ a a 05/26/2016 15547 05/24/2016 PLANNING -_ __ _, 1�iq+? M1 rmy :w:w 's Usit.t'^ee . aE�c#en�ted; 1 PEER REVIEW FOR FLYNNTAN -TASK ORDER# 1.0 EACH $6,350.000 $6,350.00 70-92.5 BOSTON STREET 24573-5713 $6,350.00 CITY RECORDS INDICATE SUFFICIENT UNENCUMBERED FUNDS ARE PRESENT IN THE BUDGET ACCOUNT. APPROVEDBY fj�"�t/ C, Whitney C.Haskell Purchasing Agent (NOT VALID WITHOUT CITY PURCHASING AGENT'S SIGNATURE) a $6,350.00 SERAFINI , DARLING & CORRENTI , LLP ATTORNEYS AT LAW 63 FEDERAL STREET SALEM, MASSACHUSETTS 01970 JOHN R. SERAFINI, SR. TELEPHONE JOHN E. DARLING 978-744-0212 JOSEPH C. CORRENTI FACSIMILE KRISTIN E. NOLICK 978-741-4663 May 23, 2016 VIA HAND DELIVERY Amanda Chiancola, Staff Planner City of Salem Department of Planning and Community Development 120 Washington Street Salem, Massachusetts 01970 Re: 139 Grove Street Realty Trust Applications for Site Plan Review for NRCC and Flood Hazard Overlay District Special Permit Goodhue Street and 70 — 92'Y2 Boston Street Dear Ms. Chiancola: Enclosed please find a check in the amount of $6,350.00, payable to the City of Salem, representing the Civil Peer Review for the above referenced project. Very truly yours, �. Joseph C. Correnti Enclosure cc: client P14 CO44440 O NtA"4. DSV S1.0" 4 bT - -* PROJECT NAME Drawing List BOSTON ST 51heet RESIDENCES Number 5heet Name Sheet Issue Date PROJECTADDRESS GOODHUE ST&70-92 0-Cover 1/2 BOSTON ST, A-000 Cover Sheet 03-30-201 6 I; J SALEM,MA CLIENT I-Civil ..�- LAR PROPERTIES, C-1 Location Plan 03-30-201 6 s' ® ® ® ® ® ® I. ` '. C-2 Existing Condtitions Plan 03-30-201 6 ® ® '. � � ® ® LLC yi -C-3 Site Plan 03-30-2016 I I. `_ - C-4 layout Plan 03-30-201 6 " ` ARCHITECT ®I•' C-5 Utility Plan 03-30-201 6 �i6`" � _ F •� KHALSA DESIGN INC. C-6 Photometric Plan 03-30-20 1 6 } �. k .iY 'bu G8 Details Plan 03-30-201 6 C-9 Details Plan 03-30-2016 C-I O Details Plan 03-30-2016 2- Landscape L--1 1 Illustrative Landscape Plan 03-29-201 6 i 3-Architectural 17 IVALOO STREET SUITE 000 A-020 Proposed Slte Plan @Garage Level 03-30-2016 PROJECT: SOMERVILLE.MA0217N TELEPHOHESOM RVIL17,60 E, A02143 MP0 A-021 Proposed Site Plan @ 15t Floor 03-30-201 6 • CONSULTANTS: A-100 Schematic Istflo floor Ian 03-30-2016 BOSTON STREET RESIDENCES & RETAIL A-101 Schematic I st Floor Plan 03-30-201 6 A-1 02 Schematic 2nd Floor Plan 03-30-201 6 A-103 5ehematic 3rd Floor Plan 03-30-2016 PROJECT ADDRESS: A-104 Schematic Root Plan 03-30-2016 27 GOODHUE STREET& A-105 Townhouses-5chemaac Floor Plans 12/04/15 70-901/2 BOSTON STREET A-300 North E west Elevations 03-30-2016 SALEM, MASSACHUSETTS A-301 South 6 East Elevations 03-30-2016 A-302 Townhouse Exterior Elevations 03-30-201 6 AV-I Neighborhood Photos 03-30-2016 F AV-2 Perspective Views 03-30-2016 IF IF AV-3 Perspective Views 03-30-2016 ARCHITECT CLIENT Khalsa Design, INC. Lar Properties, LLC `HESEDRTxO10Z016 THESE O HT KLI SME XOW NI000 REMNN TIE 50.E PROPERTYOF RNALSA 17 Ivaloo Street, Suite 400 282 Bennington Street F�MOFaaoaODUC"ONO.THSDE�„ Somerville, MA 02143 East Boston, MA 02128 5 OL EOR IXPAf1T W,TNWITED AND vnmEX RESULT INCONSENT E PROHIBITED AND SINLL REEULi IN THE FULLEST E%IENTOF LOCUS PLA_ N R6E`°T°XUNDERaw REGISTRATION '^ "(x�o� M '°� � �/�,! �" sAR �° F ' O � ,", .p�_�\/R/Is/`llv�jJ1 LANDSCAPE ARCHITECT ATTORNEY ��"� � 6 " ® Blair Hines Design Associates Joseph Correnti, Esq. R x6 " s N 318 Harvard Street, Suite 25 Serafini, Darling & Correnti o,NN•�s ° y9 t0 tx 6 A (JRPh` x6 /� Brookline, MA 02446 63 Federal Street FF °< w • xJ ti±s Q N6 ]Y 03-0.20166 g '�- Salem, MA 01970 P s V.Hx 9B ^ f .w.W JSK MC PROJECT CIVIL ENGINEER 9. °6 SmN� $ �,> +� � O 1°x• ® REVISIONS g • ,SII n SITE Williams & Sparages ® No. oe«,mNm os O 191 South Main Street, Suite103 O �� • ,' [I� �; '� ^ s Middleton, MA 01949 r.