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SPR & FHOD Application 4-I I Vrank 14 Ste SPZ t F14DD L W-- Oktmo ��J ,I I CITY OF SALEM � c 2019JU 19 PLANNING BOARD �� • Zo C -SALEM. MAss CITY OF SALEM APPLICATION FORM SITE PLAN REVIEW _ Location of Property: I��EZ P y� 9-11 Franklin Street Map &Lot: 26-0375-0 JUN 19 2019 Owner: Gerren, LLC Applicant: Same DEPAddress/PO Box: 5 Rantoul Street, .. s�«<�r_1 MMU IT P EVE O'G & �' Address/PO Box: COMMUNITY DEVELOPMENT • Same City, State, Zip Code: Beverly, MA 01915 City, State, Zip Code: Same r Telephone: c/o William F. Quinn, Esq. Telephone: Same 987-745-8065 ext.. 110 I. Project Description: Reconstruction and enlargement of commercial building destroyed by fire cr approved by Board of Appeals for service, ig t:_.industrial, ware ousing, business and professional office uses. Zoning District(s): B-1 and R-2 Square footage of parcel: 1.62 acres Gross Square footage ofstructure(s):14.151ISF1= Square footage of footprint: 10,929 SP'-P No. of dwelling units: II. Submission Requirements: Application form and attached reports,statements,and narratives: Five(5)hard copies shall be brought by the applicant to the City Clerk to be"date stamped". The City Cleric will retain the original; the remaining Four(4) copies shall be filed with the Planning Board by the applicant. Plans and drawings: Four(4) full-size(24"x 36") sets of all plans and drawings and nine(9)half-size (11"xl7")sets of all plans and drawing shall be filed with the Planning Board by the applicant. Electronic submission: One(1) electronic copy of all application materials, including the application form and attached reports, statements, and narratives, and all project plans and drawings, shall be filed in.pdf format with the Planning Board by the applicant. A. Required Narrative: A brief narrative, as requested by the Planning Board addressing the site plan requirements and other appropriate concerns in the following defined categories: 1. Building 2. Parking and loading 3. Traffic flow, circulation and traffic impact k 4. External lighting 5. Landscaping and screening 6. Utilities 7. Snow removal 8. Natural features and their protection and enhancement 9. Topography and its maintenance 10. Compatibility of architecture with surrounding area B. Environmental Impact Statement: in accordance with Appendix A of the Salem Subdivision Regulations. C. Required Plans and Drawings: A Site Plan stamped and dated by an architect, registered engineer, landscape architect,or other qualified professional, at a scale of l"=40', (or as established by Planning Board) including all requirements as set forth in IIIB of the Salem Subdivision Regulations and the following: 1. Location and dimensions of all buildings and other construction; 2. Location and dimensions of all parking areas,loading areas,bicycle racks or bicycle storage areas,walkways, and driveways. 3. Clearly identify pavement changes exceeding 5%and any vegetated slopes steeper than 1 V:3H, identify all pedestrian and vehicular pavement materials. 4. Location and dimensions of all internal roadways and access ways to adjacent public roadways; 5. Location, function,photometric intensity, color temperature, and fixture type of external lighting; 6. Location, type, dimensions, and quantities of landscaping with the size of the planting identified. 7. Location,type, and dimensions of screening; including retaining walls and fences. 8. Current and proposed location and dimensions and screening of utilities, including: water, stormwater,sewer, drainage, drain inlets, drainage tanks,back flow preventers, manholes, hydrants, gas, electrical, telephone, wireless telecommunications facilities, HVAC-related mechanicals,transformers,switchgears, generators, intake and exhaust features including: ventilation, stacks, fans, louvers, steam, and recycling and other waste disposal locations; 9. Location and dimensions of snow removal areas; 10. Location of all existing natural features including ponds, brooks, streams,wetlands, street trees, marshes and existing vegetations up to the curbline; 11. Existing and proposed topography of the site,with one-foot contours; 12. Conceptual drawings and elevations of all buildings to be erected including elevations showing architectural style; and 13. A context plan clearly showing the development site and the surrounding area at a scale of 100 feet. III. Procedure: �4 The Planning Board shall,within 7 days after the filing of this application,transmit one copy of said application,plans and all other submitted information to the Inspector of Buildings, City Engineer, Board of Health,Fire Prevention Officer,Director of Traffic and Parking and Conservation Commission who may, at their discretion, investigate the application and report in writing their recommendation to the Planning Board. The Planning Board shall not take final action on such application until it has received a report thereon from the above agencies or until thirty-five(35) days have elapsed after distribution of such application without a submission of a report. The Planning Board shall hold a Public Hearing on said application as soon as possible after receiving the above reports, in accordance with Chapter 40A of the Massachusetts General Laws. The Planning Board shall notify the applicant in writing of its decision on the special permit. The decision shall document the proposed development or use and the grounds for granting or refusing the special permit. The Planning Board may, as a condition of approval,require that the applicant give effective notice to prospective purchasers, by signs or by recording the special permit at the Registry of Deeds, of the conditions associated with said premises and the steps undertaken by the petitioner or his successor in title to alleviate the effects of same. Gerren, LLC Signature of Applicant Signa re of Owner(attached c66ent letter is also acceptable) 6/18/2019 bywniam F. Quinn, Esq. Date Date as attorney-in-%I dt FEE PAID: FEE PAID: hr 6/18/2019 Mass.Corporations,external master page s , -, a+ Corporations Division Business Entity Summary ID Number: 001072264 Request certeficate` wNewtisearch; Summary for: GERREN, LLC The exact name of the Domestic Limited Liability Company (LLC): GERREN, LLC Entity type: Domestic Limited Liability Company (LLC) Identification Number: 001072264 Date of Organization in Massachusetts: 02-15-2012 Last date certain: The location or address where the records are maintained (A PO box is not a valid location or address): Address: 5 RANTOUL ST. City or town, State, Zip code, BEVERLY, MA 01915 USA Country: The name and address of the Resident Agent: Name: JAY D. GOLDBERG Address: 7 RANTOUL ST. City or town, State, Zip code, BEVERLY, MA 01915 USA Country: The name and business address of each Manager: Title Individual name Address MANAGER MARDEE J. GOLDBERG 7 RANTOUL ST. BEVERLY, MA 01915 USA MANAGER JAY D. GOLDBERG 5 RANTOUL ST. BEVERLY, MA 01915 USA In addition to the manager(s), the name and business address of the person(s) authorized to execute documents to be filed with the Corporations Division: Title Individual name Address SOC SIGNATORY JAY D. GOLDBERG 5 RANTOUL ST. BEVERLY, MA 01915 USA The name and business address of the person(s) authorized to execute, acknowledge, deliver, and record any recordable instrument purporting to affect an interest in real property: Title Individual name Address REAL PROPERTY MARDEE J. GOLDBERG 7 RANTOUL ST. BEVERLY, MA 01915 USA corp.sec.state.ma.us/CorpWeb/CorpSearch/CorpSummary.aspx?FEIN=001072264&SEARCH_TYPE=1 1/2 6/1�8/2019 a Mass.Corporations,external master page REAL PROPERTY 13AY D. GOLDBERG 15 RANTOUL ST. BEVERLY, MA 01915 USA ' ± Confidential Merger 01, Consent Data Allowed Manufacturing View filings for this business entity: ALL FILINGS o: Annual Report Annual Report - Professional .: Articles of Entity Conversion Certificate of Amendment 1 View filings: Comments or notes associated with this business entity: New search' corp.sec.state.ma.us/CorpWeb/CorpSearch/CorpSummary.aspx?FEIN=001072264&SEARCH TYPE=1 2/2 r t CO� .C27] x1W i 1.,,1 vyt 4& in i F �nJ�xz d g"�v 1 b ,#��t It 9s, \� Q ��j- 4 t * T dy1 *: �r t 4 MPIF esStation =Po Station 1 �`, d 05 v 2 8 W S t�a+rk'tR. {e Y -ice^;k^� � n x .,ls�ij r� f �f Town Hall :.� 1� \ W c6 y - x " 0.L,..,, 3,.1, yx;. fl Sulblic Library 5' x OC- 3R Buildings y,. 3... '4. ";'7' ! , c r ,s ?,4�* city Owned Parks CO Parcels' O�\V\��%®•'� 1 2�� 1 , fit.?-,3;.,r x t tx.r L .�a ��t Town Boundary r x x- 5� 8 MAHlghways US Hilgh t ;k r+'" ^7 r Y 1 a o2 'th.,^y kz�1�� Ur9 Highway O figs t�� '�/ �� * 4 'Numberetl Routes hf ✓ - O QSla+''^ Abutting Town Labels Abutting Towns-No Label: BathYmet y ti t a} r p Y v� 0-5 f J" 4 P wy I 10-15ft M 15-20 ft r M0 40-50 ft V� N \ ®5 L 0,60 fl / ®60,70 fl 1®� A 1,2,. 1 ® Rs' � ,.'Streets 2 106 g 20 R 0 1®2. s 1/2 R r i I ;G 1 oT 12 � �a�l �Y ...✓✓✓,,,,rrr�� 1.: rOZ 11 'Ps g7. The data Ihown on this sne are p;,�dld to,irroinnaii6lal and plan n9 p Pu IY The. r and Ito n nts t v�4 y.,.(�•. .._��:_ '# 4 '�A - f v —p—lble to the Ior . _ _ . - _ .............. �` -- 170 '340 It Printed on 06/:1812019 at;12 26 PM r 2019 JUN 25 PM 3: 54 i;,*WO, t ` CITY OF SALEM ` CITY CLERK PLANNING BOARD SALEM• Mass CITY OF SALEM APPLICATION FORM FLOOD HAZARD OVERLAY DISTRICT SPECIAL PERMIT Location of Property: 4 ill F-RAIWIL j J Map & Lot: Me 240 4 LOT 37%— Owner: Or-RR¢N, Ll,G Applicant: SPIRE INYesraGNT$ tL.LC- Address/PO Box: 7 RA"woL ST Address/PO Box: $' j4#4Tpv4_ S,r- City, State,Zip Code: Pie0ftYI Ml r- omts- City,State,Zip Code: SvVEroeLtr t � D(if /S Telephone: Telephone: 74- 2-31. (pQ8 •� I. Project Description: RfV CT70 0 C U I L INA L LelpAiricl— or— 0 Z S Il. It has been determined by the Building Inspector that the above property lies in the following areas : A.Wetlands District: ❑ Wetlands ❑ Buffer Zone B.Flood Hazard District: ❑ Zone A M1111Zorie AE ❑. Zone VE III. Submission Requirements: FL. r0.0 Mobee Application form and attached reports,statements,and narratives: Three(3)hard copies shall be brought by the applicant to the City Clerk to be"date stamped". The City Clerk will retain the original;the remaining two(2)copies shall be filed with the Planning Board by the applicant. Plans and drawings: Three(3)full-size(24"x 36")sets of all plans and drawings and nine(9)half-size(I l"x17")sets of all plans and drawing shall be filed with the Planning Board by the applicant. Electronic submission: One(I)electronic copy of all application materials, Including the application form and attached reports,statements,and narratives,and all project plans and drawings,shall be filed in.pdffornzat with the Planting Board by the applicant A. Re aired Plans and Drawines: A site plan at a scale of I"equals 20' prepared by a registered land surveyor or registered professional engineer and showing at least the following: -/1. Lot lines within which the development is proposed and the tie-in to the nearest road intersection. rI"VIE' D I of 3 JUN 25 2019 DEPT. OF PLANNING & COMMUNITY DEVELOPMENT "4 The location, boundaries,and dimensions of each lot in question. ✓3.Two-foot(2')contours of the existing and proposed land surface. ✓4.Location of existing and proposed structures,water-courses,drainage and drainage easements,means of access,utilities,and sewer disposal facilities including leaching fields, if any. Proposed elevations should be noted. J5. Boundaries of all districts,areas and zones as noted in Section II. ✓B. A written report describing the proposed development or use relative to each of the conditions set forth in Section 8.1.4 Special Permit Uses of the Salem Zoning Ordinance. N/Ae. In cases of flood-proofing or pile construction,certification by a registered professional engineer or architect as to the elevation of flood-proofing measures and as to compliance with the applicable sections of the Massachusetts State Building Code concerned with flood depths, pressures,velocities,impact and uplift forces,and other factors associated with the base flood. Where specific methods or techniques have been previously certified, the Planning Board may waive this requirement. $UILO W A IS .4MIV i7fiw tc44a Ejee./,,M,0hJ D. Permits:A list of Federal,State,and other local permits required by the applicant. S)?M PL41J A&VIC+W, Oracem op CQ"bq lcwS I SP-ZSA E. Descriptions relative to all conditions applicable in Section IV below. 54EI- r9Z4lQ1 caL_ NA4MATAjVr Pl i&FaeM 8b MvR/N-f �2oN IV. Conditions(Complete those sections indicated 0 by the Building Inspector) ovc In the Flood Hazard District no structure or building, including pipes and wells,shall be erected, constructed,substantially improved,enlarged,or otherwise created or moved and no area shall be paved; no earth or other material shall be stored,dumped,used as fill,excavated,or transferred; unless all the following conditions are found to exist as part of the granting of a Special Permit by the Planning Board(use additional pages if necessary): 1. The proposed use will comply in all respectsJt the uses and provisions of the underlying --// district in which the land is located. Yes ✓ No_ 1 2.There are adequate convenience and safety of vehicular and pedestrian movement within the site and in relation to adjacent streets and property,particularly in the event of flooding of the lot(s)or adjacent lot(s)caused by either overspill from water bodies or high nmoff. R .Utilities, including gas,electricity, fuel,water and sewage disposal,shall be located and constructed so as to protect against breaking, leaking,short-circuiting,grounding or igniting or any other damage due to flooding. (Provide details) 2of3 4. Where the proposed use will be located within a coastal high hazard area(Zone VE on the TTIVf7t+lae uranee Rate Maps): a. New strLictLii-e-s—o—r-stibst-an6aULnprovemeiiis shall be located landwards of the reach of mean high tide. Yes_1Vii�-� b. The support of new structures or substantial impro eitr hall not be,in whole r' or in part, by the use of fill. Yes_No_ #IA 5. All subdivision proposals must be designed to assure that: a. Such�pitopojjoasaaljs minimize flood damage; Yes_No_ b� ties and facilities are located and constructed to minimize or d&Lgage; Yes_No_ c. Adequate drainage is provide.