` 12FIZ s� ] ]s•�. m., u A F]� E, ✓,] z/•`� 4 a�fa •g, ®� V 111 1B. ,8 11 /1� 6p �•181 ,6 `}� — •- 6 ya°`;6 ,.J,a � v;" , ` ,6x �i ` ' , PLANNING BOARD SUBMISSION Cover Sheet P. : ® 03-30-2016 6 6R a „ A-000 x �36, T .s, ono-_E of m6. ry - BOSTON ST RESIDENCES I S ROPOSED PLANT L 5T KEY QTY LATIN NAME COMMON NAME SIZE NOTES TREES AL B Amekncnler Nevis Serviceberry B-10 Is. lea mule.,up m 5 vunks BN 5 Cerins'PraHeritage e'Processes He' Heritage River B'vcM1 3-3.5 'PI B&B/single stem CC 3 Ceras nnar esRetlbud 25d"'PL B&B J CI I Cmcmipnyllum pponiaum'Red Fox Red Fox Kauunvee 25d"cal, single/B&B GT 16 Gledlnis maanAos ncmermn Common Thornless Honeylocusr 25"-3"nal. B&B MD 6 Malua'Golden Raindrops Golden Raindrops Crabapple 2.5-3"cal. B&B Me 9 Magnolla'BuaerglesBuaerBy Magnolia 2.5-3"cal. Egli stem LT 2 Ndi d—dron milme a Issipvee )-3.5"a1. B&B QC 5 Quercus cocanea scarlet Oak 3-3 S"cal. B&B PS a Pinus F—bus N.Pine 8 10'bc B&B TT 7 Ind.mmenrosa American linden 3-35 al B&B TP B Thula pinare G—m Glani G.een Giant Arborvitae 7b'M1e B&B SHRUBS CA 28 eli alndults Summerrweer #5 Pot CS 18 Cornua solonlfera Red Dawn' Red Dawn Dogwood 05 Pot HA 50 Hydrangea arboresu ns'Annabelle' Annabelle Hydrangea 45 Put IG 20 Ilex do Inkberry 05 Pm/IB"Fir IM 14 Ilex meservaea'Blue Princes, Meserve HoIN 48 hit 2sholl be male Iv 25 Ilex rcraiifare Syrkleb,,y' Sparkleberry Winearberry 24"M1c 2shall be male KL ) Rol—hufolla Mountain Laurel 30 hi MP 13 Mynn penryins—Bobaam' Bobxam Bayberry 30"nc lam. S3 RA 32 Rhus Rhododendron L wbrGro C Gro Sumac co Pot 0.0 19 Rhododendron blense WIN.Rhode 36"M1t. 'g �9 SO IB RM1odce bra A s e WFteyWav 30 ht 9lR SB IB Sp aea bu Id a rM1 yW A honyWaterer Spires #5 Pot 51 19 Sririess a e P Cutlery Fine Soma 45 Pot MB-6 51 21 Sp nae a LiN Princess Pincer Soma AS Por ay SV IS Sy'P alga Co....C L6c 36 M1c v' TB 20 T an d D nfYew 24 M/Pot 3 at,spring GRASSEWI special paving at entrance 1r'_+ '- _ retaining curb AM 57 A n)1 artirfoijurn Desert Eve Yellowrarrow 42 Pot , �Iop�^ AK 6 Ak ikol k Hardy Kiwi #5 Por lone shall be male) '--q i'- ' City Parking Lot ♦ s pped seatwall - - CF 49 CalamaHre n Karl E Further Reed Gross 42 Per '. - 3--i r 8 Clamed,. Virgin- Bnwerrvne• #3 Par QC-11 - Adr - ._�, j{/{{. r �j+NC MP-3 GM 25 Gerammm g irlipurn RewhaVarreq agrroot Geradum 42 Pot CD Air - -p T VO HB 8 Heden Fel.Baltic. Baltic Iry BI Pot MP_3,NV'/_7 �O\ Q HO 9 Hose Gu H.A. 02 Per _——— •d + _ V' N U p LS 35 Crope,p tryst #1 Per PS-5 j ( e Y `,� MM B M3amnu Morning" Llh Morning light M-renNus a3 Pot R S�T� NW 74 N,Ptx ohms .Walk la Camara C p k2 Pot - .I 4 I. R kF1, GT-5 PQ z P, n #nq•efo )Put f _ n ffT� t trellises at garage with PQ-12 �r Virginia er # CV-8,HB 8 GM-25,LS-35,HO-9 - V - `. BN-2 GA-27,IG-35, a � Proposed Residences at "' + 70-92 Boston StreetQG-I shrubs on top f walls: - s • r .(� SI-19, RC-19,HA-27. CS--, CS-18.RA-32 SV-I _ SB-18.TB-20,MM-8,AM-16 J°i " Air�" ' Dog Park b'he wood fence along -.I -� raised CFO property line - I r r - <- SpeClal� •2 J ', 6' h wood fence with wI vines MD-3 T74 1 -"*' 7 ,r ao lng property line c ,11 Ep � y 4' — TP ♦, q� _ _ Greenscreen pillars with vines °Joe, g �'° c TB 3 SB-5 ka QC 1 ~�••` n Propo�ed J + GF-09,AM-37,AK-6 {}I ?" ' MP-7 PS-3 1 I 1 4_ a,CC-3 `=i `y t RO-3, -3 I T wnh,{mes' "+ ` MD-3 y - .� GT5eQG11 7 -dts ecial avin at entrance I� Y I- I ;AL-8 a r ,}^; '•i a '-� P P g foundation plantings: ^ +- RO 15,SJ 21 vy, �' 3 ..^- TI _ } ty ,• _ 'i site identity sign .s j -F +• .r�i't ,�, x S- rGQC-1 MB73 s t =,x `*-�••J a'- B'O 5eT O"N S T'R"E E T .t =y d'•'+--*�' 42"ht.metal picket fence at top of wall where wall exceeds 2'hL rib 36 htwhlte picket wood fence and gates at entries to townhomes SCALE: ri =20•�-0• �I ❑❑ Blair Hines Design Proposed Residences at 70-92 Boston Street Salem, MA e s I° 20' 0 ❑❑ 13U ssociates LANDSCAPE ARCHITECTS Illustrative Landscape Plan March 29, 2016 I F PROJECTSUMMARV ZONIIIGL T PROJECT NAME REWIRED PRWRED BSTRCTory NORTH PLAR CANAL CORRIDOR INRCG) 1 p \\ MAP 16 OT )]2 TRANST COTe¢ ®mORf BOSTON ST \ N/f / RESOENiXUN TS EO JN TS ILLORCCOR OYERIOs Cr, )NIH RIVER CMAC LIC ENTRANCE CORRIDOR OVER Cr IECGp) _ =«AMER=IPL 1'1,.5.1. RED 1. PROPOSED G«II RESIDENCES .+MDHUC SI. ft3 1 N\ %ED-USE UE.VLLOPMENI` RAPPING TDB SPACES i0iP1 TOS SPACES TOTAL MIN LOT AREA AREA, F.A I G N5 SF COMPLIESINOCHUDGEf RE IT-I \ \ aEMsoNxTu ,M svncss(z SPACE sPAces Mrv.LOT Mal lS E) ODS S E,OIL DOES NOT PIT JECTADDRESS I I G PERDYrELLNGUrvn I GOODHUEST&70-92 PARKING PL SsvncAs I.T F SPACES MIN LOT WIDTH eO FT >)'A" F COMPLIES COM I �� \ / 1/2 BOSTON ST, e\ \� �\ \ PARKING SPACE VEa wcsF) NLOT w WIDTH IT, COMPLIES ALi9VLD OG((%)GE BY .1114 epesF. 3zxlzz. COMPLIES SALEM,MA UNIT COUNT \ \ /\ •� / \ \\� \ / � EO psxP.osF) 1. M N REry svncE(x) 1.I.M1.1 COMPLIES CLIENT LOT NIN' 3BEp.siD le ) rCARD ITT) V^"Es. "Eb LAR PROPERTIES, i. V WIDTM LEFT YARD VMIEs,e' \ `\ BED leea,z zSF, p ptNa GRrs SIDE 1 ) - wnx Es �/ ry \ z BED.STUDY(SOS- DO s. ) x w YARN VARIEs.M IP@MIN. LLC ELE 16 ?\� 1 1>I.0-[ _� \ \T__EEUC AT A. 3-BED ITOWN E IMI 2TE SE) 8 DEPTH REM YARN(FIT - VAR I Es.T 111R'@MIN. COMPL EE - N TI wNDTs MAXNEGHTSU LONcs IFI) 50 FT w.Iv cRxlEs ARCHITECT DYE \ \ • MAx.NBIGHrapeowcs wroRlEs) sroRlBs 3sTRIEs cOAxlBs KHALSA DESIGN INC. . inu C- `i _L_ M. Dy \� \ \ Pues !! MIN.Dsr.ncE BETWEEN - � COO BUILD NG ON LOT PLIES snc EE ` td �.;oFwALH rears \ \`ELFT. e - -B \F/" a� aE`s oEN;Ru AREA RED OFT) '.. h ! II.W i pl`C4NC`I OOD .\ ((T FROMMY SE COUPLES \ CONSERVATION% I f ` \ FLOOR AREA R-10 3I I I130,503G SE O p51O5,285 G.SE COMPLIES a s... "� .p R\A y Y fl1 L49@Y g 2 A( la. R7- , cl CONNEIP \\V� 10 \ GROW 51. V ..P J /i "_ =E 2= \\\ \ amM E'ov,\9_" M9AM CLUB -fPllll 111 1� GAR GELE.LVI, ` ..ECFV. \' \1 \�\ ELECTAICALIIfdLEi b' \ NAP ibyL/VLPOl PROPOSED •3ue°NO/ /�•.1 - �'I/\ e 0 bn/D\OGA PAlRKL�o1 /1 \ 17IVALOO ST REET SUITE 400 2143 @E: TELEPHONE 017 2 M,817591 DG M CONSULTANTS: A PnTes "SI 221 \�L SHFU It ' wlTcrt cnv y ��; . "In E%Isr. I� ` � (/// erz• a \' CVC CFS" 01 S35 51 5115'1. - I LPM \ I Y o A� MAP 15 LD1 2U8 g' J \\ N/F \ 270' l a'- sL FIT Nsa'o�7Tt Dom' t- ERTAY a 1 IT DNI � „ E%Isl. SNEU 1 555 -+- __\_ GPIST. r SS2' RAVEL PATH i I \ \ U499'Wil 8 - h E%I51. TEMP. I IV • CHANTING FENCL �,� T� 3 p II �- 0-9 I ARBUND ENURE V I A REMNANT LOADING Ti PEWMf.1CR (1YP.) TOWNHOUSES fOpN0AlI0N \ E%IST.DING \\ DaK ,PR.xc+o•� I Ivm JBOSTON Sr. F N rYP) IST O4G ALOUISIiIONS. 0.0 y 1 (1 a 2 Sty.) N �%61. 6. BOSTON MAP 16 Lot 1dn y MOVE ( \ • `-PAVED �1 I^I^- EKISr, r� IF N/F \\ m'D 16101 h39 LAIIST. \ FF.32.54 1G TILYCO Flt HaV AREA/ 1 SALEM RGALIY tRUSI� CONC- GONE, \ • TS j I IBR$E �I _ \ '\ PAN \ 9A$>:13.20 \ \\' % r �` PUNKIN FRMGFREE SE CF iNESE PANS Ga 4I OOS10N ST L3 PLIif.S, I_ -Y' \ \ I PM \ \„ `v\ ''Ij,.\\\\ ()nNU GGPEFGIGHI THEGEDRANT . NI AND DO o NCU CVERTYOFKHALSA µ DESIGN IN=.0 AYV 29 DESIGN_ Iwyi cpxsMMGTIMOFTHIGDTED MOGN ^T^vvV�vv` T CCNC. - \` °F3$ni._ / -. \ ®`'voEz, RACHEL �L \ SHALL RESULT IN THE FULLEST EXTENT OF I N30'1255 W O.d3 .