�o reduce exposure to flood hazards Yes_No V.Procedure The Planning Board shall,within 7 days after the filing of this application,transmit one copy of said application, plans and all other submitted information to the Inspector of Buildings,City Engineer,Board of Health, Conservation Commission and Fire Prevention Officer who may,at their discretion,investigate the application and report in writing their recommendations to the Planning Board.The Planning Board shall not take final action on such application until it has received a report thereon from the Inspector of Buildings,City Engineer,Board of Health,Conservation Commission and Fire Prevention Officer or until thirty-five(35)days have elapsed after distribution of such application without a submission of a report.The Planning Board shall hold a Public Hearing on said application as soon as possible after receiving the above reports,in accordance with Chapter 40A of the Massachusetts General Laws.The Planning Board shall notify the applicant in writing of its decision on the special permit.The decision shall document the proposed development or use and the grounds for granting or refusing the special permit.The Planning Board may,as a condition of approval,require that the applicant give effective notice to prospective purchasers by signs or by recording the special permit at the Registry of Deeds,of the wetland or flood hazard conditions associated with said premises and the steps undertaken by the petitioner or his successor in title to alleviate the effects of same. 67 G�1�,tip Signature of Applicant Si�Oture of Owner(attached consent I eris also acceptable) by William F. Quinn, Esq. Date Date a5 attorney-in-fact FEE PAID: 3 of 3 ARCHITECT PITMAN&WARDLEY A SSOCIATESLLC ARCHITECTURE&DESIGN 32CHURCHSTREET SALEM,MASSACHUSETTS 01970 978.744-8982 GERREN , LLC PH ECTOWNER SPIRE INVESTMENTS S RA14TOUL STREET BEVERLY.MASSACHUSETTS 101915 PROJECT TEAM GENERAL CONTRACTOR BALD HILL BUILDERS 9 = 11 FRANKLI. N STREET , 25 WALPOLE PARK SOUTH,UNIT 10 WALPOLE,MASSACHUSETTS 102081 781.W"951 9 11 F RAN KL I N STREET CIVIL ENGINEER THE MORIN-CAMERON GROUP 88 ELM STREET DANVERS.MASSACHUSETTS 101923 978-777.85M SALEM , MASSACHUSETTS 101970 LANDSCAPSIGNA SOCIRADNER DESIGN ASSOCIATES,INC. 945 CONCORD STREET,SUITE 100 FRAMINGHAM,MASSACHUSETTS 101701 508-73"1" BSUBMISSION PLANNING OARD DRAWINGS ISSUED JUNE 20, 2019 PROGRAM DEVELOPMENT SQUARE FOOTAGES: 4 FIRST LEVEL: f§ 4��• d UNIT#1: 5,291 SOFT Y UNIT#2: 2,335 SOFT " ri LINIT#3: 3112 SOFT TOTAL: 10,939 SOFT O MEZZANINE LEVEL" N_ • •• a UNIT#1: 1.020 SFT CC UNIT#2: 653 SOFT L UNIT#3: 1,201 SOFT coW W TOTAL: 2,874-SQFT Ui Lm 4 TOTAL BUILDING SQUARE FOOTAGES: N 0/ N ti LEVEL#1: 10,939 SOFT W ,•y� s _,4 MEZZANINE LEVEL: 2,874 SOFT Z Q Z r r tj :3 J o ro x • TOTAL: 13,813 SOFT " J m �, Ytt^^ YQ W Z �. � tLZ LLW ITT"" W 0� .0. w U) DRAWING TITLE COVER PAGE o�• �,�+.. A'� + 'icy �� 1 � � LOCUS MAP DRAWN BY Z.MILLAY CHECKED BY P.PITMAN 'I I, ISSUE DATE IY PI euNING NOiRD nR12N?flfA SHEETNUMBER AO 0• 5' 10, 15' ARCHITECTURAL ©Phmen&WardleY Assocletn LLC.2019 r GENERAL NOTES: 1. THE EXISTING CONDITION DEPICTED ON SHEET C-2 IS THE RESULT OF AN SITE REDEVELOPMENT PLANS • ON-THE-GROUND INSTRUMENT SURVEY PERFORMED BY THE MORIN-CAMERON GROUP,INC.IN MARCH AND APRIL 2019. IN Z. PROPERTY LINE INFORMATION COMPILED FROM RECORD PLANS AVAILABLE AT THE • G �^ �"s' TIME OF THE SURVEY AND AN ON-THE-GROUND SURVEY. y ST _ 3. THESE PLANS ARE PREPARED FOR OUR CLIENTS USE ONLY FOR THE SPECIFIC PURPOSE OF OBTAINING PERMITS AND LOCAL APPROVALS,AND ARE NOT TO BE �� yy / O ¢ USED OR RELIED UPON AS A CONSTRUCTION DOCUMENT OR ANY OTHER USE BY R /A�\ t - K• O w OTHERS WITHOUT THE WRITTEN CONSENT OF THE NS WERE A GROUP,INC. 9 & 1 1 F 1�L �N KLIN STREET � 4. UNDERGROUND UTILITY INFORMATION AND LOCATIONS WERE NOT AVAILABLE AT N THE TIME OF SURVEY. LOCATIONS OF ALL U71UTIES SHOULD BE CONFIRMED y WITH THE UTILITY PROVIDED PRIOR TO THE COMMENCEMENT OF ANY SITE WORK. , THE CONTRACTOR MUST CONTACT THE APPROPRIATE UTILITY COMPANY,ANY (ASSESSORS MAP 26,LOT 375) % o " GOVERNING PERMITTING AUTHORITY,AND'DIGSAFE'AT LEAST 72 HOURS PRIOR 'rt LOCO$ z 3 TO ANY EXCAVATION WORK TO REQUEST EXACT FIELD LOCATION OF UTIUTIES. - s 0 5. FORMER EXISTING BUILDING WAS DESTROYED BY A FIRE IN SEPTEMBER 2017 AND SALEM MAS SAC H U S ETTS RAZED. FORMER SIZE AND LOCATION COMPILED FROM'PLOT PLAN OF LAND IN SALEM,MASS.'DATED MAY 11,1995 AND PREPARED BY BAYSTATE SURVEYING NORM RIVM tk N r5 ASSOCIATES. SIZE AND LOCATION OF STRUCTURE ARE CONSIDERED w? APPROXIMATE. 6. ZONING DISTRICT BOUNDARIES OBTAINED FROM THE CITY OF SALEM CS ONLINE - LOCUS MAP O ) w 1B MAPPING SYSTEM (HTTPS://WWW.MAPSONUNE.NET/SALEMMA/INDE)LHTML). FOSTER STREET ( 7. ABUTTER INFORMATION OBTAINED FROM THE CITY OF SALEM ASSESSORS AND GIS I O DATABASES AND SHOULD BE CONSIDERED APPROXIMATE. I FLOOD NOTE: t,SEn9• THE SUBJECT PROPERLY IS LOCATED IN A 9CNE'ArD-419G(ELENTH. 10)AND VE DATE SCHEDULE OF PLAN SET DRAWINGS: '. AS ILLUSTRATED01 INJ THE FIRM PANEL 25009C0-419G 1NTH,AN EFFECTIVE DALE "10 OF JUIY 16,2014. RECORD OWNER: � GERREN,LLD C-1 COVER SHEET WWm C/RAN TWLESG�PERTIES MANAGEMENT,LLC I C-2 EXISTING CONDITIONS PLAN BEVRLY,MA 01915 C-3 SITE CONTEXT PLAN DEED BOOK 31167,PAGE 504 ASSESSORS MAP 26,LOT 375 C-4 SITE LAYOUT PLAN C-5 GRADING, DRAINAGE & UTILITY PLAN ABBREVIATIONS: I i C-6 CONSTRUCTION DETAILS I s BIT BITUMINOUS — J I Assess � C-7 CONSTRUCTION DETAILS II BM BENCHMARK ( �--- B1 DISTRICT I I MEAAP 21370 b00 CI CASTIRON - I I — — — — — — — ( m m m CAIN LINK FENCE R2 f CH DI Cl Co - CLEAN OUT - PROPOSED LIGHT INDUSTRIAL/ I CONC CONCRETE [� I COMMERCIAL BUILDING -- `J o ELEV ELEVATION [t--'"' — —'--'— DMH DRAIN MANHOLEEP EDGE OF �7 EXIST EXISTING PAVEMENT O I FF FINISHED FLOOR FLR FLOOR �I FT FOOT I GA A R G �ARAh LB POUND _ MAX MAXIMUM r o MH MANHOLE MIN MINIMUM Cn H MW MONITORING WELL > F N/F NOW OR FORMERLY N-S-E-W NORTH-SOUTH-EAST-WEST NAVD NORTH AMERICAN VERTICAL DATUM OC ON CENTER OHW OVERHEAD WIRES O EXISTING LIGHT - APPLICANT: - PROP PROPOSED I PAVED INDUSTRIAL/ SF SQUARE FEET PARKING AREA COMMERCIAL SPIRE INVESTMENTS LLC SMH SEWER MANHOLE SPK SPIKE BUILDING 5 RANTOUL STREET SO SQUARE TYP TYPICAL BEVERLY, MA 01915 VGC VERTICAL GRANITE CURB WG WATER GATE WSE WATER SURFACE ELEVATION I .. Wso WATfl UT OM - CIVIL ENGINEER / SURVEYOR: to R2INSTRDT THE MORIN-CAMERON GROUP, INC. Z 05 DIs1T6cT 66 ELM STREET g I_ DANVERS, MA 01923 0- �W^ I LIN STREET PHONE: 978-777-8586 = W f� N Z N N F- v z �fsw �I>a BUILDING ARCHITECT: o 3N Y v PITMAN & WARDLEY ARCHITECTS —W� ¢ y PLAN 32 CHURCH STREET > z SCALE: '' w'ITTI SALEM, MA 01970 Wp �Jv LLJ 0 20 40 60 PHONE: 978-744-8982 LaJ ¢ " Wf N c d F- N 2 I cn U ISSUED FOR PERMITTING: JUNE 20, 2019 0 m L� • PROJ.#3760 � o94Q��mD $ �m o�m �s<-�9osamy0 NEW$�mco�i aNA �yn� J QED O �DOC�n �>N>gmmg ��nl�g~f'�OZN434 yCy G Q�'>cm�ZNKyOy1 ¢Nm>C� yyFNy nlGx.�1 S Tmry$N AA�D4�N-~1 I A�$2OT�y;jNtiZln�m u Z� nCy�=moKm3�O>i0 n- ��S I E�o �o� ge Q 4 KGf R1Z�.INHNA Z Qpp N J PLBIC 256,PL32 oD �zK s ; sg ioo y A F � �ilt UNIT OF ENTRANCE CORRIDOR OVERLAY DISTRICT(EOOD) J Bl�IST�dtCT zzzz�o 85 6STI�ICT ONIN wENVEI Iis�atss - 3 sp EI ° 1 - M A P o \ I rI C-1 I I ;5 to 1• EI ( 3 sraas N \ \ Ire, mm mlz I i 3SVI375 " o w \\_ J ��( T .��x y 0 COO 11 1 I °\ N� Itr�m� •p - � A / ro\ - 1 \I \ . oViQm o �46 yl co)nm I z A � u wI\\\ ��)T�4 Q ROE !agzM 1 oBo 1 \o o a � \ o + 1 D 1 4-4 M + \ O ZONING ENVELOPE J o '_ 'k t°� h 9 As\\ 125.04. ro. \ a' DNS LS ofZi rl� EXISTING SITE REDEVELOPMENT PLANS R E V I S I O N S SURVEY BY: PM/SR OF The IN DESCRIPTION DATE DRAFTED BY: DIP p, Monn-Cameron CONDITIONS SALEM, MASSACHUSETTS CNEM BY:SPC ".470 PLAN 9 & 11 FRANKLIN STREET """�' APPROVED BY:SPC z DRAVANG NO. (ASSESSOR'S MAP 26.LOT 375) ma`s'p�+ CIVIL ENGINEERS I ENVIRONMENTAL CONSULTANTS PREPARED FOR: SCALE AS NOTED - LAND SURVEYORS 1 LAND USE PLANNERS SPIRE INVESTMENTS LLC 60��.t>a� °tM J C-2 - DATE JUKE 2Q 2019 y-2a'�1 I!m8]nBdA P.If$'l/431�,W.vnmawawuuUroM.aoM 0 'M��l vW Son I Ubn All "2 IN, FrIa-gama v "Ne _g YURN 0 1*13 ol R VR NMI w- -uR 0 gn v M 0 ON & Mw,4 Fm IIIWo _�W_m: l4v w NZ 'g fid W. Xg .y, mas� ,--,5 F-vx�F�#�.M -� Y __.'Q', S � �•f'..:ftl�yF�� A��^.�: \ y�� v...- A-,Y_ _ R ;W,S RI Y wl l M ar- AR ON �17_1:ki_ N 301 04 4w 4eM 2;, 1. gi I R� ne Nrli 019 WN W ".7 ROM l;R 'Wi Ib _1 �"C,j I W R -:- `�4 FRI po 2 11RreRV'I kU IQ IF N gv�'T.�-wmt 11 , 1* A0 IND Sm— OR 6 WAN -N f A 6�! U20 F. 0-01- M am, '%z- �,w ggg ggq N MW QA W .......... 7' 4. 77 eq g. M_ M W -o';Ri*:k� g V --A K., m::. IN F --l'iZ M . I of ■ SITE REDEVELOPMENT PLANS SURVEY BY: PW/SR The. DRAFTED BY.DIP Monn Cameron IN H PLAN SALEM, MASSACHUSETTS CECKED BY:SPC 9 & 11 FRANKLIN STREET ■ DRAVANG NO. (ASSESSOWS MAP 26,LOT 375) APPROVED BY,SPC CIVIL ENGINEERS I ENIVIRONMEWAL CONSULTANTS PREPARED FOW. SCALE. AS NOTED LAND SURVEYORS I LAND USE PLANNERS SPIRE INVESTMENTS LLC 66 ELM STRIT,aANVERS.MAS&CHUSEM M923 C-3 ■ DATE: JUNE 20,2019 R 973-M-M F.9WU&3ft W.WWWROFMALSMCON GENERAL NOTES: 1. THE EXISTING CONDITION DEPICTED HEREON IS THE RESULT OF AN ON—THE—GROUND INSTRUMENT SURVEY PERFORMED BY THE MORIN—CAMERON GROUP,INC.IN MARCH AND APRIL 2019. 2. UNDERGROUND UTILITY INFORMATION AND LOCATIONS WERE NOT AVAILABLE AT RICHARD W&BETTY B LUTTS, N THE TIME OF SURVEY. LOCATIONS OF ALL UTILITIES SHOULD,BE CONFIRMED /F WITH THE UTILITY PROVIDED PRIOR TO THE COMMENCEMENT OF ANY SITE WORK. CASON L&ERIN E CHERRY, N� DAVID&CAROL ANN THE CONTRACTOR MUST CONTACT THE APPROPRIATE UTILITY COMPANY,ANY ' JESS FANEUF&ALICIA MAYER MARDEE GOLDBERG LLC FITZPATRICK GOVERNING PERMITTING AUTHORITY,AND-DIGSAFE'AT LEAST 72 HOURS PRIOR ASSESSOR'S ASSESSOR'S ASSESSOR'S MAP 26,LOT 4,6,BLOCKS 801, MAP 26,LOT 381 MAP 26,LOT 380 SAMUEC/E CORE TO ANY EXCAVATION WORK TO REQUEST EXACT FIELD LOCATION OF UTILITIES. 28.03' O II 3. FORMER EXISTING BUILDING WAS DESTROYED BY A FIRE IN SEPTEMBER 2017 AND N/F 03 &ANDALEUSHA L i THE KOSEK FAMILY TRUST OF 2011 RANDALL AA ll RAZED. FORMER SIZE AND LOCATION COMPILED FROM'PLOT PLAN OF LAND IN ASSESSOR'S MAP 26,LOT 383 11.11 EXIST.SHED ASSESSOR'S W v 8 SALEM.MASS."DATED MAY 11,1995 AND PREPARED BY BAYSTATE SURVEYING ° 11Y,gg• MAP 26,LOT 378 w ASSOCIATES. SIZE AND LOCATION OF STRUCTURE IS CONSIDERED APPROXIMATE. EXIST.DWELLING ,ram`" `wJ j 4. ZONING DISTRICT BOUNDARIES OBTAINED FROM THE CITY OF SALEM GIS ONLINE �-r� l� J".JJ lt,,,�J01 OR CCVV MAPPING SYSTEM (HTTPS://WWW.MAPSONUNE.NET/SALEMMAANDEX.HTML). 8 • o (. o { o p r 1 t g0 } ZONING DISTRICTS: _ __ _ __ _ 50.84' • RESIDENTIAL TWO—FAMILY((R2)) - r _— _-- — — — — — --_ • BUSINESS NEIGHBORHOOD(81) ASSESSORS - CENTRAL DEVELOPMENT(85) MAP 28,LOT 375 I I. i I � a� 3.N� N/F = 70 300 SF I i w 0 i o B CHAUFOUR FAMILY I g w LIMITED PARTNERSHIP I I SI ASSESSOR'S MAP 26,LOT 384 - B1 DISTRICT _ 1 R2 DISTRICT I � I DOROTHY H LEMELIN . I ASSESSOR'S I MAP 26,LOT 377 FORMER BUILDING II PROP LIGHT INDUSTRIAL/I COMMERCIAL BUILDING(3 UNITS) LOCATION .. 'Yy�CxlG\G.LCLC SLAB ELEV._ I KI kg _ 1 SPACE __ 1 SPACE EXIST.TREES 7D BE - #..........:..:..::.:..:-- REMOVED (SEE PLAN) h0W.00 SZ 7 'NO O III 1 PARKING PARKING t58 1j / I ° U I i i 1 HC SPACE SPACE.(PARKING 8 // —_TYF — ._ EXIST. �T NGJ GARAGE i SPAC£ 1 SPACE i SPACE I / ARIONO AREA g8.B4' ARN/ agi s — — — I 41 o PROP.SNOW 0^ NG I STORAGE AREA _ �+ I EXIST.PARKING SPACES YS bbbSSS c PROP.DUMPSTEIR TO BE REMOVED(TYP.) PAD N� B 1 SPAS (11 SPACES TOTAL) I 13 FRANKLI STREET LLC 7 FRANKLIN STREET LLC .} I - I ASSESSOR'S c ASSESSOR'S a � � LITMTP VE�T MAP 26.LOT 376 MAP 26,LOT 374 I ,SPACf I r / PAVOffNT ( I N .....:..:.::.': I PARKING CALCULATION: USEINOUSIRIAL COMMERCIAL m EXIST.COMMERCIAL I. BUILDING W SPAM PARKING � - 21,861 SFf GFA/1000 SF PER SPACE=21.9 EAST.BCOMME CIAL —>22 SPACES REQUIRED I EXIST.LIGHT ILDING 13 10 COMPANY VEHICLES(1 SPACE PER EACH VEHICLE) z SPACE INDUSTRBUILD M ERCIAL —>10 SPACES REQUIRED F10ST.PAVEY(EN 1 I 50 EMPLOYEES(1 SPACE PER EACH 2'EMPLOYEES) z 1 TO REMAI #11 °' —>25 SPACES REQUIRED I TOTAL SPACES REQUIRED-22+10+25-57 SPACES I 8i I TOTAL SPACES PROVIDED -65 SPACES . / \ & NOTE THREE(3)HANDICAP SPACES REQUIRED,THREE(3) it oc ccu�noon zeuc'<c'(ttcv. I� I HANDICAP SPACES PROVIDED 10)AS ILLUSTRATED ON THE FIRM MAP 25009CO-419G,WHICH HAS AN EFFECTIVE DATE OF JULY 16,2014(TYP.) I W -- I ZONING MATRIX z N(n 5 F- ROPOS I SETBACK REQUIRED(BI) REQUIRED (R2) PBUILDING CL _ QaNZa _ I MIN.LOT AREA 6,000 S.F. 15,000 S.F. NO CHANGE VARES(TYP.) °Hw MIN.LOT FRONTAGE 60 FT. 100 FT. NO CHANCE > 6 Z _ W MIN.LOT WIDTH 80 FT. 100 FT. NO CHANCE � Llll� v LaJ uj . CT —C�,c[VEAU MAX LOT COVERAGE BY ALL Q 0, oHw ` to BUILDINGS �X 35R 33% (� �w MIN.DEPTH OF FRONT YARD 15 FT. 15 FT. 181 FT . �, w gEVLAL) © MIN.WIDTH OF SIDE YARD 10 FT. 10 FT. 10 FT N V POLET TL E F T N MIN.DEPTH OF REAR YARD 30 FT. 30 FT. 30 FT St> c> I MAX.HEIGHT OF BUILDINGS 30 FT. 3STORIESS <30 FT 51 m F R A� O MAX BUILDINGS ONB LOST N N/A 3o FT. 32 FT . PLAN m m SCALE: I'-20' I 0 10 20 40 a• s 0 PROD.03790 WATER AND SEWER NOTES: N/F RICHARD W&BETTY B LUTTS, N/F 1. PROPOSED WATER AND SEWER SERVICE CONNECTIONS SHALL BE COORDINATED WITH THE SALEM ENGINEERING CASON L&ERIN E CHERRY, MARDEE GOLDBERG LLC DAVID&CAROL ANN • DEPARTMENT. PRIOR TO CONSTRUCTION THE DEVELOPER SHALL SUBMIT FINAL CONSTRUCTION DRAWINGS FOR THE JESS FANLUF&AUCIA MAYER ASSESSOR'S FITZPATRICK UTILITY CONNECTIONS FOR THE BUILDING TO THE PROJECT CIVIL ENGINEER. ASSESSORS MAP 28,LOT 381 ASSESSOR'S N/F MAP 26,LOT 460,BLOCKS B01• MAP 26,LOT 380 SAMUEL E CORE 2. A MINIMUM OF 10 FEET CLEAR HORIZONTAL SEPARATION STALL BE MAINTAINED BETWEEN SANITARY SEWER PIPES AND N� 802,803 &ELISHA L WATER PIPES UNLESS CONDITIONS PREVENT A LATERAL SEPARATION OF 10 FEET,IN WHICH CASE THE CONTRACTOR THE KOSEK FAMILY TRUST OF 2011 RANDALL SHALL CONFORM TO NOTE NO.4 BELOW. EXIST.SHED ° ASSESSOR'S MAP 28,LOT 3B3 �� ASSESSOR'S -tv O MAP 26,LOT 378 0 3. ALL SEWER PIPE SHALL BE POLYVINYL CHLORIDE(PVC)SDR-35 UNLESS OTHERWISE NOTED. EXIST.oWEWNG // ^�tYi-� \ _ i +w aiz0 4. WHERE SANITARY SEWERS CROSS WATER SERVICES OR A MINIMUM OF 10 FEET LATERAL SEPERATION CANNOT BE '^ / p o O A 1 v ACHIEVED, THE SEWER SHALL BE LAID AT SUCH AN ELEVATION THAT THE CROWN OF THE SEWER IS AT LEAST 18 r,�...