� '�— PROSECHLONLASERFAN — '46'7rw 2J.d5µ' Nan yy s0 , �y I 4'z / Jaz'�^RLVD-Tuae GI5TRATION H � 1 VA55 - � - teRE- EIUS,.ICHANHE LJND OSTON SiRE g N=C- - - - - - - - - - - - - - - _ - _ _ _ - - - e P2 _ __ EXI - S fx4lal C F AR=3 es L m � a � " F2 _ __ -T XI " � F 1`l. flPNll CUR 1 T� ] - Ewsr. FEE. P��.ma03P120¢o i D TIM,tl $S MAE 11 1 29% MAP 15N LOT 29P / MAP 1$LOI 2,41 / CM EMn A In lSK A -'1L\ 11 MAY IS 101 P93 pOUCHER HDUCIILa MAV 1'N/1 294 I $pU1A 1 79 10SION 5,. SALEM IOUSING 4U1H./ REVISIONS I AT L' LOT 295 ]5 BOSTON SI. 13 OOSrON 51; ' No. MCLlptlon Deu I g .\ N/F SOUSA 1 at RGSTON S1. •IY.V-fAMILY I 1\ ,/\ MAP 15 LCT 2961 I 1 i "FOUfl-PAMIIY I 00 , N/f RANATA tl3 90510H 51. •IWJ-FAMILY NESIDEN11A1.' RESTDEN11A1' RIREF-FAMILY MAP 15 101 286 OAAONCR 3]BOSTON Sl. _ RFSIDENUAL" I I PIT S _7 '1 1 89 bO510N SI. ' 'TWO-FAMII Y I NE9UEN11PI. ,1 I ' S L HNEF.-FAMILY RESDENDAL' 'C)IMWICK k KNIGII RESIOEWIA1' \ 65 D0510N 51. _ 'I WJ-fAMIIY 1 �1 NE90ENTIAC 1 I ( MFP Itl IC 'ryq-FAMILY \ MAP IS 101 ')Ib\\` 11 `\ ' N/f HFC ON1111A1. 1 NF' 60E" CONUU, 9 / 2 \ MAP IS 101 2''.] BONA N F'I.D.CCI ' _ ]I 00511 0 N/F 95 ELI ST - \ u1G 9]eOs-N StaFl wn_q INT \ ' _�' ' 'R SP 1 g RFAIIy IRu9 V �� I RES1DEn 97 P.OSrON SI. \ RESIDENTIAL r,oxoos' \ \ �• � �! \ � Proposed Site Plan 0' 10 20' 40' 60', 8P ` ` \ \� @ Garage Level S�Jeq GRAPHIC SCALE Iv, I A-020 J Plan Ofl Garape Level X11'=20'-0' BOSTON ST RESIDENCES I. PROJECT NAME • /� �� ��� / APPRFOX,FEMA FLOOD AreaSchetlule(Dow Buil91n9) BOSTON ST q UAP 16 101 372 BOUNDARY [RACED FM Name AFBd a NAL.TIG —(EFF. DAIS]nnga, RESIDENCES 11 i • Y'f�'" 28 COOOHUC 51. ( - NO ASSIGNED IT0-GARAGE-FAR 1614 SF \�\ / '' R3 k. -I \ 0-GARAGE-FAR 173 SF PROJECTADDRESS 0-USF D[VF.LOPMENI- // 1 SF OGARAGE-NGT FAR 1541]98 5SF 1GOODHUE ON ST 92 IST FLOOR-FAR O/� ,� \ // END FLOOR-FAR 1]668 SF 1/2 BOSTON ST, p/�/� e \ / 3RDFLOOR-FAR -17494 SF SALEM,MA MAIN BUILDING 70188 SF CLIENT 15 LO \ />11 /(�v / tea\ G EFEE SF PROP. ACOUIG90- TH-0.GTH_ISTARAGE-LOFOR_NOT FAR d148 SF \ ;0 DI SE �\ TK 2NO FLOOR-FAR d211SF LAR PROPERTIES, C STORAGE' TH-3RD FLOOR-FAR 3490 SF �Sp I /�� I IS'2o V "00! TOWNHOUSE 161975E ARGNRECT / p .4, OFTEN Grand total:10 86385 SF 117 \ " � 1 rSIG. — KHALSA DESIGN INC. y4D E .� DN - p � _ - I till Lx1i21 �]p0'_W OT a� 11\ CORREIn '1\ 73C 5L \\ — - / = '\ �y VA` v ggsq d I IRM NI N1 T 4 - - I � 111VAL00 STREET SUITE 011\ sroR. 5I1 •� \\ \l9HBY EaRM U All ' 111\\ m l I caw ry /\ //. / \\\� CONSULTANTS: sLVA �� \ � �� ������ �JAI ie a I l SOMERVILLE MA 02143 ONE�11491-NSFXFAX617�1ara - 1s crroW 51 - A VA TEL 1' iMl-FAMILr Y\\`U \ G — JSti\ /1�- =\ _�. I 9RM \\\ F�\�f$23B5-C\C; ` \ A` SHEU \ - \ \ . ` i p�N ( COEFX \.� — Ew RErunuic' "� ( iiEv �J 1.1993E >iTE-^" .1.UMIDRAL 'WITCH CITY\ j7 I s1 r - TGT•' »apse @ \ CYCLES v aEv.m.r A �au r TGTAL .� A MAP Is sl}`"E I - .XB- I �: T z96�,\�\j/ — —2=pOi\.1- a '_ aHESIPEX�' , �. ( I \ � ,\\\ ADRMs '1 ax 511_ a,' c000quE sI\ Y ex Ns+'nr 'E \=t,. - 1'• op�'G O 1 R FNO S^ E"LEVE, HOUSEGAiACE e �, \,\ ./���="%ln tl�fu �r - \ 1 /vl'O6'S9-e I - 7 +4REAR N,RIEs`— I nAG —,Too - E%151 @MP. MAP 15 LOT 297 j AINLINN IFNCC j \ E EV.GFI N/F I MOUND EN DRE G cutE 1.CM 1 GM G 1 Psn \ I..a G �� \�� REM 1 ELEV M 4w .FM SALEM RMEICR(M) ( jy m FL E. E ,\ E Ga¢AGE E FOUND(lll -�` \ I^. ACQUISITIONS. LLC I f �\ uxrtn IGUaafdE ` AP I6 LOT II D In N/1 1 Ifi \� ` 589[@ 19m Aa VXrt6\ VMila ALEM aEALIr m 1s R�r ,net DUNKIN R E rvD1�X A.SAR3 A OOSION ST. a< ;+ e PN�URTAv000 �,\ \s I� DONUT'S E vn RTYOFxORAN FORMDESIGFREPNO RO DUCTION PWJ3 oR ONY IN AHM OR IN PAcnou OF rws OEswN 1 \ / \ \ _ " ry i INwXMEORNPART FROHI EMPRESS N 31'19'2�W SFcPPEO, \ \ 36'lv (1�a �S-UI Gkl$i ELEV.3Y rlE NTUL XNT 3 _ JiEI'AINING WPLL 5 ]'W ® 61.31 • GDNC pE WALN SHIL TH EST EXTENT OF 1W +t2 P \\\ \\ G bli \ - .3350w 36'zD-w 4S9z' - — is8+3— 1 — \— PROSECUTION urvoER uw NSD'1255-W JO.d / EMSTING FURS OUT IRB Ev.LESe -FAQ ATION i'Jrs- — d y �. m'-s' REGIBTR bRAa _ . . -, 5TRE - - - - - - - - - - - - - - - - - - - E105T.,GRANDE CDR9 OSTOAI _NItGG_ AR F aIS 8 � J — - - - - _ _ �' r � p� 42Ri - FRONLFNTRIES AT 13i FL00R 1 � - j PHOYE,F F ELEV.Y'd ___ m1� _ n — I _ _ ­42— EXIST f.Rarvl CUR � w _________—______ _EXISC CONO. Q _ — — 0.1 _ S ^nN o,MA _ __-- -- _____________i=---P-__ aa� Ex1s1. 'RAwrt ruRD - __-____ ____ � _ — P,p.m.me., 15081 $ _ Ex151;91i.con�,Y� _ oD.w OS-30-2016. r JSK MAf'INLPf 292 MAP 19 LOT 20d 'T 1-=20 MAP I$LOI 291 MAP 15 LOT 295 /F N/F N/F ' REVISIONS \ 1 DIXICHER BOU61OR MAP 15 LOT'290 I NIT 1 [SALEM BOSTON AU MI IS OF 295 N/F s0U5A ]9 BOSTON SI. 75 DOS fCN 5i. Oeec,lptlon Oewg SOUSA I 81 BOSTON 5T. i ]J BOSTON 51. A MAP IS L01 295 I F1/F I 03 BOSLON 5! RESIDFAMILY -FOUR-FAMILY BARA TA 1 "TVq-FAMILY 1 RF.SIDENLIAC gESIDENnK' -IIIREE-FnMILY MAP 15 101 286 g BUS ION Sl. i RESIDENTIAL` I I u/F "MO-FAMILY I RE90F.N IML' ' ICIIMA'1BBOST NSC 1 ' 1 1 TREE-FAMILY I ftESIDCNTInL \ I 6 ION - -TWO-FAMILY E`+IDEN TIAL U I RESIDFN TIAL- 1 ) ' 'r MAP 15 1.OT 'IYCONOCCIY MAP 15 LOT 2181{ 111 \ , N/r ' RESDEN nAL N/F ROSION cow6o' f NAP 15 LUI 2V BONA R TON ST. 1 -G 90510N IF 95 BOSTON Si. ' \ / f 1 I _— THF 9T BOSTON 91REET __ I "SINGLE-GIN L� REALTY IR1151 MU-FAMRY 1{ ' I Rf-SIDENiIA y2 80510N SI. \ ZOEN11PL m -OFFICE' 0N005 ` \ Proposed Site Plan It @ 1st Floor 2 C� 0' 10• 20• 40' 60 80' 1 "\ - I 1 A-021 Nl9H GRAPHIC SCALE[ j \{ / -..• vSITE PO-0N(a11ST FLOOR LEVEL BOSTON ST RESIDENCES N PROJECT NAME BOSTON ST RESIDENCES PROJECTADDRESS GOODHUE ST R 70-92 1/2 BOSTON ST, SALEM, MA cuENT LAR PROPERTIES, LLC ARCHITECT KHAL --__ 2 HALSA DESIGN INC. ON PLfxyY — .e6E9¢ MEAGEENTRY zz-e ' \ 5]B18 LOBBY h �-1• uv w 5 B' 9 1]IVAL 00 STREET SUITE R 00 m S ELEY.b \ ___ 5 aa<' SOMERVILLE.MA 02143 $6p$fJ 10'-p' 1 y INMP 14 H. \ CONSULHONETANTS E1]Sp128B1 FA'OIT-5B1 TW5 J � CONSULTANTS: R VI ; GARAGE 46 SPACES "` \ F.F. ELEV. 14' \ 5TM ` \ ST.. SiO3STOTANliS. 12 99 TOTPL S10R' 8'-5• S,-5, 19 8' p 0. ... si0 . M. � cLM.o g�jf�Qr A STMm 3 Ral @ N BOILFR 99 ST. STM. 91 M. V SiM, STM' 31 CCESSECR NGSA15 SiOR, 5TM' GENMNTHESOSMENOTYOFSH SiOR .. � ., sitlY. 3p0MI � sTM. STOR. STM. I., _ ._ .... 5}M. ID flEMNN T1E SClE PflCPER}YOF NMPISP e DESIGN INC USE OFTHESS 13 MY FFM.OFREFRMUCT ON OF THIS OR SIGN Desmry TORo z1 IN WHME M IN PMT YnfipUi EXPREss sTM. 1 OD"N CONSENT is PFGFIDmG MD SPLL xRESULT IN THE FULLEST EXTENT OF _ }M. 15 M. 1< R sTM. 1 REGISTRATION 'd^ M. 22 ST. 21 {,uorwGr S sTM. A }OR. S70D 8 STM, siOR, STM. 41x 01 Y! STOR. Prpxln.meer -15061 . � Deb 03-30-2016 Y D.— TMC e JSK o aaol swb 2'=1' - /,Gaspe REVISIONS Z �'/ 132'=1'-0" - g xo. D.eeroaoR Oex 5 9 4 N i' Schematic Garage Floor Plan A-100 R BOSTON ST RESIDENCES c PROJECT NAME BOSTON ST RESIDENCES PROJECTADDRESS GOODHUE ST&70-92 1/2 BOSTON ST, SALEM, MA -- - - CLIENT I Mme° LAR PROPERTIES, LLC ' ARCHITECT KHALSA DESIGN INC. yr.14+n' 28'-°' \ Sr"r UNIT 95 1-BRMLOBBY \ { , 1�BRM+ # 7798E ELE% UNIT#? \ 1 UNIT#1 __ STUDY s, 1-BRM \ B 12' R. 2-BRM 985 SF ' 621 $F UNIT#9 \ , 171VALOO STREET SUITE 400 1,212 SF 1-BRM \ — SOMERVILLE,MA 02143 Uv TELEPXCNE:°17SBId692FM 117581.819E CONSULTANTS: FIRST R� 4• _ FF FLEV.ze UNIT#11 \ za.z. 1-BRM 829 SF LOBBY STOR. UNIT#12 r SZ-r UNIT#6 's.°r z°s• a M'-o- 2-BRM UNIT#4 1-BRM 6 CORRID 1,069 SF ry 2-BRM 753 SF 11.. OFFICE UNIT#8 2g-,. OR 1._s UNIT#13 UNIT#2 1,153 SF „Nh 1-BRM r2. 