�rq INCHES BELOW THE INVERT OF THE WATER PIPE IF THE ELEVATION OF THE SEWER CANNOT BE VARIED TO MEET THIS ° 9 o REQUIREMENT, THE WATER PIPE SHALL BE RELOCATED TO PROVIDE THIS SEPARATION OR CONSTRUCTED WITH u -r 12-?"�� o/ MECHANICAL-JOINT PIPE FOR A DISTANCE OF 10 FEET ON EACH SIDE OF THE SEWER. ONE FULL LENGTH OF WATER /ice 12 _----' i ^ - PIPE SHALL BE CENTERED OVER THE SEWER SO THAT BOTH JOINTS WILL BE AS FAR FROM THE SEWER AS POSSIBLE ---'' _/ _�_12- _-�i __------ , / z gZ 3 WHENEVER IT IS IMPOSSIBLE TO OBTAIN VERTICAL SEPARATION AS STIPULATED ABOVE, BOTH THE WATER PIPE AND tN Mw THE SEWER PIPE SHALL BE ENCASED IN CONCRETE FOR A MINIMUM DISTANCE OF 70 FEET FROM THE CROSSING POINT PROP'FLOW '-'-MONITORING/___ $ -'-'-'" I ++/ O I OF THE OTHER PIPE AS MEASURED NORMALLY FROM ALL POINTS ALONG THE PIPE. DIRECTION ARROW wEu.(ttr'y I` a MAP 26,LOT 375 S N/F tY� _-�'t� EA=70300 SF / h �� PROP.CONSTRUCTED _O 5. WATER,FIRE AND SEWER SERVICE SIZES AND LOCATIONS TO BE CONFIRMED BY THE PROJECT MEP ENGINEER PRIOR TO i I �i STOtMWATER WETLAND CONSTRUCTION. CHALIFOUR FAMILY r AT- D \ LIMITED PARTNERSHIP I /��tt• i 125 . I _,+O _ / (TOP OF BERMm10.3t) q u7 6. WATER OR FIRE SERVICES PATH LESS THAN 5'OF COVER SHALL BE PROTECTED FROM FREEZING WITH INSULATION AND ASSESSOR'S � / 7C7.X R"5?"Z»l t7S'S \ .tt� I - 9 � � z N HEAT TRACING. MAP 20,LOT 384 ----- Z o M STORM DRAIN NOTES: I .�-7k, I DOROTHY H LEMEUN lh v J I' \ PROP.8'PVC / 10 ASSESSOR'S 1. STORMWATER CONVEYANCE PIPES SHALL BE PVC (SOR-35) OR PROJECT CIVIL ENGINEER APPROVED EQUIVALENT PROP.SILT FENCE I\ I I I I ROOF DRAIN I �' // UNLESS OTHERWISE NOTED. 1 l I I PROP,U T INDUSTRIAL/ INV=9.5 I / // +e• MAP 26,LOT 377 INV=9.0 2. BACKFlLL SHALL BE COMPACTED TO 95X MAXIMUM DRY DENSITY BY AASHTO T-180D METHOD. FORMER BUILDING ` I I COMMERCIAL BUILDING(3 UNITS) �,o�_ I / Mw I 9AB ELEV.=11.1 8.5 K'// +9.5 LOCATION I /// PROP.6"PERF PVC 3. SHEETING,IF USED,SHALL BE REMOVED PRIOR TO BACKFlWNG TRENCH. I I I I\ -t1-��-�'',I 95 UNDERDRAIN eeTrs 4. UNSUITABLE SOIL BELOW THE INVERT SHALL BE REMOVED AND REPLACED WITH APPROVED MATERIAL AND SHALL NOT BE USED AS BACKFILL I IL Mw I' ♦� ::� /// 'R'91 . .. 5 5. UNSUITABLE MATERIALS SHALL BE REMOVED FROM BENEATH THE INFILTRATION FACILITY AND REPLACED WITH CLEAN, \ I R NO NO :.I 9.6 PROP.8'AREA DRAIN I I / ' �� PARKING A GRANULAR FILL MEETING THE ASTM C33 SPECIFICATIONS(CONCRETE SAND). PARKING ITT I I i o �I 1 94 9 +9 �9.550 BEEHIVE ^ MNOWwG, CONSTRUCTION SEQUENCE: I I INV-7.Oi +8.8 +9.1 10 INV-7.25 TO PREVENT EXCESSIVE EROSION AND SILTING,THE FOLLOWING CONSTRUCTION SEOUENCE COUPLED WITH OTHER WIDELY I II x1p q L' �10.2 �'g B.t+ 1,� EXIST. - SITE. ED PRINCIPLES FOR REDUCING EROSION AND SEDIMENTATION SHALL BE IMPLEMENTED IN THE DEVELOPMENT OF THE i i PRIUP.�IN =5.50 -,i D c +D D D 0 - 10 a f,BARN/GARAGE. • v '.3 10.1+� 1. THE CONTRACTOR SHALL COORDINATE A PRE-CONSTRUCTION MEETING AT LEAST 48 HOURS PRIOR TO ANY I / M o CONSTRUCTION ACTIVITY NTH THE OWNER(OWNER'S REPRESENTATIVE),PLANNING DEPARTMENT REPRESENTATIVE AND / --- - �QY / --'10.3 0. ANY OTHER INTERESTED CITY DEPARTMENT REPRESENTATIVES. ANT/7[ PROP.GRASS& PROP.SILT /l / 10.5 FF-10. GRAVEL FILTER FENCE 2. STABILIZATION PRACTICES FOR EROSION AND SEDIMENT CONTROL SHALL BE INSTALLED PRIOR TO COMMENCING to a CONSTRUCTION ACTIVITIES PLACE EROSION CONTROLS AT LOCATIONS INDICATED ON THE SITE DEVELOPMENT PLANS. NO PA NG // o +10.2 STRIP PROP.DUMPSTER / -10.7 PROP.8'PVC PROP.8'AREA DRAIN S 3. CONSTRUCT STABILIZED CONSTRUCTION ENTRANCE PAD it. '" i N DRAIN PIPE (PATH BEEHIVE GRATE) N/ o .o �i /F (MIN SLOPE-0.010 FT/FT) RIM-9.10 to 4. PREPARING OFTO REMOVE MATERIALS FROM THE WORK AREA ON THE SITE, CAREFUL CONSIDERATION SHOULD BE 7 FRA STREET LLC / / x .10.4 13 (MIN STREET LLC MW7.50 Mo 0 MADE TO THE EXTENT DISTURBANCE 50 AS NOT DISTURB MORE OF THE SITE THAN WHAT IS INTENDED TO BE ASSESSOR'S STREET _-- � +to.e +G2 10.3 MAP 28,LOT ASSESSOR'S78 IMMEDIATELY DEVELOPED AND RE-STABILIZED. MAP 26,LOT 374 .p�� u q O 5, LOAM AND 70P SOIL EXCAVATED FROM THE WORK AREA SHALL BE STOCK PILED AT A LOCATION TO BE DETERMINED 31tuMlnous BY THE SITE CONTRACTOR. IF MATERIALS ARE STOCKPILED ON THE SITE WHERE THEY WILL PAVEMENT FlR"10.3 NOT INTERFERE WITH I - c CONSTRUCTION ACTIVITIES THEY SHALL BE LOCATED SO AS TO MINIMIZE THE POTENTIAL FOR EROSION INTO EXISTING 10. DRAINAGE INFRASTRUCTURE OR WETLAND RESOURCE AREAS.STOCKPILES SHALL BE STABILIZED WITH HAYBALES,SILT PROP.220-LFt Be*PVC FENCING OR EQUIVALENT. STOCKPILES LEFT FOR GREATER THAN 14 DAYS SHALL BE SEEDED WITH AN EROSION (SDR-35)SEWER SERVICE 10•s CONTROL MIX. SLOPE-0.020 FT/FT _ o �+ 6. REMOVAL OF ALL DEBRIS OR MATERIAL FROM THE WORK AREA SHALL BE DISPOSED OF IN ACCORDANCE WITH EXIST.COMMERCIAL _ FEDERAL,STATE,AND LOCAL REGULATIONS UNDER THE OVERSIGHT OF A LICENSED SITE PROFESSIONAL(LSP)HIRED BUILDING 10. 'Mw t tnRo) " BY THE OWNER IF APPUCABLE. ?a3 t0.a � - EAST.COMMERCIAL w BUILDING PROP.4'CIDI FIRE n � #13 w UTILITY NOTES SERVICE(SIZE TO -10.5 EXIST.LIGHT tOJ 1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ESTABLISHING AND MAINTAINING ALL CONTROL POINTS AND BE VERIFIED WITH PROP,g"PVC(SDR-35) INDUSTRIAL/COMMERCIAL MEP ENGINEER) ' sa DRAIN PIPE BUILDING BENCHMARKS NECESSARY FOR THE WORK. i- (MIN SLOPE-0.010 FT/FT) AR 71R.10.3 #11 2. THE CONTRACTOR SHALL COORDINATE WITH THE ELECTRIC,CABLE AND TELEPHONE COMPANIES,GAS PROVIDER AND PROP.GAS SERVICE SALEM MUNICIPAL UTILITY DEPARTMENTS TO VERIFY THE LOCATION, SIZE AND TYPE OF ALL UTILITIES PRIOR TO (TYPE AND SZE BY i CONSTRUCTION.THE CONTRACTOR SHALL GIVE SAID UTILITY COMPANIES ADVANCE NOTICE OF WHEN THE UTILITY LINES UTIUTY PROVIDER) Rs-10.4 WILL BE INSTALLED. 10.3 ' OMIT Of FEMA FLOOD ZONE'AE'(ELEV. 10)AS ILLUSTRATED ON THE FIRM MAP o= 25009CO-419G,WHICH HAS AN EFFECTIVE f {y DATE Of JULY 16,2014(TYP.) I I oy .14.3 SMH G G Hn I.1.1 J RIM=10.1 BM-SPK IN UTIUTY•POLE _ PROP.1"COPPER 33 INV(4"IN)-3.5 E.EV.=9.49(NAND 88) G/G// .(TYPE K)DOMESTIC • INV(6"OUT)=3.2 41P w Z N N WATER SERVICEpA . /(SIZE TO BE VERIFIED N°ems(NTm) rd U'w �'W MATH MEP ENGINEER) 1 / I __ onw / / w s oHw�"� G G 1 / O z N a s o e3 Gam/ o\'ol� �s A ^ £ - s p tR,PtN laic MPtN s g �> 9.2 VCG(CrREVEAL) W Z plF- _ W / / ,55 RIM-7.9 sEg�LR.1�RN1ff �+ sF- % ca - B.DR Aim(APPROX�._--D.-" TO REMAIN p w � W Hw _-p-- (RECORD) G-�"G W i' utr PatF - D g"Cl GAS MAIN(G - YSO VCG �� S 3 Ln G- T R_ 5-5 N 12"DRAIN 4 -D1YP.)--D-- G �T S s- 5 / SMH W CB A _p D' G 'T f LPL s DMH RIM=8.6 r_ RIM=8.3 ® p D-,--D �� A 'v y --s MAIN RIM=9.1 INV=-2.4 (n WSE=4.6 2 c -G L, R �•1. 1, 5 15 �-MH INN(A)=2.5 2a G 1, s CAS SERVICE RIM=9.0 INV(B)=2.4 . G _ `-W_s wsD BM-HYDRANT HEAD TO REMAIN WSE=3.6 G w s BOLT 6'O'IN OPEN WATER SERVICE w s s S PRO'SEWER CONNECTION ELEV.=11.59(NAVD 88) TO REMAIN s _ ® rig EXIST.INV--2"6f PROP.DRAIN MANHOLE - PROP.INV-1.00 INV.NEW IY'=3.8 Z DMH p� CB RIM=8.6 PROP"1' INV.EXIST.18"=2.9f 4 RIM=7.9 INV(A)=3.4 CORPORATION STOP .. (VERIFY IN FEED). C9 LLJ C+ WSE=4.9 SMH INV(6)=4.3 Z C.5 IZ ' RIM=8.4 INV(C)=4.0 PROP.4'TAPPING PLAN 0 Q V INV=-2.7 INV(D)=3.1 SLEEVE AND VALVE SCALE 1"-20' z 0 10 20 40 = NE s 0 PROJ.93760 2'SO.WOOD POST CATON BASIN 6'O.C. GRATE WRAP ATTACHMENT CORD AROUND CATCH POST TWICE � �� W GRATE BASIN C t - ♦ Z9 ��GMOD HTLY UP POST ^, CATCH BASIN SILT SACK SILT SACK ^ J $ s (1/ a PE J DOWN SLOPE g yk RESTRAINT BAG REMOVAL F la } k o . CHIANNEL sU• BURY FABRIC 6'MIN.IN �#� gp X �� a) w (GALVANIZED) GROUND.DO NOT PUT SPOIL NOTES: w 2N 1 1 1/4, ON WETLAND SIDE OF FENCE. 1. INSTALL SILT SACKS IN EXISTING CATCH BASINS.INSTALL SILT SACKS IN O NEW CATCH BASINS AFTER INSTALLATION. 8 tl47ES. 2. GRATES TO BE PLACED OVER SILT SACKS. 3. SILTSACK SHALL BE INSPECTED PERIODICALLY AND AFTER ALL STORM 1. SILT FENCE TO BE INSTALLED AROUND LIMIT OF WORK TOEVENTS AND CLEANING OR REPLACEMENT SHALL BE PERFORMED WHEN v • PREVENT OFFSITE MIGRATION OF SEDIMENT DURING DEPTH OF SEDIMENT IS WITHIN 6'OF CRATE. ® " - CONSTRUCTION. 31/2• SILT FENCE SILT SACK SEDIMENT TRAP POST SECTION - NOT-TO SCALE _ NOT TO SCALE erne Y N.T.S. SIDEWALK OR FlN. `SIGN � GRADE NUT ANDaowwoo • LOCK WASHER SEE SIGN NE VAN . DETAILS 16 SCREW OR BMACHIOIT ACCESSIBLE VAN ACCESSIBLE 3_6e SPACES ONLY Sx S POST MOUNTING PARTIAL ELEVATION ag 4'WHITE STRIPE(TYP.) PAINTED m m m m 5 WHITE SYMBOL ACCESSIBLE PARKING SPACE SIGN 24'(TYP.,UNLESS NOTED oTHERw SE) NOT TO SCALE c ao G h h' 3' 0 e, H 18'(TYP.) > a w 1. PARALLEL SPACES SHALL BE W%22'. NATIONAL STANDARD ACCESSIBILITY SYMBOL PARKING SPACE STRIPING NOT To SCALE NOT TO SCALE Ni Z 4'WHITE STRIPING 2'-6' U O.C.AT 45'IN LOADING a W AREA(TYP.) Z N f H LLJ cn ate " 4'WHITE STRIPE(TV.)----D >81 QJ Q a 91N 1 BITUMINOUS a 81. m H SURFACE FACE COURSE - Z 2'BITUMINOUS a in L LI BINDER COURSE a I= W W NATIONAL STANDARDACCESSI B _1Cif 'COMPACTED GRAVEL PAINTED ON AVEMENT 9 (n d 8 BASE COURSE b U) I��=1��=��_��— SIGN f0 (/� TYPES OF PAINT COMPACTED SUBGRADE 1. OIL/WATER BASED PAVEMENT SECTION MATERIAL ANY IUJCIT FILL 2 THERMOPLASIIc 130 PER LINEAR FOOT 16'-0•(TYP.) NOT TO SCALE WITH 95%COMPACTED FILL) f2.50 PER LINEAR FOOT I 3M REFLECTIVE ACCESSIBLE PARKING SPACE Z E3.00PER'LINEAR FOOT NOT TO SCALE NOTE, f= NOTE: THESE PRICES ARE V ESTIMATES ONLY PAVEMENT MAX SLOPE 2%IN ..., U - - ALL DIRECTIONS LMJ = U a4 0 PROD.03760 8"0 BEEHIVE GRATE AND . AREA DRAIN ASSEMBLY BERM=10.30 - CROSS COUNTRY 'UNDER PAVEMENT . RIP-RAP OUTLET PROTECTION INV=9.50 \�/�\��\\\\/\ 4"LOAM&SEED ROADWAY SURFACE INFLOW FROM ROOF LEADER 6"LOAM AND SEED \/� /�\\� 6•PVC J \ \\ BOTTOM.OF BASIN 8.50 /\\� o PAVEMENT SECTION rri ALL DRAIN MANHOLE COVERS (S-1.0%MIN) INV=8.00�/\ r /Ora /� fI a ',o.> SEE DETAIL Ot • w SHALL BE INSTALLED TO CONFORM . .. �. \ 1 ^ •" z Z NTH PITCH OF ROADWAY AND COVER&FRAME /\ -- + ^l FLUSH WITH ROAD SURFACE ASSEMBLY: INV_._ 7.25�� 6"PERT PVC(LAID LEVEL) �W"—�' pg5 pS STRUCTURAL BACKFlLL COMPACTED �✓ _ USE EQUIVALENT TO EJIW ININV-7.00 '/ ��..� j bJ a TO 95%IN 12`MAX LIFTS(TYPE A3) N CLAY BRICK COURSES MODEL NO.V1418/V1600-2 \ \ \/\/\ \ \\ 3 rz TO FINISHED GRADE - %J�/.//�//i//�./�/�/�//�//�.// \� 8"PVC PIPE(SDR 35) 1 g o (AS REQUIRED) PROPOSED FINISH GRADE r-g WASHED FILTER FABRIC INV-7.25 s SAND CUSHION(TYPE Al) r 1 Ni'. 0 # eo CRU ED STONE - v s�s ORECONE SECTION NATIVE SOIL CONSTRUCTED WETLAND '(OR EQUAL) < PIPE 9°MIN.(EACH SIDE) I w o NOT TO SCALE SHORING GRANULAR FILL PASSING 1/2 AND PRECAST RETAINED ON NO.4 SIEVE(TYPE A2) /y w •�—RING SECTION AS REWIRED (SEE NOTE) O o z STEPS 12"O.C. 6. 24'WIDE X DEEP STONE .12'DIA (1- -T IN EARTH " d PRECAST CONCRETE DIAPHRAGM(1-t/2°WASHED a MANHOLE SHALL _ CRUSHED STONE) . CONFORM TO ASTM 1b SPEC.NO.C 478-82A DENSE CRASS COVER IN LEDGE USE TYPE S1 SUBSOIL FOR � g" PAVED PARKING s REMOVE AND REPLACE OF14 So1.0 - UNSUITABLE SOIL MATERIALS NOTE: USE.SAND BEDDING FOR �yETTst. $M 3'MIN.OR WATER,FIRE AND GAS SERVICE fir,. Ak PRECAST - ""'»'*'i'*`'•" D+2'WHICHEVER INSTALLATION. NON-WOVEN GEOTEXTILE IS GREATER -o . s 8"DIA RING OSECTION PENING FABRIC(BOTTOM AND 18"DIA SIDES ONLY) FOR DRAIN PIPE �wwoo GRASS & GRAVEL FILTER STRIP UTILITY TRENCH DETAIL .. (NOT TO SCALE) (NOT TO SCALE) 6°COMPACTED CRUSHED STONE BASE 48" TYPICAL DRAIN MANHOLE q(NOT TO SCALE) CURB BOX SHALL BE a c tlS = r SET TO GRADE CONTROL GATE EXIST.GRADE=FINISH GRADE VALVE AND BOXER 110ENT VARIES) di LDS PAVEMENT FlN1SH GRADE 1REA EXISTING PAVEMENT TAPPING SLEEVE CURB - (SIZE BY PLUMBING BOX - . ENGINEER) CURB a CORPORATION CUT AND CAP STOP CONFIRM 8'CLDI z STOP EXIST WATER WATER MAIN SERVICE "i EXIST—•-'O �+ '^ WATER 1°FLEXIBLE a MAIN COPPER SERVICE Ca TO BUILDING ` 1. EXISTING WATER SERVICE SHALL BE SHUT OFF AT EXISTING CURB STOP AND w yo.6 CLDI PIPE(SIZE BY SERVICE LINE CUT AND CAPPED JUST BEYOND CURB STOP. o NOTE: PLUMBING ENGINEER) - 2, TAPEXISTING WATER MAIN WITH NEW CORPORATION STOP AND INSTALL NEW CONTRACTOR SHALL USE NYLOPLAST CURB DUCTILE IRON DOME GRATE RB STOP AND CURB BOX WITHIN EXISTING SIDEWALK (PART No.7001-110-206) 8"DUCTILE CONCRETE THRUST BLOCKS 3. SAW CUT EXISTING PAVEMENT AND SIDEWALK TO MINIMIZE REPAIRS REPLACE ASSEMBLY SHOWN ABOVE,OR IRON DOME ASPHALT PAVEMENT AND CONCRETE SIDEWALK TO MATCH EXISTING APPROVED EQUAL GRATE TAPPING SLEEVE & GATE VALVE ELEVATIONS. DETA NOT TO S ALE WATER SERVICE CORPORATION 8"INLINE DRAIN OR - NOT TO SCALE B'DRAIN BASIN BODY TOP VJt NYLOPLAST 12" DOME GRATE AREA DRAIN DETAIL U (NOT TO SCALES HL Tn W W . BEARING Z v41,J 5 H FACE LJJ Og 1 - DRAIN BASIN TO BE CUSTOM a a CONC,THRUST BLOCK U W MANUFACTURED ACCORDING ��%PLUG NG FACE O a Z l u) TO PLAN DETAILS. a .'..•v " J Q Q w N 2 - DRAINAGE CONNECTION STUB NYLOPLAST DOME GRATE �,:!�.'•'•' TER MAIN JOINT TIGHTNESS SHALL (SEE DETAIL) t<} RUST BLOISC CONFORM TO ASTM D3212 FOR �,�CORRUGATED HDPE(ADS g i BAN r . . CK I,LI N-12), 'M VARIABLE BEARING W0'-360' L FACE - Q"� �pp, (N daBEND ANGLE BACK FILL (/')VARIES BEARING FACE ELEVAPONTER MAIN BACK FILL WATERTIGHT JOINT s BEATING FACE FI FATS (CORRUGATED HDPE SHOWN) c NQIES. PLAN g• 1.ALL WATER MAIN FITTINGS,BENDS,TEES,PLUGS ETC.SHALL BE RESTRAINED W/THRUST THE BACKFlLL MATERIAL SHALL BE - BLOCKS EXCEPT WHERE NOTED. _ MIN.BEARING FACE AREAS FOR THRUSTBLOCKS CRUSHED STONE OR OTHER GRANULAR 2.ALL THRUST BLOCKS&COLLARS SHALL BE INSTALLED SO THAT THEY BEAR AGAINST 90' 45' 225' TEES PLUGS CAPS HYDRANTS MATERIAL MEETING THE REQUIREMENTS UNDISTURBED EARTH. F -N)IMAS7 DRAIN BAc_IN SHOWN- APPROVED OF CLASS I OR CLASS II MATERIAL AS � &MINIMUM COMPRESSIVE STRENGTH OF THRUST BLOCK CONCRETE SHALL BE 3,000 P.S.I. 0'-6° 8 5 6 4 4 4 4 EQUAL PRODUCT MAY RE USED. DEFINED IN ASTM D2321. BEDDING& V N BACKFlLL FOR SURFACE DRAINAGE 4.KEEP CONCRETE CLEAR OF MECHANICAL JOINTS. O'-8°1 12 1 B t 5 1 6 1 fi 1 8 6 —� INLETS SHALL BE WELL PLACED& NYLOPLAST AREA DRAIN COMPACTED UNIFORMLY IN ACCORDANCE THRUST BLOCK DETAIL 'AREAS IN SQUARE FEET cn W z (NOT TO SCALE) NTH ASTM D2321. (NOT TO SCALE) Q z Z 0 a PROJ.