2-BRM 2-BRM _ PSS- 851 SF 1,085 SF 1,064 SF 1z`0 T p VEST. WINDOW ,q UNIT#10 Ora• F 1-BRM m RETAIL#1 H 851 SF 603 SF RETAIL#2 AI 'z'-s OWYRIDHT xDioxls TIEEEORAI .. 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O W Q. - ' --.-..T- — -- I i II— i pr -a2. 5 wtw Ste+ 1 0- W , W-CL FrtDD (, i 1 CITY OF SALEM PLANNING BOARD °916 APR -1 A II: 39 Public Hearing Notice City of Salem Planning Board Will hold a public hearing for all persons interested in the application of 139 GROVE STREET REALTY TRUST for the property located at 70-92 %: Boston Street (Map 15, Lot 299 &Map 16, Lot 139) for a Site Plan Review, Flood Hazard Overlay District Special Permit, Special Permits associated with the North River Canal Corridor Neighborhood Mixed Use District in accordance with the following sections of the Salem Zoning Ordinance: Section 9.5 Site Plan Review; Section 8.1 Flood Hazard Overlay District; Section 8.4 North River Canal Corridor Neighborhood Mixed Use District; and a Stormwater Management Permit in accordance with Salem Code of Ordinances Chapter 37. Specifically, the applicant proposes the redevelopment of the former Flynntan site consisting of removal of three structures on the property, the construction of 50 residential dwelling units within two separate buildings and a commercial retail space with parking provided on the site. The public hearing will be held on Thursday, April 21, 2016 at 7:00 PM, in Room 313, Third Floor at 120 Washington Street in accordance with Chapter 40A of the Massachusetts General Laws. A copy of the application and plans are on file and available for review during normal business hours at the Department of Planning& Community Development, Third Floor, 120 Washington Street, Salem, MA. 4 Publk Hearne Notice * u city of Salem -" Planning Board Will hold a public hearing for£ Ben Anderson Chair V- persons interested In the applki tion of 139 GROVE STREET REALYM l; TRUST for the property loomed Planning Board � 70-92!h Boston Street(Map 15,L< 299 & Map 16, Lot 139)for a SM Plan Rewew, Flood Hazard Ova lay Dlasict Special Permit, Sped, Permits associated with Ahe Nor Publication Run Dates in Salem News: 4/7/2016 & 4/14/2016 River canal Corridor Nelghbomoo y Mbred Use District in actwrdand - with the following sections of the.Si -lam Zoning Ordinance:Section 91 She Plan Review;Section 8.1 Flodi Hazard Overlay District;Section 81 North River Canal Corridor Neigli borhood Mixed Use District; ani a Stomfwater Menagg Parm e t In accordance With SalamrnCode o Ordinances Chapter 37.SpeclfoalN the applicant proposes the redevel opment of the former Flymmn shl This notice posted on "Offic I Bulletin Board" coning of removal of three strut p tures on.the props ly,the A p true l�PR - 7 2016 ton of 50 resid.rela dwelling unit City Hall, Salem, Mass. On within two separatebuildings and_E at //.3 jyM in accordance with MGL Chap. 30A, commercial retail space with parklrk proVtded on the she. Sections 18-25. on Th�rsdbaly, hearing pn zlg '2016 at TetX in Room 313;Thiid'Floor at 12c Washington Street iin accordenci with Chapter 40A of the Massechu' n se0s_General Laws. A copy of.the 15 r application and plans•are on.file and ±1 available.for review during.normal business hours et'.the. t y of Planning.&Community Develop, 12J�t'-;sttt csir SIt t t :; S:.t.t_t, \I. ss,c.tl ,t r;s (11970 PHONE178.bi9S68 F;ax 978.;1D.(}90µ ystreet,�i 1zD4w�m{gto 1 r ll'fi ern�MA Ben Anderson;Chair, Planningg Board SN 4p 4/14/16, ''pi- n-q2, 5 t��Sl Zca(,_I j � . 1 t I C Assessor's number USGS Quad Area(s) Form Number 16-140 Salem B 299 mite titstgrical Commission Archives Building eoy Boulevard ( � 3 rt husetts 02125 Town Salem Place(neighborhood or village) Gallows Hill Address 94-96 Boston Street Historic Name Daniel Frye's Tavern Uses: Present Commercial/Residential . Original Tavern/Residential Date of Construction c.1790 Source HSI research,tax records Style/Form Georgian Architect/Builder unknown Exterior Material: Foundation Granite Wall/Trim Vinyl Siding F Roof Asphalt Shingle ' Outbuildings/Secondary Structures x none '1 ♦� _-- f txr Major Alterations (with dates) c.1797 -enlarged into a double house with two rear ells; c.1808 -interior alt., _ F, � : •' %h,s z 1931 -interiors removed; c.1980-siding, 1st floor alt. q o I Condition good v Moved '® no ❑ yes Date Acreage 5945 SF Recorded by Lisa Mausolf Setting densely built-up,mixed use area of 18th-20th Organization Salem Planning Department century buildings on major road to Peabody - Date(month/year) November 1997 FollawMassachwetts Histoncal Commission Survey Manual instructions for completing thisJi)mi. a" BUILDING FORM(94 Boston Street) ARCHITECTURAL DESCRIPTION Describe architectural features. Evaluate the characteristics of the building in terms of other buildings within the community. Located at the northeast comer of Boston Street and Grove Street, 94 Boston Street is a three-story,hipped roof building which displays window openings which decrease in size with each story. The double house displays a 6 x 2-bay massing and rests on a granite foundation. Alterations since 1978 have replaced the asphalt shingled exterior with vinyl siding and rebuilt the first floor storefronts and removed an original Georgian style door surround. Sheltered by awnings below a continuous band of recessed horizontal panels,the reconstructed storefronts to the west retain a recessed center entrance and the plate glass windows have wooden paneled bulkheads below. The off enter entrance to the east is fronted by granite steps and now contains a modem metal and glass door. There are two flush plate glass windows to the east which are also surrounded by a recessed panel surround. The windows on the upper stories display a mix of 2/2 and 1/1 replacement sash. The high hip roof is covered with asphalt shingles and was originally punctuated by two large offset chimneys. The large chimney to the east remains while that to the west has been rebuilt and is smaller. Extending behind the main block is a two-story,gable-roofed ell with exterior stairs on the east end of the building. The building is set directly on the sidewalk. A chain link fence marks the eastern boundary with the adjacent tannery. HISTORICAL NARRATIVE Describe the history of the building. Explain its associations with local(or state)history. Include uses of the building and the role(s) the owners/occupants played within the community. According to previous research conducted by Historic Salem, Inc.,this house was constructed in 1791 for Daniel Frye, innkeeper and gentleman. The Frye family also owned a mill on Grove Street along the North River. Daniel Frye purchased the land on which the building stands in two transactions in 1788 from Nathaniel McIntire and in 1790 from Samuel Goodell. In 1792 Frye was assessed for a"new house"valued at 300 pounds. However a large increase in the assessment in 1795 (from$450 to$1,500)suggests that additional work was completed later. According to Fiske Kimball,the house may have been enlarged in 1797 and 1799 by doubling the house to its present six bays and by adding the rear ells. Daniel Frye subsequently