#3760 9-11 Franklin St. PLANT SCHEDULE 9-11 Franklin St 1 I Salem, MA # Botanical Name Common Name Size/Form Remarks I I l (Shade Trees 5 Arrr mhnlm Red Ma HT 7 53"Cat R&R Full R mmetrical l I I t ' I PRESERVE EXIST( G Evergreen Trees _ 1 Norwa,'S'ruce TREES 5 Ableo eoncolar White Fir 6'7'Ht. 88B full symmetrical.atron Central leader I � I 3 Plea ebles NorwaySpruce 8-T Ht. 88B full,symmetrical,etron central leader 1 1 hits Fir Owner 4 Pkea lauca Whlte S ruce 6'-T HE. B&8 fulls metdcal afro central leader.I - - -— �2 hite S ruce l 1 Norwa S rucc RESERVE EXISTING 10 Thua'GreenGlanr GreeIT=1Arborvitae 4-5'Ht. B&B full symmetrical,strop central leader LI - 3 hlteFlr i TREES Spire Investments TI 1 hRe '.I U' 1 NDrwa S ruce �� 1z,.; � - — 5 Rantoul St. Beverly,MA 01915 I' i'-"'�� •�-_,I.A, t5�� p�l le�� N d%'S2'Oa('" li2,S' !..—.- ,) Landscape Architect EE4 r. L'DAM 10 Green Giant A orvltae -+-'� $EEG ; > i / I ape .I Radner Design r r I Associates, Inc. PLANTING NOTES �..\ �(AA.+ r:.� ...n 7"" °'..` .Ww ,y ,1. ..•. "!" •'r r" � s� � 945 Concord Street,Suite 300 1. FURNISH AND INSTALL PLANTS AS SHOWN. CONTRACTOR SHALL BE RESPONSIBLE FOR QIANTTY OF SHRUBS GRAPHICALLY SHOWN Q•1 w`. /' '" r :�' '' : y L Framingham,MA 01701 PLANS 1F(HERE IS A DISCREPANCY BETWEEN PLANT LIST QUANTITIES AND GRAPHICS.THE GRAPHIC SHALL TAKE PRECEDENCE. '{ 2. PRIOR TO THE START OF EXCAVATION FOR THE PROJECT BOTH ON AND OF THE SITE,THE CONTRACTOR SHALL NOTIFY DIGSAFE AND BE r `. "' .r _ `' 508.776.6144 FRONDED A DICSAFE NUMBER INOICATINC THAT EXfSTNC UTILITIES HAVE BEEN LOCATED AND MARKED. , 7E �,,> / ,�, :v i1•µFL VUMrVV°RBdnerD�IBN.COM 3. CONTRACTOR SHALL BEGIN 90 DAY MAINTENANCE PERIOD IMMEDIATELY UPON PLANTING AND WILL CONTINUE UNTIL FINAL ACCEPTANCE. 4. CONTRACTOR SHALL VERIFY TREE REMOVALS WITH LANDSCAPE ARCHITECT PRIOR TO CONSTRUCTION START. { ,,,,,,u ..- �•�� r-- - - 1 'y j h' S. CONTRACTOR SHALL MAINTAIN POSITIVE DRAINAGE AWAY FROM BUILDING FOUNDATIONS,STRUCTURES,AND PLANTING BEDS. I .I; '!.'" 6. MAXIMJM SLOPE WITHIN DISTURBED AREAS SHALL NOT EXCEED 3:1.UNLESS OTHERWSE NOTED. Ik 7. PLANTS SHALL BEAR 7NE SAME RELATIONSHIP TO FINISH GRADE AS TO ORItlNAL CRAOES BEFORE DIGGING. tl �'i• / r,','� ,� a-^•-{,w r- d =`.^" 1 �.. • B. PLANT MATERIALS SHALL CONFORM TO THE GUIDELINES ESTABLISHED BY'THE AMERICAN STANDARD FOR NURSERY STOCK',PUBLISHED BY THE AMEJRICAN ASSOCIATION OF NURSERYMEN. ...I. ,+ d ` I i r 71 .e "T \ T 9•S.�I a 9. PLANTS TO BE BALLED IN BURLAP OR CONTANERIZED. 10.MULCF FOR PLANTED AREAS TO BE AGED PINE BARN: PARTIALLY DECOMPOSED,DARK.BROWN IN COLOR AND FREE OF WOOD CHIPS -.- I. ,' `� r ` I % 1 V li W RC - THICKER THAN 1�4INa+. t=i f 1/.PLANTING SOIL AlI%: LOAM THOROUGHLY INCORPORATED WITH ROTTED MANURE PROPORTIONED 5 C.Y.TO 1 C.Y.OR EQUIVALENT. USE OF PEAT MOSS IS PROHIBITED. 1Z.THE LANDSCAPE CONTRACTOR SHALL GUARANTEE PLANT MATERIALS FOR ONE(1)FULL YEAR FROM DATE OF ACCEPTANCE.REQUEST THE LANDSCAPE ARCHITECT PROVIDE A WRITTEN LETTER OF ACCEPTANCE UPON COMPLETION OF EACH PHASE. ' I }. ✓ ,, '`./ f 'z p ( j•'I ,r"� T" H•I^""t.. _ .:3r ;. sJ�'I 13.PLANT MATERIALS ARE SUBJECT TO THE APPROVAL OF THE LANDSCAPE ARCHITECT,AT THE NURSERY,AND AT THE SITE. 14.LANDSCAPE ARCHITECT TO FLAG TREES TO BE TRANSPLANTED PRIOR TO CONSTRUCTION START. I :4. •^' -3 ♦" I % I ' "U sw 1"° - Hyr - I 1 - -K""""r' IB.AREAS OF THE SITE WMCH HAVE BEEN DISTURBED AND NOT OTHERWISE DEVELOPED SHALL BE LOCAED WITH TOPSOIL TO A MINIMUM 'I. I I r , --•'_+ f DEPTH OF B',AND SEEDED WITH A MIX CONSISTING OF 40%PERENNIAL RYE GRAM 30%CHEWRNGS FESCUE;30%KENTUCKY BLUEGRASS" `'- 'a.SCREENED IMAGES SHOW EXISTING CONDITIONS WHERE EXISTING CONDITIONS UE UNDER OR ARE IMPINGED UPON BY PROPOSED BUILDINGS AND/OR SITE ELEMENTS THE EXISTING CONDITION WALL BE REMOVED,ABANDONDED AND/OR CAPPED OR DEMOLISHED AS REGUIRED. --x=-�-N-I y. -.-a-->'A - T---.- I - 17.THERE SHALL BE NO SUBSTITUTION OF PLANT SPECIES WITHOUT AUTHORIZATION BY THE LANDSCAPE ARCHITECT. fp.NO PIANTINf.SNAP I,RE INGTAI I.F.n REF(XTF-0.r.CF.PTANr.F.OF RMIGI/C.RAOIN(.. �� f I �` �- • .- y^"'�-+yy _ 19.PLANTS TO BE THOROUGHLY WATERED AFTER INSTALLATION,AT LEAST TWICE V47NN THE FIRST 24 HOURS. ' 4 I I t�� .+11,2 ---I ` TREES EMOVE WHITE ASH OD Not air LEADER r +o.z TPEE WRAP SHALL Har BE USED T10.B I WEE SHALL BE SET PLUMB .�-.. `-Ih J' - .~ WATERING SA11dR SHALL BE FLOODED TWICE �� • I NABNG THE NEST 24 HUMPS AFIEP PLANING TREE SHALL BE PUNTED 50 THAT dtOM7 IS 3 INCHES ABOVE FINISHED GUN AM SEnLE10T �T` -.-+,D.B 2-3 INCHES AMD PRE LAIN MIADH(PULL VULC H AWAY FROM TRUNK OF 1PfE) eAdOLL MIX PER SPECIAL PROASIONS Revision: 3"HIGH EARTH WAVERING SAUCER ABOARD TREE PIT _ �-- OUT R ROLL BACK 1/3 OF BURLAP BEFORE BADIDWNG. I _ ••._.z-� c j COMPLETELY REMOVE SMTHEUC MOW a LACK -�I 4 ' ��-+ Drawn: mr m 10.3I BELOW --- ROOTRRL - RMIL41L SHALL BE PLA®ON HPCSnPM SUBGADE ----_ aomeAHL � � � I Scale: 1"=20'-0" s x RODRBALL GAMEIER DECIDUOUS TREE PLANTING NOT ro scAE � L�_� WATOTNG SAUCER SHALL BE FLOODED TWICE E —L JI— ' + 1 / �•'° / a DUfINC THE FIRST 24 HOURS Arita PLANTING 1 ISSUED FOR TM']TALL BE SET RUMD ' SITE PLAN REVIEW DO NOT MIT LEAS (2--R31INCHES AGED PINE BARK MULUA U _ `�� „_..� :o� �.�, �.--' NOT FOR CONSTRUCTION fRWH WAGE AWAY _ -� OF _ OHY1�.U�r G.'� Al "� Sheet Name: BAIXFLL MIX PER SPECIAL PROW90NS _ 45 LANDSCAPE PLAN b TREE SHAL BE PUNTED SO '� _ -X N ! - _ _ THAT CROWN IS 3 TE ABOVE ^"SCE-`-r 0.' �•.---c_- !_Vj.--r-'- „" r-'', f ,/ FINISHED GRADE AFTER -.-r'1\ - 1 1 �.._.--'n� _-._ .-• / SETRD@lr 3 INCH HIGH EARTH WATEM SAUCER ARdBID TREE AI _\_4-� • CUT k POLL BACK H OF.BURLAP SUM BAOLDILUNG p---0-'- s+'osw •"'>_- - —�' cs — a- ` Project No.: . COMPLETELY Ia110VE SYNTHETIC BIINAP a I/IONG �-"'-�� ^��--•"�_9,j{�`-_.- ....--G-'-` _ 19-12 B INCHES I 1 - _ c_ £ �- S .Jl....r'nJ•'L�:-- �-- BELOW r'Oi -. ...G-•"_ `.-S`. ROOTBALL ---- : _•ri,,.�.��.�'tr © Issue Date: RooTeALL 91A1L BE HALED ON l� _ —! _ _ ----Y' uEmisnllrAD slesRwE o s V —AU- _.�_--.-,.G.._-- ' ,.._.._. � ----, -TY__`. 06.20,2019 3 X IiO079AL NAIEER - G'.---- rJ __ .,'., s -`v -'., I p' 20' 40' tv 1V +-_� Sheet No.: EVERGREEN TREE PLANTING _ __ ____ 5---'M "— `� norroSCENE L1 NORTH a..Mro..ne omW6mIP PVH.uaW,Aoeme.A 1� ARCHITECT PITMAN&WARDLEY ASSOCIATES LLC ARCHITECTURE @ DESIGN 32 CHURCH STREET SALEM,MASSACHUSETTS 01970 978-744-8992 • PROJECT OWNER SPIRE INVESTMENTS 5 RANTOUL STREET BEVERLY,MASSACHUSETTS 101015 17X-0" PROJECT TEAM GENERAL CONTRACTOR BALD HILL BUILDERS 25 WALPOLE PARK SOUTH,UNIT 10 WALPOLE,MASSACHUSETTS 102081 781.806-5951 ❑O CML ENGINEER THE MORIN-CAMERON GROUP 68 ELM STREET DANVERS,MASSACHUSETTS 101923 978-777.8586 ancE LANDSCAPE ARCHITECT RADNER DESIGN ASSOCIATES,INC. 945 CONCORD STREET,SUITE 100 FRAMINGHAM,MASSACHUSETTS 101701 508-738.8144 O O T1—:X1— WER � � uwe�nws ar-Mime ru � uazera _ mix oraP �� rwN�s um i a c 'W I w ne M �--------------- ----------—----- xaz zn IM- orncE R Z cc -64 N N -64 W m W N LU NC N r- Q v 0 J o _j �e - zo Z -64 w 9 z U. z LL. � v— v- J tJJ V7 J V7 Q O o) a w v) 1 PROPOSED FIRST LEVEL PLAN BUILDING LEGEND PROGRAM DEVELOPMENT SQUARE FOOTAGES: DRAWING TITLE PROPOSED FLOOR PLANS UNIT#11 UNIT#1 MEZZANINE FIRST LEVEL: • UNIT 42I UNIT#2MEZZANINE UNIT#1: 5,291 SOFT UNIT#2: 2,336 SOFT r————-—-4 UNIT#31 UNIT#3 MEZZANINE UNIT#3: 3,112 SOFT COMMON BUILDING UTILITIES .TOTAL: 10,939 SOFT OPEN TO BELOW MEZZANINE LEVEL: UNIT#1: 1,020 SFT DRAWN BY Z.MILLAY UNIT#2: 653 SOFT CHECKED BY P.PITMAN UNIT#3: 1,201 SOFT / ISSUE DATE TOTAL: 2,874 SOFT PI Auulur.Regan nennrm,R TOTAL BUILDING SQUARE FOOTAGES: LEVEL#1: 10.939 SOFT SHEET NUMBER MEZZANINE LEVEL: 2.874 SOFT w 7 S' 10' 1g - TOTAL: 13,813 SOFT Al I ARCHITECTURAL ©Pltm,,6 Warfty A—det m LLC.2019 ARCHITECT PITMAN&WARDLEY ASSOCIATES LLC ARCHITECTURE&DESIGN 32 CHURCH STREET SALEM,MASSACHUSETTS 01970 978-744.8992 PROJECT OWNER SPIRE INVESTMENTS 5 RANTOUL STREET BEVERLY.MASSACHUSETTS 101915 PROJECT TEAM GENERAL CONTRACTOR EALD HILL BUILDERS 25 WALPOLE PARK SOUTH,UNIT 10 WALPOLE,MASSACHUSETTS 102081 781-806-5951 CIVIL ENGINEER THE MORIN-CAMERON GROUP 68 ELM STREET DANVERS.MASSACHUSE77S 101923 978-777-0586 LANDSCAPE ARCHITECT RADNER DESIGN ASSOCIATES,INC. 945 CONCORD STREET,SUITE 100 FRAMINGHAM,MASSACHUSETTS 101701 508-738A144 �ax,T.tC ��, aPEN ro aglow OPExro BEtoW N CVO�OFi E ____________________ wuvre awry uartn ,�vx�x.a ,saxxo arz4ra � Q Z _0 o�aroeeww - ,^ U)M W m W ,� LU co N V/ ,A h V J Q rp 'JzC9 zg 1 PROPOSED MEZZANINE LEVEL PLAN - - - - W r r Q - V' o� CL C! N BUILDING LEGEND PROGRAM DEVELOPMENT SQUARE FOOTAGES: DRAWING TITLE PROPOSED FLOOR PLANS UNIT#1/UNIT#1 MEZZANINE FIRST LEVEL: UNIT 021 UNIT 42 MEZZANINE UNIT#1: 5,291 SOFT UNIT#2: 2,335 SOFT UNIT#31 UNIT#3 MEZZANINE UNIT#3: 3,112 SOFT - COMMON BUILDING UTILITIES TOTAL: 10,939 SOFT 0 OPEN TO BELOW MEZZANINE LEVEL: UNIT#1: 1,020SIFT DRAWN BY Z.MILLAY UNIT#2: 653 SOFT CHECKED BY P.PITMAN UNIT#3: 1,201 SOFT ISSUE DATE TOTAL: 2,874 SOFT PL ANNINC.90ARD nfiPJnrM1U TOTAL BUILDING SQUARE FOOTAGES: LEVEL#1: 10,939 SOFT SHEET NUMBER MEZZANINE LEVEL: 2,874 SOFT 0' IT 10, is' TOTAL: 13,813 SOFT /ram\L ARCHITECTURAL ©Pitman A WarEleY Aesodatee U.C.2019 } ARCHITECT PITMAN&WA"LEY AS SO C I A TES LLC ARCHITECTURE&DESIGN 32 CHURCH STREET SALEM.MASSACHUSETTS 01970 978-744.8982 • PROJECT OWNER SPIRE INVESTMENTS 5 RANTOUL STREET SEVERLY,MASSACHUSETTS 101915 PROJECTTEAM GENERAL CONTRACTOR BALD HILL BUILDERS 25 WALPOLE PARK SOUTH,UNIT 10 WALPOLE,MASSACHUSETTS 102081 78148065951 CIVIL ENGINEER THE MORINCAMERON GROUP 68 ELM STREET DANVERS.MASSACHUSETTS 101923 978-777-8586 HORIZONTAL METAL CLADDING ALUMINUM BREAK METAL TRIM LANDSCAPE ARCHITECT RADNER DESIGN ASSOCIATES,INC. METAL AWNING(TYP.) _ 945 CONCORD STREET,SUITE 100 SE RVPRO METAL PANEL CLADDING METAL VERTICAL CLADDING FRAMING;aM,MASSACHUSETTS 101701 r x Lu SIGNAGE SIGNAGE 0 J ca •O SIGNAGE 9 N _ r w• r d ti•- - 3FS9F1{� - T�aB$[:F P� r PL - ---- -----� d d d d ✓ r ✓ of r STONE BASE d N N r N- N r d d N r r d N ow �. r jj N N N ✓ ✓ N ✓ -�lr ALUMINUM STOREFRONT WINDOW ASSEMBLY (TYP.) GLASS OVERHEAD DOORS (TYP) &t POSED FRONT ELEVATION Z 0 METAL ROOF(TYPJ A ALUMINUM BREAK METAL TRIM METAL VERTICAL CLADDING W ..I CD r _ VI IJL V/ Z Z O Z V J O O J m JZZ ZQ N �NEIIANmEiIOPP E=¢vA- -_-_ ALUMINUM GUTTERS I DOWNSPOUTS LV C q (T LL c N STONE BASE � LL N Z W Ul r' Q CW9c� CL v� v� DRAWING TITLE yTP�ROPOSED RIGHT ELEVATION PROPOSED ELEVATIONS DRAWN BY ZMILLAY CHECKED BY P.PITMAN ISSUE DATE PLANNING Bamo n{V2A/J111R SHEET NUMBER A3 0' 5' 10, 15' ARCHITECTURAL ©Pitman&Wardley Assmietas LLC.2019 ARCHITECT PITMAN&WARDLEY ASSOCIATES LLC ARCHITECTURE&DESIGN 32 CHURCH STREET SALEM.MASSACHUSETTS 01970 978-744.8982 • PROJECT OWNER SPIRE INVESTMENTS 5 RANTOUL STREET BEVERLY,MASSACHUSETTS 101915 PROJECT TEAM GENERAL CONTRACTOR BALD HILL BUILDERS 25 WALPOLE PARK SOUTH,UNIT 10 WALPOLE.MASSACHUSETTS 102081 781-E08-5951 CIVIL ENGINEER = THE MORIN-CAMERON GROUP 88 ELM STREET III Hill -6- W DANVERS,MASSACHUSETTS 101923 = 978-777-85M C9 Z LANDSCAPE ARCHITECT � RADNER DESIGN ASSOCIATES,INC. 945 CONCORD STREET,SUITE 100 m FRAMING HAM,MASSACHUSETTS 101701 ---- 508-736_6144 co ILLLWIII 11111ILM1111 I I IIII I IIIII 1111111111] aoa+mvnox MECHANICAL UNITS C OPROPOSED REAR ELEVATION Z 0 U) W m W LU F- 0 LU N N ti z Z Q JO Jo co J Y m Y Q co 4 weamme rlmaeLevnca — z '^ Z V g -- - W � Z fN % v a. 0) co DRAWING TITLE O pR$POSED LEFT ELEVATION PROPOSED ELEVATIONS DRAWN BY Z.MILLAY CHECKED BY P.PITMAN ISSUE DATE PI ANNINC.BOARD 9Mnl'Jn1A SHEET NUMBER A4 0' 5' 10, 15, ARCHITECTURAL ©Pitmen&WeM1eY AsaoUates LLC.2019 r b� The M6rin-Cameron DIM - September 18, 2019 a Salem City Engineer � City Hall Annex . �d1 98 Washington Street, 2nd Floor - h Salem, MA 01970 RE: 2nd Response to City Engineer Comments Site Redevelopment plans 9 & 11 Franklin Street (Map 26, Lot 375) Dear Mr. Knowlton, On behalf of Spire Investments LLC (owner/applicant), The Morin-Cameron Group; Inc.-(MCG) provides the following responses to the City Engineer comments dated September 3, 2019. At the, owner's expense, Eastern Pipe Service was hired for a second day to fully clean the sewer main in front of the subject property and to inspect additional drain pipes. Included with this submission are the.following-- Site Redevelopment Plans at 9 & 11 Franklin Street—Salem, Massachusetts prepared by MCG dated June 20, 2019 and revised through September 16, 2019 (Sheet C-4, C-5 and C-6 only). The following list is organized in the same fashion as the City Engineer comments: a. City Engineer Comment Applicant shall clean and televise (CCTV) the existing sewer main on Franklin Street from the point of connection to the closest trunk sewer on !North Street(approximately 280 ft) to demonstrate that the system is in good condition and has the capacity to take additional flow from the proposed development. MCG Response. The Applicant cleaned and inspected the existing sewer main from the manhole to the east of the subject-property to the closest trunk sewer on North Street. The video and associated report prepared by Eastern Pipe Service is included herewith. The existing sewer has the capacity to take the additional minor flow from the proposed development. ,2nd City Engineer Comment: Pipe does not appear to be cleaned Camera mostly underwater, only top of the pipe visible from SMH-1 to SMH-2. Engineer did not verify pipe is in good and City unable to verify the condition of the pipe due to camera under water. Provide explanation/analysis ofpipe-capacity to acceptadditional.flow. Citynotice infiltration through an existing tap.connection'which appears to be the sewer connection to the existing building on site. This infiltration source shall be removed. 2"1 MCG Response: Following several.hours of jetting and vacuuming, the sewer pipe from SMH-1 to SMH-2 was fully cleaned and inspected.The video and associated report prepared by Eastern Pipe Service is forthcoming. Given the very minor additional flows (anticipated to be less than 825 GPD based on an 11,000 SF office building), the existing, 18"diameter sewer main is more than capable of handling sewerage from the proposed. use. A note requiring repair of the existing tap connection was added to sheet C-5.- `° CIVIL ENGINEERS e LAND SURVEYORS ® ENVIRONMENTAL CONSULTANTS eLAND USE PLANNERS': 66 Elm Street, Danvers, MA 0.1928 978.777.8586 FAX 978,774.3488 Providing Professional Services Since 1978 www.morincamemn.com 1 2nd Response to City Engineer Comments September 18,2019 9 & 11 Franklin"Street b: City Engineer Comment-Provide proposed water and sewer peak demand flows MCG Response- The estimated water and sewer demands for the proposed building are 820 gallons per day. This estimate is based off the Title V design flows for an office building,which estimates flows of 75.gallons per day per 1000 sf of building area. 2"d City Engineer Comment:Resolved c City Engineer Comment:Water shutoff(curb Stop)for the domestic .I"services shall be in the sidewalk. MCG Response: The water shutoff for the domestic 1" service is now shown in the sidewalk. 2nd City Engineer Comment.Resolved d City Engineer Comment. Provide extended bases on the drainage manhole structure. MCG Response. An extended base is now shown on the Typical Drain Manhole detail. 2,,d City Engineer Comment:Resolved e. City Engineer Comment.•Floor drain with an oil water separator will be required for the garage bays Please coordinate with the Building Department on this requirement. MCG Response: The proposed "Sand, Oil and Gas Separator" is now shown on the Grading, Drainage & Utility Plan, and a corresponding construction detail is included on sheet C-6. 2,,d City Engineer Comment:Add extended bases to all structures including the sand, oil &gas separator 2"1 MCG Response: An extended base is now shown on the Sand, Oil&Gas separator. f. City Engineer Comment- Provide-dimensions of the building and parking area for the existing and proposed conditions. MCG Response: The existing and proposed building and parking dimensions are now shown on the Site Layout Plan. Z►,d City Engineer Comment:Resolved g. City Engineer Comment.•Applicant shall clean and televise(CCTV)the existing drain main on Franklin Street from the point of connection to the Manhole downstream before the drain easement through private property (approximately 400' ft) to demonstrate that the system is in good condition and has the capacity to take additional flow from the proposed developrnent. MCG Response: The existing drain main on Franklin Street was inspected from manhole to manhole in front of the subject property. Significant cleaning was required due to sediment and debris build up in the pipe. Additionally, this section of the drainage system.is tidally influenced,so the inspection and cleaning timeframe was limited die to rising water levels in the pipe. However, the existing vitrified clay drain appears to be in good condition with enough capacity to handle the proposed development. in fact, the existing site already drains to this pipe through catch basins on Franklin Street. 2 200 Response to City Engineer.Comments September 18,2019. 9& 11 Franklin Street 27d City Engineer Comment'- Pipe does not appear to be cleaned Only approximately 273ft inspected of the 400#required See attached map for missing sections 2"a MCG Response: Additional cleaning and inspection of the municipal drain pipes was performed during a second: day of work for Eastern Pipe Service. Due to the extent of build-up in the drainage system,, a full cleaning was not feasible during this additional day. At this point; the owner has spent approximately$7,500 on the sewer and drain inspections requested by the City Engineer, which included the cleaning, material disposal,video inspection and professional oversight involved with two full days of work. This expenditure provides a direct public benefit for the City of Salem in the maintenance of its municipal infrastructure, Based on the results of these inspections, the existing drainage system appears to be in sound working order with enough capacity to 'handle the minor;stormwater flows from the project site. l7. City Engineer Comment-Show the proposed roof drain connections. MCG Response-, The roof drain connections are now shown on the Grading, Drainage & Utility Plan. 2""City Engineer Comments Resolved Additional.City Comments C i. City Engineer Comment.Add sewer manhole at the City`s sewer main to make the proposed connection with the extended base. MCG Response: A sewer manhole has been shown at the proposed connection location.A detail was added to sheet C-6 and is shown with an extended base. j City Engineer Comment.•Show location of water meter.' 4 MCG Response: The location of the water meter is shown on the Grading, Drainage & Utility Plan. Additional plan changes were made to sheet C-4; where a proposed stockade fence is now called for around the dumpster pad and the exterior mechanical units are now shown behind the building. We trust that these plan revisions and the supplemental information provided':herein addresses the City Engineer comments dated September3, 2019. If you have any questions or comments, please do not hesitate to contact the undersigned at(978)777-8586.. Sincerely, THE M RIN-CAMERON GROUP, INC. Sc tt P. Cameron, P:E. Pr ncipal cc: Spire Investments, LLC Atty. Bill Quinn 3 GENERAL NOTES: 1. THE EXISTING CONDITION DEPICTED HEREON IS THE RESULT OF AN ON-THE-GROUND INSTRUMENT SURVEY PERFORMED BY THE MORIN-CAMERON GROUP, INC. IN MARCH AND APRIL 2019. h 2. UNDERGROUND UTILITY INFORMATION AND LOCATIONS WERE NOT AVAILABLE AT N/F Y, THE TIME OF SURVEY. LOCATIONS OF ALL UTILITIES SHOULD BE CONFIRMED RICHARD W & BETTY B LUTTS, / k WITH THE UTILITY PROVIDED PRIOR TO THE COMMENCEMENT OF ANY SITE WORK. CASON L & ERIN E CHERRY, N/F NF DAVID & CAROL ANN THE CONTRACTOR MUST CONTACT THE APPROPRIATE UTILITY COMPANY, ANY JESS FANEUF & ALICIA MAYER MARD AS EOSSDOR'SG LLC FITZPATRICK z' GOVERNING PERMITTING AUTHORITY, AND "DIGSAFE" AT LEAST 72 HOURS PRIOR ASSESSORS ASSESSORS N/F ® I- o MAP 26, LOT 460, BLOCKS 801, MAP 26, LOT 381 MAP 26, LOT 380 TO ANY EXCAVATION WORK TO REQUEST EXACT FIELD LOCATION OF UTILITIES. 28.03 SAMUEL E CORE U) Z M Z ! / / / 802, 803 & ELISHA L z z W U., cnzNo 3. FORMER EXISTING BUILDING WAS DESTROYED BY A FIRE IN SEPTEMBER 2017 AND / N/F RANDALL THE KOSEK FAMILY TRUST OF 2011 V� Z U -' r Q RAZED. FORMER SIZE AND LOCATION COMPILED FROM PLOT PLAN OF LAND IN 11 11' EXIST. SHED / ASSESSOR'S J °- W F SALEM, MASS." DATED MAY 11, ASSESSORS MAP 26, LOT 383 0 0 f i MAP 26, LOT 378 Q W W, o 1995 AND PREPARED BY BAYSTATE SURVEYING ,c 112.85 U) = ASSOCIATES. SIZE AND LOCATION OF STRUCTURE IS CONSIDERED APPROXIMATE. EXIST. DWELLING u, ° z n Q #10R ►= � / o o �` woN 4. ZONING DISTRICT BOUNDARIES OBTAINED FROM THE CITY OF SALEM GIS ONLINE x ¢ / 0 0 M o Q N / O O ° O �i� � �WW MAPPING SYSTEM (HTTPS://WWW.MAPSONLINE.NET/SALEMMA/INDEX.HTML). J / / PROP. MECHANICAL UNITS Z � ° ° � � woo ^ ZONING DISTRICTS: CD _ CD 50.64' r- — --- _ _ c- - >- W • RESIDENTIAL TWO-FAMILY R2) N -- — O > " • BUSINESS NEIGHBORHOOD �B1) m ASSESSOR'S r `.� ,.. ar: �k��,, ; g I O 1 ty w NN tJ.. •. CENTRAL DEVELOPMENT (65) w MAP 26, LOT 375 I 86 I I r, 0 o • 70,300I ® � ;CL z z N/F AREA = SFf I W W CHALIFOUR FAMILY I I ppl LIMITED PARTNERSHIP _ W' ASSESSOR'S i�' �/ � I I MAP 26, LOT 384 A. I w U I,\ 10 , zl N/F t✓ B1 DISTRICT I ,,,....�...�-., No DOROTHY H LEMELIN R2 DISTRICT I ' .j I . ' -I . ASSESSOR'S �1E� �- I PROP. LIGHT INDUSTRIAL// MAP 26, LOT 377 M II COMMERCIAL BUILDING (3 UNITS) ,, I FORMER BUILDING _ _ _ SLAB ELEV. = 11.1 ,,� I ,.,»' o 0 0� LOCATION ` � � 1 SPACE m/ I • EXIST TREES TO ' �a 84' REMOVED (SEE �j2'�owwo� LANDSCAPE PLAN) 100 > ° NO PARKING PARKING � I U >` I 11 HC SPACE PROP. PARKING 8 SPACES I I N •�'`� — � EXIST. � . v SPACE (TYP.) I -"`` AGE cn U p O f ` x I X I POP. BIT. CONC. 84, BARN/GAR 0- U a �,, N :... �' I I s 1 SPACES 1�SPACE -1 SPACE 88. o wARKING AREA / a o Z n�t X J 58 t n, � � �t •• m °° a z A �- m N �— I / L�i U oo J / 32' � � PROP. SNOW � / � STORAGE AREA U cy- o / I NO PARKING _ / I / (TYP.) EXIST. PARKING SPACES PROP. DUMPSTER PAD WITH o �� ' TO BE REMOVED (TYP.) �_ a� 6-FT STOCKADE FENCE ENCLOSURE U _ _ _ _ --- / (11 SPACES TOTAL) I N/F k-`' I 7 FRANKLIN/STREET LLC Z s' '_ 1 SPACE �� I 13 FRANKLIN STREET LLC o T _ _ _ rn 00 Q � � / ASSESSORS � , • ASSESSOR'S � ��- PROP. LIMIT OF NEW -``` �, MAP 26, LOT 376 / MAP 26, LOT 374 �, I FULL DEPTH PAVEMEN SPACE I / / t cr) / z f- ,� n t.,_ 1Tt ( ' t' w Z n� o TYP•) BITUMINOUS / /-� PAVEMENT / / '►� ! ,. N M 0 � U 2 I , ` PARKING CALCULATION: - o z o N � ~ 20 f N �— / REQUIRED PARKING > � Z n '� / USE:INDUSTRIAL/COMMERCIAL N � zo EXIST. COMMERCIAL }: / Q I / ``' ui z a EXIST. PARKING `�" CD w w BUILDING - BUILDING ♦ / 21,861 SFf GFA / 1000 SF PER SPACE = 21.9 W � SPACE TYP. 7 ,,, (TYP.) / ENTRANCE / / COMMERCIAL w # J I o - / (�•) I EXIST BUILDING -> 22 SPACES REQUIRED a Z 0 / o I z 17 t (rP') � / EXIST• LIGHT I / / #13 10 COMPANY VEHICLES (1 SPACE PER EACH VEHICLE) 5 w v w `� COMMERCIAL / -> 10 SPACES REQUIRED "' Q, / � I / �• / .�,�}" � ; Egg INDUSTRIAL/ EXIST. PAVEMENT °° � BUILDING �, 50 EMPLOYEES (1 SPACE PER EACH 2 EMPLOYEES) z `" TO REMAIN 17'f (TYP.) / #�� a' -> 25 SPACES REQUIRED a w / rn I TOTAL SPACES REQUIRED = 22 + 10 + 25 = 57 SPACES TOTAL SPACES PROVIDED = 65 SPACES NOTE: THREE (3) HANDICAP SPACES REQUIRED, THREE (3) LIMIT OF FEMA FLOOD ZONE 'AE' (ELEV. / HANDICAP SPACES PROVIDED 10) AS ILLUSTRATED ON THE FIRM MAP o 25009CO-419G, WHICH HAS AN EFFECTIVE / v / / Q DATE OF JULY 16, 2014 TYP. / (TYP.) 23.S± f 1 w .� Ld w (n a ZONING MATRIX z � U, I-- I / L� O z I PROPOSED = z w SETBACK REQUIRED (B1) REQUIRED (R2) BUILDING Q J N o � � � � zLnzQLV) - o MIN. LOT AREA 6,000 S.F. 15,000 S.F. NO CHANGE < ¢(� OVERHEAD /I = 29'f � � —� Q Q cn w L.iJ WIRES (TYP.) / ��J �-�--� o MIN. LOT FRONTAGE 60 FT. 100 FT. NO CHANGE z — / �. oHw w N — : , /I MIN. LOT WIDTH 60 FT. 100 FT. NO CHANGE J ¢ Lij 25 �� w .� 199 _ EVEAL) O MAX. LOT COVERAGE BY ALL 40% 35% 33% vcc (o R BUILDINGS 0-B5 DISTRIC�� oHw��oHw ` MIN. DEPTH OF FRONT YARD 15 FT. 15 FT. 181 FT oG _�oHw— MIN. WIDTH OF SIDE YARD 10 FT. 10 FT. 10 FT HW OHW 0� REVEAL) - E T OS c� UTILITY POLE vcc ( ' 1 MIN: DEPTH OF REAR YARD 30 FT. 30 FT. 30 FT v U S EP MAX. HEIGHT OF BUILDINGS 30 FT. 35 STORIES < 30 FT � � I - _ STORIESK - o Cn cn A N MAX. DISTANCE BETWEEN N/A 30 FT. 32 FT 0 o F R > g� BUILDINGS ON LOT PLAN m m SCALE: 1" = 20' EP Q 0 10 20 40 }- Z I � < U CL o Z Z W p PROJ. #3760 WATER AND SEWER NOTES: N/F � RICHARD W & BETTY B LUTTS, N/F N/F 1. PROPOSED WATER AND SEWER SERVICE CONNECTIONS SHALL BE COORDINATED WITH THE SALEM ENGINEERING CASON L & ERIN E CHERRY, DAVID & CAROL ANN MARDEE GOLDBERG LLC DEPARTMENT. PRIOR TO CONSTRUCTION THE DEVELOPER SHALL SUBMIT FINAL CONSTRUCTION DRAWINGS FOR THE JESS FANEUF & ALICIA MAYER FITZPATRICK UTILITY CONNECTIONS FOR THE BUILDING TO THE PROJECT CIVIL ENGINEER. ASSESSOR'S ASSESSORS ASSESSOR'S MAP 26, LOT 460, BLOCKS 801, MAP 26, LOT 381 MAP 26, LOT 380 N/F SAMUEL E CORE • 2. A MINIMUM OF 10 FEET CLEAR HORIZONTAL SEPARATION SHALL BE MAINTAINED BETWEEN SANITARY SEWER PIPES AND FTHESSK �/ 802, 803 & ELISHA L WATER PIPES UNLESS CONDITIONS PREVENT A LATERAL SEPARATION OF 10 FEET, IN WHICH CASE THE CONTRACTOR N/F cn RANDALL � � °: F- SHALL CONFORM TO NOTE NO. 4 BELOW. EK FAMILY TRUST OF 2011 zz . HED ASSESSORSSORS MAP 26, LOT 383 �� - - o p / MAP 26, LOT 378 ® ~ � o 3. ALL SEWER PIPE SHALL BE POLYVINYL CHLORIDE (PVC) SDR-35 UNLESS OTHERWISE NOTED. / EXIST. DWELLING / / _ o '�� ::) z N o Cw.D / / '� -� U z z °' 4. WHERE SANITARY SEWERS CROSS WATER SERVICES OR A MINIMUM OF 10 FEET LATERAL SEPERATION CANNOT BE #lOR N / r „�� \ O o 1�i O < N W ACHIEVED, THE SEWER SHALL BE LAID AT SUCH AN ELEVATION THAT THE CROWN OF THE SEWER IS AT LEAST 18 / w _ - o ��2 U a. � � INCHES BELOW THE INVERT OF THE WATER PIPE. IF THE ELEVATION OF THE SEWER CANNOT BE VARIED TO MEET THIS CN 9 ° _ i - \ 12 �� ` < w _ 0 cv J i 12- " _ �,.�- � W rn REQUIREMENT, THE WATER PIPE SHALL BE RELOCATED TO PROVIDE THIS SEPARATION OR CONSTRUCTED WITH i p / i z m MECHANICAL-JOINT PIPE FOR A DISTANCE OF 10 FEET ON EACH SIDE OF THE SEWER. ONE FULL LENGTH OF WATER m 12 i D -- -' D ° �` .z PIPE SHALL BE CENTERED OVER THE SEWER SO THAT BOTH JOINTS WILL BE AS FAR FROM THE SEWER AS POSSIBLE. ° - - -- �-_12._ ---- D_�- D - / z z .. WHENEVER IT IS IMPOSSIBLE TO OBTAIN VERTICAL SEPARATION AS STIPULATED ABOVE BOTH THE WATER PIPE AND "' �- -' -' - - - - / Q ' PROP. FLOW .-� a�V��.�- nor 'CD�, : •, ..` tea. / -� 00 THE SEWER PIPE SHALL BE ENCASED IN CONCRETE FOR A MINIMUM DISTANCE OF 10 FEET FROM THE CROSSING POINT m I10NI TORIN / ASSESSORS � � � � � '��`� _ I �`' 0 � > - > OF THE OTHER PIPE AS MEASURED NORMALLY FROM ALL POINTS ALONG THE PIPE. J DIRECTION ARROW WrWt..L (rYN� „ -. ` I z MAP 26, LOT 375 I PROP. 4 PVC / / PROP. CONSTRUCTED `' w F N/F �� , - - -- G=-�� REA = 70,300 SFt I (SDR-35) ROOF DRAIN i I'�. �1 o STORMWATER WETLAND - o 5. WATER, FIRE AND SEWER SERVICE SIZES AND LOCATIONS TO BE CONFIRMED BY THE PROJECT MEP ENGINEER PRIOR TO CHALIFOUR FAMILY ��' jr' - �'� I 0 L LL CONSTRUCTION. /� } I / N- - (TOP OF BERM=10.3f) _ w m S=0.01 FT FT MI LIMITED PARTNERSHIP I r �� -� � 1ti I -�� / 9 a w 6. WATER OR FIRE SERVICES WITH LESS THAN 5' OF COVER SHALL BE PROTECTED FROM FREEZING WITH INSULATION AND ASSESSORS I�� t��?�?•� �\�\��R� X`� �7�T - k ��- PROP. 6 PVC I z, HEAT TRACING. MAP 26, LOT 384 -- b -' (SDR-35) ROOF DRAIN I I`I / x� *law Z 0 ~ _ � wz � � PROP. R OF INV=9.5 p �. � N/F J STORM DRAIN NOTES: Y / L 1i- DOWNSPOUT I / DOROTHY H LEMELIN ( I \ I PROP. MECHANICAL & >_ 1. STORMWATER CONVEYANCE PIPES SHALL BE PVC (SDR-35) OR PROJECT CIVIL ENGINEER APPROVED EQUIVALENT I I `� ELECTRICAL ROOMS I // 10. ASSESSOR'S PROP. SILT FENCE tk"'' PROP, LIGHT INDUSTRIAL INV=9.0 // +9. MAP 26, LOT 377 UNLESS OTHERWISE NOTED. (� 1 101 t � (COORDINATE FINAL METER I 1 I I COMMERCIAL BUILDING (3 UNITS) LOCATIONS WITH ARCHITECT-10,.. ,„, 3 I // 2. BACKFILL SHALL BE COMPACTED TO 95% MAXIMUM DRY DENSITY BY AASHTO T-180D METHOD. FORMER BUILDING �� Mw'.r I _ � SLAB ELEV. = 11.1 AND M.E.P. ENGINEER) �"""� 8 5x// +9.5 " 1 ; LOCATION I I \ ~-""" // PROP. 6 PERF PVC ' 3. SHEETING, IF USED, SHALL BE REMOVED PRIOR TO BACKFILLING TRENCH. It ;�x,, I - »' ~' f , ..