hired prominent local wood carver, Samuel McIntire to construct some paneling and mantel pieces for the two front rooms of thittavern. Given its stylistic detailing, Fiske Kimball dates the woodwork to 1808 or later. In 1931 the interior of 96 Bostpn Street was sold to a gallery in New York while the interior of 94 Boston Street was sold to the City Art Museum of Saint Louis(Kimball &HSI form). In 1817 Frye's heirs sold the property to Jacob Putnam,tanner,and Benjamin Hawes, gentleman. After Hawes declared bankruptcy,Putnam achieved full ownership. The property remained in the Putnam family until the 1870s. The 1874 map shows the heirs of Jacob Putnam as owning#94 while H. &M.Barker owned#96. By 1897 half of the building was owned by Henry Barker while I.B.F. Osgood owned the other half Both 1905 tax assessments and the 1911 map indicate that Henry Cook's heirs owned the west half while Joseph B. Osgood retained ownership of the eastern half. The eastern half of the building(94 Boston Street)was occupied by Lawrence Millea,heating and sanitation contractor,at the tum-of-the-century(c.1900-c.1905). In 1910 E.F. O'Donnell was in residence while Mrs. O'Donnell took in boarders. Later residents of#94 include Wilbur Fournier(1930) and James and Alden Kardaais(c.1950-c.1960). Recommended for listing in the National Register of Historic Places. If checked,you must attached a completed National Register Criteria Statement form. XENTORY FORM CONTINUATION SHEET Town Property Address s HSalem 94-96 Boston Street /MMMassachusetts assachusettistorical Commission Areas) Form No. Archives Building 220 Morrissey Boulevard B 299 Boston, Massachusetts 02125 HISTORICAL NARRATIVE(continued) From about 1901 until 1940 the western storefront(#96)was occupied by Upton and Hennessey, apothecaries. Directories show that in the 1890s Jesse Upton and James Hennessey operated shops at 310 Federal Street and 80 Boston Street;Upton lived at 115 Federal Street while Hennessey lived at 402 Essex Street. By 1901 Upton was also the co-owner(with Frank Frisbee) of another apothecary shop at 310 Essex Street. The last family member to be associated with the apothecary shop at 96 Boston Street was Clarence Upton,who continued as a druggist at 310 Essex Street in the early 1940s after the Boston Street shop changed hands. The drugstore at 96 Boston Street was later operated by Samson Leamon(c.1950)and John Condon and Son(c.1960)prior to the construction of their new building at 100 Boston Street in 1962. An undated,tum-of-the-century historic photograph(post 190 1)at the Essex Institute shows the Upton&Hennessey apothecary shop,while the east half of the building continued to be solely residential. The eastern storefront appears to have been added after 1970. BIBLIOGRAPHY and/or REFERENCES Essex Institute, Photographic collection. Historic Salem,Inc. "Inventory Form for 94 Boston Street", 1978. Hopkins, G.M. Atlas of Salem. Massachusetts. Philadelphia: 1874. Kimball, Fiske. Mr. Samuel McIntire, Carver: The Architect of Salem. Salem: Essex Institute, 1940. McIntyre,Henry C.E. Map of the City of Salem. Philadelphia: 1851. Richards,L.J. Atlas of the City of Salem. Massachusetts. 1897. Salem City Directories, 1836-1970. Sanborn Insurance Maps, 1890, 1906, 1950, 1957, 1965, 1970. [Massachusetts State Library]. Tolles, Bryant F.,Jr. Architecture in Salem- an Illustrated Guide. Salem: Essex Institute, 1983. Walker Lithograph and Publishing Company. Atlas of the City of Salem.Massachusetts. Boston: 1911. d y� •V1� 1 fy i r i , Y� _ s�--. --� ��`� ��� ����-- �� _ SX yy �wvi^34 _ ,1 � '"