«p"� I / I+93 UNDERDRAIN G��s 4. UNSUITABLE SOIL BELOW THE INVERT SHALL BE REMOVED AND REPLACED WITH APPROVED MATERIAL AND SHALL NOT - +s 4 � a& BE USED AS BACKFILL. I r' - o 0 W Z 5. UNSUITABLE MATERIALS SHALL BE REMOVED FROM BENEATH THE INFILTRATION FACILITY AND REPLACED WITH CLEAN, I Y" �7v v I� NO ` NO J , 9.6 PROP. 8 AREA DRAIN Y> t I, I I / PARKING PARKING �I �� (WITH BEEHIVE GRATE) GRANULAR FILL MEETING THE ASTM C33 SPECIFICATIONS (CONCRETE SAND). / / ti i I � � f I � �E�..-- uGE � g,4 � RIM=9.50 owwoo e ,� I CONSTRUCTION SEQUENCE: I I I 65. �==- G ' 9 +9. INv=7.25 rm� Q / G w +9.1 PROP. ROOF ' - ��- ��-,� w�-w w x 9 - +9� 10 9.1+ THE FOLLOWING CONSTRUCTION SEQUENCE COUPLED WITH OTHER WIDELY DOWNSPOUT I I a PR�P. IN y - 7.50 . I J� O 10.4 _ _ _ INV=7.Ot D 9 FEXIST. TO PREVENT EXCESSIVE EROSION AND SILTING, � �- . ,� 10 � • GARAGE SITE.EPTED PRINCIPLES FOR REDUCING EROSION AND SEDIMENTATION SHALL BE IMPLEMENTED IN THE DEVELOPMENT OF THE `� ,( I PROP. IN 5.50 I ^� + D D D D = , BARN/ -y' his, I 3 1. THE CONTRACTOR SHALL COORDINATE A PRE-CONSTRUCTION MEETING AT LEAST 48 HOURS PRIOR TO ANY - -- PROP. SAND, OIL AND r ,�- J o � o, CONSTRUCTION ACTIVITY WITH THE OWNER (OWNER'S REPRESENTATIVE), PLANNING DEPARTMENT REPRESENTATIVE AND GAS SEPARATOR / ._ .- --- I I y 10.3 10.1 o ANY OTHER INTERESTED CITY DEPARTMENT REPRESENTATIVES. = Gy P -�'' """'~� '"""'� / / PROP. SILT ate. o RIM-11.1f Ok �� 1a1 / / PROP. GRASS & / a V, / ��/ 10.0 10 % / / FF=10.6 GRAVEL FILTER FENCE/ / ,r / / m o cn Z oN 2. STABILIZATION PRACTICES FOR EROSION AND SEDIMENT CONTROL SHALL BE INSTALLED PRIOR TO COMMENCING / Np PARKING / J�' 0 2 STRIP �` i= m N w CONSTRUCTION ACTIVITIES. PLACE EROSION CONTROLS AT LOCATIONS INDICATED ON THE SITE DEVELOPMENT PLANS. p / " " m m m o a � PROP. 8 PVC PROP. 8 AREA DRAIN o o -�11.2 `� i/ - 1 i DRAIN PIPE WITH BEEHIVE GRATE } k Y o w 3. CONSTRUCT STABILIZED CONSTRUCTION ENTRANCE. --r I ( ) �. G o 10.0 �i N/F (MIN SLOPE=0.010 FT/FT) RIM=9.10 < = n < a N/F % `-` / JG 13 FRANKLIN STREET LLC i INV=7.50 cn o c� a 0 o 4. IN PREPARING TO REMOVE MATERIALS FROM THE WORK AREA ON THE SITE, CAREFUL CONSIDERATION SHOULD BE 7 FRANKLIN STREET LLC �' X FF=10.4 O" ASSESSOR'S MADE TO THE EXTENT OF DISTURBANCE SO AS NOT TO DISTURB MORE OF THE SITE THAN WHAT IS INTENDED TO BE ASSESSOR'S -- - + 10.2 10.3 IMMEDIATELY DEVELOPED AND RE-STABILIZED. „ 'l�_ "~ � + MAP 26, LOT 376 MAP 26, LOT 374 PROP. 4 PVC (n p w I CO 5. LOAM AND TOP SOIL EXCAVATED FROM THE WORK AREA SHALL BE STOCK PILED AT A LOCATION TO BE DETERMINED (SDR-35) ROOF DRAIN ---- ��'� 'ITLI 2 i; S- ��GAR FLR=10.3 / o N BY THE SITE CONTRACTOR. IF MATERIALS ARE STOCKPILED ON THE SITE WHERE THEY WILL NOT INTERFERE WITH S=0.01 FT/FT MIN. �1� ~:r' NT , oo a) CONSTRUCTION ACTIVITIES, THEY SHALL BE LOCATED SO AS TO MINIMIZE THE POTENTIAL FOR EROSION INTO EXISTING DRAINAGE INFRASTRUCTURE OR WETLAND RESOURCE AREAS. STOCKPILES SHALL BE STABILIZED WITH HAYBALES, SILT PROP. 220-LF± 6" PVC -0_1 ` / / / r / V, FENCING OR EQUIVALENT. STOCKPILES LEFT FOR GREATER THAN 14 DAYS SHALL BE SEEDED WITH AN EROSION CONTROL MIX. (SDR-35) SEWER SERVICE � ', ``.� �..,.. 1o.s / / w z _ __ cn ,_. _._ w SLOPE=0.020 FT/FT - -- i "' o M 6. REMOVAL OF ALL DEBRIS OR MATERIAL FROM THE WORK AREA SHALL BE DISPOSED OF IN ACCORDANCE WITH EXIST. COMMERCIAL / 33 -- / , o o FEDERAL, STATE, AND LOCAL REGULATIONS UNDER THE OVERSIGHT OF A LICENSED SITE PROFESSIONAL (LSP) HIRED BUILDING -----+10• taw' --. - " �10 4 i BUILDING i - o z o BY THE OWNER IF APPLICABLE. #7 1u " COMMERCIAL u- ENTRANCE EXIST. w w .....----- 10.4 , (TYP.) BUILDING 2 Z v, PROP. GAS SERVICE "�`�~ N`"` ' #13 cn �' o UTILITY NOTES. TYPE AND SIZE BY „_ _-.-_ FF=1o.5 EXIST. LIGHT , of o w N UTILITY PROVIDER) ` +10.3 _- - 3 � PROP. 8" PVC (SDR-35) INDUSTRIAL/c NGMERCIAL ` % W Q 1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ESTABLISHING AND MAINTAINING ALL CONTROL POINTS AND cu c, DRAIN PIPE BUILDI z BENCHMARKS NECESSARY FOR THE WORK. - -DRAIN SLOPE=0.010 FT/FT) GAR FLR=10.3 #11 , 5 PROP. UNDERGROUND ----� 2. THE CONTRACTOR SHALL COORDINATE WITH THE ELECTRIC, CABLE AND TELEPHONE COMPANIES, GAS PROVIDER AND E/T/C CONDUITS ` (n ---'-'� � N SALEM MUNICIPAL UTILITY DEPARTMENTS TO VERIFY THE LOCATION, SIZE AND TYPE OF ALL UTILITIES PRIOR TO (TYPE AND SIZE BY o N CONSTRUCTION. THE CONTRACTOR SHALL GIVE SAID UTILITY COMPANIES ADVANCE NOTICE OF WHEN THE UTILITY LINES UTILITY PROVIDER) J 0 33 FF=10.4 / , Z WILL BE INSTALLED. / , --�---- +10.3 LIMIT OF FEMA FLOOD ZONE AE (ELEV. 10) AS ILLUSTRATED ON THE FIRM MAP ---'s 25009CO-419G, WHICH HAS AN EFFECTIVE / I DATE OF JULY 16, 2014 (TYP.) / �33 ^ , PROP. 4 CLDI FIRE Z SERVICE (SIZE TO i o' o N -__ /FF=14.3 BE VERIFIED WITH � -10 • e MEP ENGINEER) __j.------- SMH o o/ J (n ~ J �FF=14.3 RIM=1 H a' F- W -1 „ BM- SPK IN UTILITY POLE / I- W PROP. 1 COPPER �, INV (4" IN)=3.5 / � � � ELEV.=9.49 (NAND 88) o G �-- W ,� (TYPE K) DOMESTIC --- INV (6" OUT)=3.2 P�N� -Z U) (� �- WATER SERVICE OVERHEAD ,� s N / „ v� � / Lli o „ Z (SIZE TO BE VERIFIED WIRES (TYP.) / .----- -- "-�.s .' 0 0 2ED WITH MEP ENGINEER) / G o 33 _ --""`~ �_ 0HW 5/ Q J N oHw o / 1 Y m o I-- J i G ye/ / Q z cQ Z ¢ Lu CONNECT TO EXIST. GAS _ ___----- - _� B A G / ��Gp�� S J Q Q N w W SHUT-OFF (COORDINATE o - - - / ROVIDER / � N 9.2 �- REVEAL) � D D MP�N� S � � � o ii WITH UTILITY PROVIDER) G - -- VCG (0 D G FEZ / _ N Z- _ _9- - - - 33- f r-oHw��=oT1w- SE `�P� CB (J.J m .- w - cr VC DDRAI� D �f TO REMAIN G G G s RIM=7.9 W a W wso oHw ) D I GAS MAIN (RECORD__ G --� < � .� Of OHW T S Q N o VCG 0.. E D 8 -� G �! s V� IZ c9� UTIUTY POLE cnD -� G s T r. s12" DRAIN (TYP. D G G 1 ins s �EPSMHA D c N DM H RIM=8.6 CB 811 B D D -�- �� L I �� s IN RIM=9.1 INV=-2.4 RIM_8.3 D G G A N " s �"sCONC. SEWER MA ��'�MH INV (A)=2.5 WSE 4.6 C G -- F S �' GAS SERVICE RIM=9.0 INV (B)=2.4 Q TO REMAIN s BM- HYDRANT HEAD WSE=3.6 G -- ° �-w WS0 REPAIR EXIST. SEWER _ G - �2v W Ste- EP ° BOLT ® '0' IN OPEN SERVICE R EXIST. SE AT ER sW ---s ® S S c� PROP SEWER MANHOLE ELEV.=11.59 (NAND 88) MAIN TO ELIMINATE WITH INTERNAL DROP PROP. DRAIN MANHOLE INFILTRATION SOURCE EXIST. INV = -2.6f INV. NEW 8"=3.8 WATER SERVICE Z DMH PROP, INN = 1.00 INV. EXIST. 15"=2.9f TO REMAIN 4% RIM=8.6 CB INV (A)=3.4 (VERIFY IN FIELD) W -� RIM=7.9 SMH INV (B)=4.3 Z n- WSE=4.9 RIM=8.4 INV (C)=4.0 PROP. 1 PLAN INV=-2.7 INV (D)=3.1 CORPORATION STOP SCALE: 1" = 20' Q Z U PROP. 4" TAPPING Q Z SLEEVE AND VALVE QD z 0 10 20 40 a 0 PROJ. #3760 2" SQ. WOOD POST CATCH BASIN 7 " U r 6' O.C. GRATE BRACKET 9z STAINLESS STEEL ¢ WRAP ATTACHMENT CORD AROUND FL �pw CATCH BASIN �- � o POST TWICE Ow�,� �� GRATE 2 X 2 THICK STRAPPING ® w Z ANGLE WOOD POST SILT SACK STAINLESS STEEL U U) z o 0 SILT SACK � o CATCH BASIN o ¢ SLIGHTLY UP Z v _j �, Q ,r SLOPE Z FASTENER K Z �N�Sy (SEE NOTE) PIPE �¢- cR Z � ¢ DOWN SLOPE z zz m .. EXPANSION BRACKET DETAIL Q w c ,' RESTRAINT 1" REBAR FOR _ W 4" VENT e _ BAG REMOVAL NOTE: HILTI HIT-HY70 ADHESIVE ANCHOR SYSTEM. z Q TO ROOF INSTALL PER MANUFACTURER SPECIFICATION. ,' w o (COORDINATE - 0W^ W/ PLUMBING •� X SECTION PLAN O.' co w U LL • w Ir In DRAWINGS) BURY FABRIC 6" MIN. IN N w Z) 2 2. 30" RISER GROUND. DO NOT PUT SPOIL NOTES: LL , Z � Wop FINISH 8" ACCESS 8" ON WETLAND SIDE OF FENCE. 1. INSTALL SILT SACKS IN EXISTING CATCH BASINS. INSTALL SILT SACKS IN ® c� o � cl GRADE NEW CATCH BASINS AFTER INSTALLATION. 3-5 COURSES CLAY BRICK FRAME AND COVER iz Z `� NOTES 2. GRATES TO BE PLACED OVER SILT SACKS. TO GRADE AS REQUIRED (3 LETTERS J J 3. SILTSACK SHALL BE INSPECTED PERIODICALLY AND AFTER ALL STORM MARKED SEWER ) j 1. SILT FENCE TO BE INSTALLED AROUND LIMIT OF WORK TO EVENTS AND CLEANING OR REPLACEMENT SHALL BE PERFORMED WHEN PREVENT OFFSITE MIGRATION OF SEDIMENT DURING DEPTH OF SEDIMENT IS WITHIN 6" OF GRATE. CONSTRUCTION. z m :` SILT FENCE SILT SACK SEDIMENT TRAP V' or I PRECAST E7TS CONCENTRIC o NOT TO SCALE Z v o 4" INLET FROM NOT TO SCALE 2 ��s �,,��I --• w FLOOR DRAIN ° < x P a ° � " CONE SECTION �� z Q n v� • zo CAST IRON TEE �, < .. LL 0 z N PRECAST o o c� LONG BEND p WATER " ~8 RING SECTION N Z z Q Lu LINE 0 w PROP. N a ��owwoo 'i'v7 INTERIOR DROP ¢ CAPPED END �� ff FOR CLEANOUT " INV.(PROP.)=1.0f TEE vo NON-SHRINK '$„ 3'-6" $' o GROUT "' OUTLET TO z ANGLE TOWARDS CHANNEL 0 cy SEE NOTE 2 SEWER SERVICE " (SEE PLAN) IN DIRECTION OF FLOW cr_ Enr TABLE AT � _ v a " BRACKET ° ° PIPE DIAMETER EXTRA HEAVY 3-6 Q' CAST IRON PIPE (SEE DETAIL) o VEL PRECAST RING SECTION �' N a 4 WITH OPENING FOR a o N N SEE NOTE 4ID I .4 • o 0 • ' ` � SANITARY SEWER PIPE Z 4" WHITE STRIPE (TYP.) m m m o Q .e j m N w o c� N PAINTED d o o 6" MIN. COMPACTED WHITE 6„ INV. EXIST =-2.6f ,14 Y o w w �, 0 12 °� CRUSHED STONE SYMBOL _ I _ o- 0 a o TYP. 6" CEMENT CONCRETE OR m � �� COMPACTED 24' (TYP., UNLESS NOTED OTHERWISE) N ' � " °. a' .'e. :�d." •< .' PRECAST SECTIONAL PLATE "' o " ¢� �' � SUBGRADE D7 lk 48 PRECAST CONCRETE ,�, n q ie, EXTENDED BASE o o NOTE: o. O .: Q' I „ 1 INANE INLETERT IS A NVERT. MINIMUM 0.10' LOWER l b. ;Q O. O'o. Cj'•.00',O:.o`N ...°,•..'o; O." c <A':'o' 'a "CI'. :d 't�o' ^ �'7 (/) 2. PIPE CONNECTIONS TO MANHOLE SHALL BE MADE WITH A Z � 6" PRECAST CONCRETE 3" WATER—TIGHT BOOT CONNECTION en Lu EXTENDED BASE cn zo ov o ,�.� SEWER MANHOLE _ Z Z TYP. WITH INTERIOR DROP - w N 18' (TYP.) > U Z (NOT TO SCALE) zo `' w w cai) w 30" RISER N. T PARALLEL SPACES SHALL BE 8' X 22'. n m ACCESS uj zo INLET A B NATIONAL STANDARD ACCESSIBILITY SYMBOL s w 14, - F d --� 4" 4'-0"0 3'-0" 2'-6" NOT TO SCALE PARKING SPACE STRIPING N D (MIN.) d b 5" 4'-0"0 3'-6" 3'-0" NOT TO SCALE z 6" 4'-0"0 5'-0" 4'-6" 5'-0"0 3'-6" 3'-0" ALTERNATE TOP SLAB (STEEL REINFORCED FOR H-20 LOADING) 8" 5'-0"0 6'-0" 5'— " 6'-0910 4'-0" 3'-66" 4 LB/FT "U" Z CHANNEL 1 (GALVANIZED) NOTES: 1 1/4" 4" WHITE STRIPING 2'-6" W o O.C. AT 45' IN LOADING W 1. ALL SECTIONS SHALL BE DESIGNED FOR HS-20 LOADING. Ito � AREA (TYP.) �— Ljj ^ Cn 2. COPOLYMER MANHOLE STEPS SHALL BE INSTALLED AT 18" O.C. FOR THE FULL DEPTH OF THE M z o a STRUCTURE. CL `D : �- 3. ALL EXTERIOR SURFACES SHALL BE GIVEN TWO COATS OF BITUMINOUS WATERPROOFING MATERIAL. ro W o Z R Lu r� = Z 4. JOINT SEALANT BETWEEN PRECAST SECTIONS SHALL BE PERFORMED BUTYL RUBBER. ►� o® " D ¢ ¢ U —1 N o 5. STANDARD SEWER MANHOLE FRAME AND COVER SHALL BE SET IN FULL MORTAR BED. ADJUST TO = 3 1/2 w z ¢ _ �-- Q Y o ♦--- GRADE WITH CLAY BRICK AND MORTAR (2 BRICK COURSES TYPICALLY, 5 BRICK COURSES MAX). 4" WHITE STRIPE (TYP.)—�i ¢ > N w c O Z Z a (n 6. STRUCTURE TO BE LOCATED OUTSIDE OF BUILDING WHERE POSSIBLE, COVER TO HAVE A CENTER COST SECTION c� of ¢ _I Q Q N a W HOLE. N.T.S. o o m o (n 1 " BITUMINOUS L.lJ � 1r c � 7. GAS, SAND & OIL SEPARATOR CONSTRUCTION SHALL CONFORM TO 248 CMR: BOARD OF STATE ¢o co w 11- SURFACE COURSE > �- o °-Z EXAMINERS OF PLUMBERS AND GAS FITTERS FUEL GAS AND PLUMBING CODE AND APPLICABLE TOWN SIDEWALK a -' U Lo �� '�� 2" BITUMINOUS w OF DANVERS REGULATIONS. OR FIN. _,----SIGN NATIONAL STANDARD ¢ a a o�� U U oU 4t_ BINDER COURSE Lu v W 8. THE STRUCTURE SHALL BE SO LOCATED AND CONSTRUCTED THAT SURFACE WATER SHALL BE GRADE ACCESSIBILITY SYMBOL EXCLUDED. NUT AND Z -. PAINTED ON PAVEMENT - a V V� oV � �.... " Ln n 9. INLET PIPE SHALL BE AT LEAST FOUR INCHES ABOVE NORMAL WATER LINE. LOCK WASHER v c 8 COMPACTED GRAVEL d7 (n 10. WHERE SUBJECT TO FROST OR CRUSHING CONDITIONS, OUTLET SHALL BE AT LEAST THREE FEET x BASE COURSE BELOW THE SURFACE. 11 0 V r r> 11. THE GSO MUST BE FILLED WITH CLEAN WATER BEFORE USING AND AFTER BEING EMPTIED FOR DETASLSN 5/16 �� MACHINE "" SIGN co �, (n 12. ALLPERIODIC OIL ICAND GASOLINE MUST BE REMOVED BEFORE CLEANING OUT THE BASIN AND MUST NOT BE SCREW OR BOLT ACCESSIBLE TYPES OF PAINT M — 11 M DISCHARGED INTO THE SEWER THROUGH OTHER FIXTURES. 1. OIL/WATER BASED 13. SPECIFICATIONS FOR COVERING SPECIAL CASES OR CONDITIONS SHALL BE APPROVED BY THE LOCAL 13¢ PER LINEAR FOOT 18'-0" (TYP.) COMPACTED SUBGRADE AUTHORITIES. VAN ACCESSIBLE (REMOVE ANY ILLICIT FILL 14. BOTH VENTS SHALL BE EXTENDED INDEPENDENTLY 15" ABOVE THE ROOF OR AS APPROVED BY THE SPACES ONLY 2. THERMOPLASTIC PAVEMENT SECTION MATERIAL AND REPLACE LOCAL AUTHORITIES. POST MOUNTING PARTIAL ELEVATION $2.50 PER LINEAR FOOT NOT TO SCALE WITH 95% COMPACTED FILL) 15. ALL PIPING AND VENT MATERIAL TO BE EXTRA HEAVY CAST IRON OR DUCTILE IRON. 3. 3M REFLECTIVE ACCESSIBLE PARKING SPACE Z $3.00PER LINEAR FOOT NOT TO SCALE 0 NOTE: THESE PRICES ARE U V) SAND, OIL & GAS SEPARATOR ACCESSIBLE PARKING SPACE SIGN ESTIMATES ONLY NOTE: J U NOT TO SCALE NOT TO SCALE PAVEMENT MAX SLOPE 2% IN o ALL DIRECTIONS. (n W z Z U O Z U o- o PROJ. #3760 0 • • The Morin-Cameron 0 anouro GNQ 0 • 0 • • • • • • • • TA 0 • 0 'w • • • • 10 i CIVIL ENGINEERS • LAND SURVEYORS • ENVIRONMENTAL CONSULTANTS • LAND USE PLANNERS • 66 Elm Street, D nv\jrs�, MA 01923 978.777.8586 FAX 978.774.3488 Provi mg`Professional Services Since 1978 • • i • • • • TECHNICAL REPORT • SITE REDEVELOPMENT PLANS • 9 & 11 FRANKLIN STREET • SALEM, MASSACHUSETTS • JUNE 20, 2019 • • • SUBMITTED TO: • CITY OF SALEM PLANNING BOARD • CITY HALL ANNEX • 98 WASHINGTON STREET • SALEM, MA 01970 • • APPLICANT: • SPIRE INVESTMENTS LLC • 5 RANTOUL STREET • BEVERLY, MA 01915 • • Jti OF • �o scow p s� CAMERON • v CIVILNo,47601 mt 1. • w Table of Contents TECHNICAL REPORT Page 1 Executive Summary 1 II Existing Site Description 1 III Proposed Site Description 2 IV Stormwater Management 3 TABLES • Summary of Existing Watersheds 3 ■ Description of Existing Watersheds 3 ■ Summary of Proposed Watersheds 4 Description of Proposed Watersheds 4 • Comparison of Existing and Proposed Rates of Runoff 4 FIGURES Figure 1: USGS Locus Photo i Figure 2: Ortho Image ■ Figure 3: SCS Soils Map Figure 4: FEMA Firm Map • Figure S: Pre-Development Watershed ■ Figure 6: Post-Development Watershed APPENDICES • Appendix A MassDEP Stormwater Management Report Checklist ■ Appendix B Existing Conditions Hydrologic Analysis Appendix C Proposed Conditions Hydrologic Analysis Appendix D Construction Phase Best Management Practices O&M Plan • Appendix E Long Term Best Management Practices O&M Plan ■ Appendix F Illicit Discharge Compliance Statement Appendix G TSS Removal Calculations Appendix H Soil Test Logs e r r i • • • • • • • • • • • • • II • • • • • • • • • • • • • I • • TECHNICAL REPORT NARRATIVE • i • • s • 9&11 Franklin Street June 20, 2019 TECHNICAL REPORT,NARRATIVE 9 & 11 Franklin Street I. Executive Summary Spire Investments LLC, the project proponent, proposes to construct a new light • industrial/commercial building at the above referenced property in Salem, Massachusetts. It will be constructed in the same general location as the previous building which was destroyed by a fire in September 2017. The other existing light industrial/commercial building on the site will remain and access to the proposed building is provided through the existing curb cuts and • parking area. Additional parking will be provided adjacent to the new building. A stormwater management system will be installed as well as new utility,services to the proposed building. The property is shown on the City of Salem Assessor's Map 26, Lot 375. The property is situated within the Residential Two-Family (112) and Business Neighborhood (132) Zoning Districts. This project • requires Site Plan Approval from the Salem Planning Board. A portion of the site falls within.FEMA Flood Zone AE (Elev. 10.0) which requires the filing of a Notice of Intent with the Salem Conservation Commission. The following narrative contains a description of existing and proposed site conditions and a stormwater management summary. H. Existing Site Description The development parcel is situated on a previously developed parcel at 9 and 11 Franklin Street. It has a land area of 70,300± square feet (sf) (1.61± acres). The entire parcel is developed and comprised of a bituminous pavement parking area, an existing light industrial/commercial building and associated lawn and landscaping. The site also previously contained an automotive repair building that was razed following a fire. The site is bordered by developed land in both business and residentially zoning district. The parcel is also bordered to the west by the Entrance S Corridor Overlay District. Refer to Figure 1: USGS Locus Map and Figure 2: Ortho Image for an illustration of the site and surrounding features. Grades on the site vary, with slopes ranging from 1-2% in paved areas and up to 10% in • landscaped areas. The site generally slopes from north to south, with the lowest point along Franklin Street with an elevation of 9± (NAVD88) and the high point in the northwestern corner of the site of 14+ (NAVD88). Elevations are shown on the North American Vertical Datum of 1988. • Soils on site are classified as Urban Fill (602), which is not given an Hydrologic Soil Group rating, as defined in the Soil Resource Report for Essex County, Massachusetts, Southern Part issued October 6, 2017 (See Figure 3: SCS Soils Map). Soil testing performed on March 20, 2018 by Ramboll Environment and Health throughout the site confirms this classification. The testing also • showed silty native soil layers beneath the fill layer. The estimated seasonal high groundwater table was determined to be between 12"and 36"throughout the tested areas. Refer to Appendix H: Soil Test Logs for further information on the soil testing performed by Ramboll Environment and Health. The site is shown to be in both a Zone"AE" (El=10) and a Zone "X"on the FEMA Federal Insurance Rate Map (FIRM) #25009C0419G, dated July 16, 2014. (See Figure 4: FEMA FIRM Map). � � 1 • 9& 11 Franklin Street June 20, 2019 III. Proposed Site Description A. Earthwork and Land Disturbance The existing building and a majority of the existing paved parking area will be preserved,which will minimize site disturbance. Construction will be limited to the rear portion of the site, and the majority of existing trees and landscaped area along the rear property line will be • protected. The only disturbance to the existing parking lot will be for the installation of utility services for the new building. In total, the project will result in a total land alteration of approximately 38,000 square feet. B. Stormwater Management Overview In order to improve the drainage characteristics in the rear of the project site, a stormwater management system was designed which will provide treatment and mitigation for runoff from • the new building and new parking area. The stormwater design is limited by the flat topography of the site, as well as the soils and groundwater conditions. A further explanation of the stormwater management system and design methodology can be found later in this report. C utilities The project will maintain an existing sanitary sewer system, water system, gas and electric system on site to service the existing building. New services will connect to the municipal . utilities in Franklin Street to provide utility services to the proposed building. Cable, fiber optic and other comMunications services will also be extended to the new building. All utilities will be extended below the ground surface. There is an existing hydrant between the two curb • cuts that service the property at Franklin Street. D. Schedule Construction is expected to begin in the fall of 2019 and be completed by fall of 2020. E. Traffic flow and circulation There is no measurable change in traffic generation for the proposed project. Traffic flow and circulation will be similar to the conditions when the automotive repair shop existed on • the site. F. Landscaping&Lighting Landscaping improvements will be made according to the Landscape Plan prepared by Radner Design Associates, Inc. Several diseased ash trees in poor condition will be removed from the easterly portion of the site and a row of red maples are proposed to replace the ash trees and provide screening. Several other rows of shrubs are also proposed along the northerly and • westerly property lines for screening purposes. No changes are proposed to the existing site lighting. G. Snow Removal Snow will be stored in the areas shown on the Site Layout Plan, and if the volume of snow exceeds the capacity of these areas then it will be removed from the site in accordance with all local, state and federal guidelines. 2 . 9& 11 Franklin Street June 20, 2019 IV. Stormwater Management The proposed stormwater management system for the project will consist of various Best Management Practice(BMP)techniques in both mitigating and renovating stormwater runoff. The • entire stormwater system was designed in accordance with the Massachusetts Department of Environmental Protection Stormwater Management Handbook and the City of Salem Stormwater Management Ordinances. A comprehensive Grading, Drainage, and Utility Plan is included in the Site Redevelopment Plan set. The existing watershed characteristics, flow paths and drainage • patterns were matched in the proposed condition to ensure that there are no adverse impacts to adjacent properties. The following is a detailed narrative of the stormwater management system design. • A. Existing Watershed Characteristics The analysis of stormwater and precipitation is referred to in the industry as hydrologic analysis or the study of hydrology. Hydrologic analysis takes into consideration various factors including time, intensity of precipitation, land area, ground cover and soil type in determining • the peak rate of stormwater runoff for a given site. The first step in evaluating the impacts of a development project on hydrology is to evaluate the existing hydrologic conditions. • The property was analyzed as one(1) individual watershed, also known as a subcatchment,for analyzing the existing hydrology of the site. The location where stormwater runoff leaves the watershed is called the design point ("DP"). All flow discharges offsite and eventually enters a the municipal drainage system in Franklin Street (DP1) This design point and the tributary subcatchments are illustrated on Figure 5: Pre-Development Watersheds, included herein. The table below lists the total area associated with each subcatchment contributing to the design point. Summary of Existing Watersheds Existing Drainage Area Total Area % Imperious Composite Curve (ES) (SF) Number 1 70,300 59.8 91 Total 70,300 (1.61 acres) 59.8 91 Description of Existing Watersheds The watersheds analyzed in the existing condition can be described as follows: • Watershed ES1: Comprised of the entire property, which flows offsite toward Franklin Street (DP1). • B. Proposed Watershed Characteristics The same design point used to evaluate the existing condition of the site is used to evaluate the impact of the proposed building and parking expansion. To understand and analyze the proposed impacts, smaller watersheds were delineated to analyze stormwater impacts on a . more detailed scale. The table below provides the total area of each watershed and the percentage that will be imperious in the proposed condition. This design point and the tributary subcatchments are illustrated on Figure 6: Post- Development Watersheds, included herein. 3 • 9& 11 Franklin Street June 20, 2019 Summary of Proposed Watersheds Proposed Drainage Area Total Area % Impervious Composite Curve (PS) (SF) Number 1 33,826 88.1 96 2 27,677 39.1 87 3 8,797 100 98 • Total 70,300 (1.61 acres) 42.2 93 Description of Proposed Watersheds i The watersheds analyzed in the proposed condition can be described as follows: • Watershed PS1: Situated in the southern and western portions of the property, this area is comprised of portions of the existing and proposed roofs, remaining parking area, and landscaped area in the northeast corner of the property. Stormwater flows travel to the town municipal stormwater system in Franklin Street at DP1. • Watershed PS2: Located 'within the northern and eastern portions of the site, this watershed is comprised of a portion of the remaining roof, new parking area, and landscaped area. Runoff flows in an easterly direction to the proposed constructed stormwater wetland, which is discharged to the Franklin Street drainage system (DP1). Watershed PS3: Consists of the majority of the roof of the proposed building. Runoff is piped to the proposed constructed stormwater wetland,which is discharged to the Franklin . Street drainage system (DP1). C. Hydrologic Analysis • The reason why hydrology is evaluated in the existing and proposed condition is to determine if the proposed development will adversely impact the land or surrounding land. The industry standard for stormwater management design in Massachusetts is the Stormwater Management Handbook published.by the Mass Department of Environmental Protection,January 2008. The • Regulations require development projects to comply with 10 standards. These standards address mitigation of peak rates of runoff, renovation or cleansing of stormwater runoff, construction phase stormwater management and erosion control and long term operation and maintenance of the stormwater system. A full discussion on the project compliance with the standards can be found at the end of this section. However, the following section will summarize the project's compliance with the mitigation standards 1 and 2 of the Handbook relating to reducing peak rates of runoff and creating no adverse downstream impacts. To demonstrate that there will be no downstream impacts because of developing the site, a stormwater analysis was performed using the U.S. Soil Conservation Service (S.C.S) method of analysis contained in Technical Release#20(TR-20) published by the U.S.Conservation Service. The software application HydroCAD was implemented to, analyze the pre- and post- development watershed conditions. This application is widely used in the civil engineering industry and is an accepted means of performing a TR-20 analysis. It is a computer aided design application used for analyzing the hydrology of storm water runoff. It utilizes the latest • techniques of the industry to accurately predict the consequences of various storm events. This analysis allows the engineer to verify that the designed drainage system is adequate for the area under consideration, and further allows the engineer to predict where flooding or • erosion are most likely to occur so that it can be prevented. • 4 . 9 & 11 Franklin Street June 20, 2019 The HydroCAD analysis was performed by examining the design point that is discussed above. The following is a summary of the peak rates of stormwater runoff for the pre- and post- development conditions, for the 2 and 10 year storm events. Comparison of Existing and Proposed Peak Rates of Runoff Event Existing Conditions Proposed Conditions Change in Peak • (Frequency in yrs) (CFS) (CFS) (CFS) DP1 2 3.95 2.39 -1.56 • 10 6.25 3.62 -2.63 The proposed development will reduce the peak flow rates at the design point for the 2 and 10-year design storm events. Since the area is subject to inundation by the 100-year storm, . calculations were not prepared for this event. Reliable results would not be generated since the municipal drainage system and surrounding land would be surcharged with flood water. • D. Review of Stormwater Management Standards The development of site will comply with all Stormwater Management Standards and will improve existing hydrologic conditions. The drainage system has been designed to attenuate peak rates of stormwater runoff leaving the site design point DP1 so that they are no greater • than in the existing condition. Measures will'also be implemented to provide the required total suspended solids (TSS) removal to ensure the stormwater runoff from the new parking area is renovated prior to discharge. The following is an assessment of each Standard: • 1. No stormwater conveyance system discharges untreated stormwater directly to or cause erosion in wetlands or waters of the Commonwealth. There are no proposed stormwater conveyance systems that discharge untreated stormwater directly to wetlands or waters of • the Commonwealth. 0 The proposed development.meets this standard.2. The stormwater management system has been designed such that post-development peak • rates of stormwater runoff do not exceed pre-development rates for all storm events. The proposed development meets this standard. 3. Given the poor subsoil conditions on the project site, groundwater recharge cannot be • reliably achieved.The site features silty soils and high groundwater(between 12"and 36"). As provided for in the Stormwater Handbook, this standard is met only to the maximum extent practicable based on the presence of poorly drained silty soils (Hydrologic Soil Group D)and high groundwater. 0 4. The proposed stormwater management system has been designed to remove a minimum of 80% of the average annual post-construction load of Total Suspended Solids (TSS) from the proposed new paved area. The best management practices treatment train utilizes a grass and gravel filter strip and constructed stormwater wetland. The proposed development meets the standard. 0 . 5. Land Uses with Higher Potential Pollutant Load. This standard does not apply. 5 • • 9 & 11 Franklin Street June 20, 2019 • • 6. Discharges to critical areas. • This standard does not apply. • 7. Redevelopment Projects. This standard does not apply. • 8. A Construction Phase Operation and Maintenance Plan: A Construction Phase O&M Plan • has been prepared to provide guidance to inspect and maintain the erosion and sediment controls on the site during construction. A copy of this O&M plan is included herein. • The proposed development meets this standard. • 9. A Long-Term Operation and Maintenance Plan: A long-term O&M Plan has been prepared to provide guidance for future owners to inspect and maintain the stormwater • management systems in perpetuity. A copy of this O&M plan is included herein. The proposed development meets this standard. • 10. Illicit discharges: To the best of our knowledge and belief there are no illicit discharges to the stormwater management system on this site. 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IN WWW.MORINCAMERON.COM SALEM, MA DATE: 1 1 00 • <.' ?II O an • J • w • e.. f- • Y m-. ttd • � l' �^ �� 4t tf. a • ,,, " `� ,, ` LOCUS • • try ; 4, f • • 0 50 100 200 • • HE MORIN-CAMERON GROUP, INC. FEMA FIRM MAP • 66 ELM STREET, DANVERS, MA 01923 9 & I I FRAN KLI N STREET • P 1978.777.8586 F 1978.774.3488 IN • W WW.MORINCAMERON.COM SALEM, MA � • 1 1 1 • ®ATE: J u N E 20, 2 7177 SCALE: I " = 100' FIGURE #4 0 �o o� 1 I \ I 0 1 1 \ 1 o \ I 1 � \ 1 _ ` 71Ix '•\\ \ I 1 o w N I I< I + +�I K �t V I\ \ \I \ I 1 ' \O c / I 1 / ' • 1 s � I 1 f \ \0 ° ° - ° ° o cn c) p. o D n Cz 00 z FIGURE 5: The. PRE-DEVELOPMENT WATERSHED DATE: 6 20 19 Morin-Cameron AT: SCALE: 1 =40 9 & 11 FRANKLIN STREET CIVIL ENGINEERS I ENVIRONMENTAL CONSULTANTS LAND SURVEYORS I LAND USE PLANNERS SALEM, MASSACHUSETTS W � 68 ELM STREET,DANVERS,MASSACHUSETTS 01923 L R 978-7774586,F:978-774.3488,W:WWW.MORINCAMERON.COM 00 • �o a� I 1 0 I I I o I I � \ 1 1 1 0 q o I wo I \ \ I ....-. 'v \Is I I 10 P _ 1 I + I I I \ . I o I • I � � i I l V O c'/) \ \ N � o \ o \ + \ � o 0 � d ° l + ° ° O ° A r- O D u z o ° o \ o ° FIGURE 6: The. POST-DEVELOPMENT WATERSHED DATE: 6 20 19 Morin- Cameron ° / G�RO l.J, NC' AT: SCALE: 1 "=40' ' ".. ' 9 & 11 FRANKLIN STREET CIVIL ENGINEERS I ENVIRONMENTAL CONSULTANTS SALEM, MASSACHUSETTS LAND SURVEYORS I LAND USE PLANNERS 68 ELM STREET,DANVERS,MASSACNUSETTS 01923 � P:978.7774Bb88,R 978-7743488,W:WWW.MORINCAMERON.COM CO • • • • w • • • • • • • • 1 III • • • • • • • • • • • • APPENDIX A: • MASSDEP STORMWATER • • MANAGEMENT REPORT CHECKLIST. • • • • • • • Massachusetts Department of Environmental Protection • Bureau of Resource Protection -Wetlands Program • Checklist for Stormwater Report • • A. Introduction • Important:When A Stormwater Report must be submitted with the Notice of Intent permit application to document filling out forms compliance with the Stormwater Management Standards. The following checklist is NOT a substitute for • on the computer, use only the tab the Stormwater Report(which should provide more substantive and detailed information)but is offered • key to move your here as a tool to help the applicant organize their Stormwater Management documentation for their cursor-do not Report and for the reviewer to assess this information in a consistent format. As noted in the Checklist, • use the return the Stormwater Report must contain the engineering computations and supporting information set forth in key. Volume 3 of the Massachusetts Stormwater Handbook. The Stormwater Report must be prepared and • ,� certified by a Registered Professional Engineer(RPE) licensed in the Commonwealth. • The Stormwater Report must include: • The Stormwater Checklist completed and stamped by a Registered Professional Engineer(see • page 2)that certifies that the Stormwater Report contains all required submittals.' This Checklist is to be used as the cover for the completed Stormwater Report. • • Applicant/Project Name • • Project Address • • Name of Firm and Registered Professional Engineer that prepared the Report • Long-Term Pollution Prevention Plan required by Standards 4-6 • • Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan required. • by Standard 82 • Operation and Maintenance Plan required by Standard 9 • In addition to all plans and supporting information, the Stormwater Report must include a brief narrative • describing stormwater management practices, including environmentally sensitive site design and LID techniques, along with a diagram depicting runoff through the proposed BMP treatment train. Plans are required to show existing and proposed conditions, identify all wetland resource areas, NRCS soil types, • critical areas, Land Uses with Higher Potential Pollutant Loads(LUHPPL), and any areas on the site • where infiltration rate is greater than 2.4 inches per hour. The Plans shall identify the drainage areas for both existing and proposed conditions at a scale that enables verification of supporting calculations. • • As noted in the Checklist, the Stormwater Management Report shall document compliance with each of the Stormwater Management Standards as provided-in the Massachusetts Stormwater Handbook. The • soils evaluation and calculations shall be done using the methodologies set forth in Volume 3 of the • Massachusetts Stormwater Handbook. • To ensure that the Stormwater Report is complete, applicants are required to fill in the Stormwater Report Checklist by checking the box to indicate that the specified information has been included in the • Stormwater Report. If any of the information specified in the checklist has not been submitted, the • applicant must provide an explanation. The completed Stormwater Report Checklist and Certification must be submitted with the Stormwater Report. • • • The Stormwater Report may also include the Illicit Discharge Compliance Statement required by Standard 10. If not included in • the Stormwater Report,the Illicit Discharge Compliance Statement must be submitted prior to the discharge of stormwater runoff to the post-construction best management practices. • 2 For some complex projects,it may not be possible to include the Construction Period Erosion and Sedimentation Control Plan in the Stormwater Report. In that event,the issuing authority has the discretion to issue an Order of Conditions that approves the project and includes a condition requiring the proponent to submit the Construction Period Erosion and Sedimentation Control Plan • before commencing any land disturbance activity on the site. • • 3760 DEP checklist.doc•04/01/08 Stormwater Report Checklist•Page 1 of 8 • • • Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report • B. Stormwater Checklist and Certification • The following checklist is intended to serve as a guide for applicants as to the elements that ordinarily • need to be addressed in a complete Stormwater Report. The checklist is also intended to provide conservation commissions and other reviewing authorities with a summary of the components necessary • for a comprehensive Stormwater Report that addresses the ten Stormwater Standards. • Note: Because stormwater requirements vary from project to project, it is possible that a complete Stormwater Report may not include information on some of the subjects specified in the Checklist. If it is • determined that a specific item does not apply to the project under review, please note that the item is not applicable(N.A.)and provide the reasons for that determination. • A complete checklist must include the Certification set forth below signed by the Registered Professional Engineer who prepared the Stormwater Report. • Registered Professional Engineer's Certification • 1 have reviewed the Stormwater Report, including the soil evaluation, computations, Long-term Pollution • Prevention Plan, the Construction Period Erosion and Sedimentation Control Plan (if included), the Long- • term Post-Construction Operation and Maintenance Plan the Illicit Discharge Compliance Statement if P 9 P ( included) and the plans showing the stormwater management system, and have determined that they • have been prepared in accordance with the requirements of the Stormwater Management Standards as • further elaborated by the Massachusetts Stormwater Handbook. I have also determined that the information presented in the Stormwater Checklist is accurate and that the information presented in the • Stormwater Report accurately reflects conditions at the site as of the date of this permit application. • Registered Professional Engineer Block and Signature �NOFAfA f- • = scow P. y . CAMERON m � • -� CNIL { No.47601 �'�, • Ij 2(o'(� • Signa ur rte • • Checklist • Project Type: Is the application for new development, redevelopment, or a mix of new and • redevelopment? • ❑ New development • ❑ Redevelopment • • ® Mix of New Development and Redevelopment • • 3760 DEP checklist.doc•04/01/08 Stormwater Report Checklist•Page 2 of 8 • • Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report Checklist (continued) LID Measures: Stormwater Standards require LID measures to be considered. Document what environmentally sensitive design and LID Techniques were considered during the planning and design of the project: ` ® No disturbance to any Wetland Resource Areas ❑ Site Design Practices (e.g. clustered development, reduced frontage setbacks) ❑ Reduced Impervious Area (Redevelopment Only) ❑ Minimizing disturbance to existing trees and shrubs ❑ LID Site Design Credit Requested: • ❑ Credit 1 ❑ Credit 2 ❑ Credit 3 • ❑ Use of"country drainage"versus curb and gutter conveyance and pipe . ❑ Bioretention Cells(includes Rain Gardens) ® Constructed Stormwater Wetlands (includes Gravel Wetlands designs) • ❑ Treebox Filter ❑ Water Quality Swale ❑ Grass Channel ❑ Green Roof ❑ Other(describe): • Standard 1: No New Untreated Discharges ® No new untreated discharges ® Outlets have been designed so there is no erosion or scour to wetlands and waters of the • Commonwealth i ® Supporting calculations specified in Volume 3 of the Massachusetts Stormwater Handbook included. • 3760 DEP checklist.doc•04/01/08 Stormwater Report Checklist•Page 3 of 8 • Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands ProgramLl • Checklist for Stormwater Report • Checklist (continued) • Standard 2: Peak Rate Attenuation • ® Standard 2 waiver requested because the project is located in land subject to coastal storm flowage • and stormwater discharge is to a wetland subject to coastal flooding. ® Evaluation provided to determine whether off-site flooding increases during the 100-year 24-hour • storm. ® Calculations provided to show that post-development peak discharge rates do not exceed pre- development rates for the 2-year and 10-year 24-hour storms. If evaluation shows that off-site • flooding increases during the 100-year 24-hour storm, calculations are also provided to show that post-development peak discharge rates do not exceed pre-development rates for the 100-year 24- • hour storm. • Standard 3: Recharge • ® Soil Analysis provided. • • ❑ Required Recharge Volume calculation provided. ❑ Required Recharge volume reduced through use of the LID site Design Credits. • ❑ Sizing the infiltration, BMPs is based on the following method: Check the method used. • ❑ Static ❑ Simple Dynamic ❑ Dynamic Field' i ❑ 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 showingthat the drainage area contributing runoff to the infiltration BMPs is.sufficient to • g 9 generate the required recharge volume. , Recharge BMPs have been sized to infiltrate h R •❑ g the Required Recharge Volume. ® Recharge BMPs have been sized to infiltrate the Required Recharge Volume only to the maximum extent practicable for the following reason: ® Site is comprised solely of C and D soils and/or bedrock at the land surface • ❑ M.G.L. c. 21 E sites pursuant to 310 CMR 40.0000 • ❑ Solid Waste Landfill pursuant to 310 CMR 19.000 • ❑ Project is otherwise subject to Stormwater Management Standards only to the maximum extent • practicable. • Calculations showing that the infiltration BMPs will drain in 72 hours •❑ g u s are ❑ 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. • 3760 DEP checklist.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) • 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. • • • 3760 DEP checklist.doc•04/01/08 Stormwater Report Checklist•Page 5 of 8 • • Massachusetts Department of Environmental Protection • Bureau of Resource Protection -Wetlands Program • Checklist for Stormwater Report • • • Checklist (continued) • Standard 4: Water Quality (continued) • ❑ The BMP is sized (and calculations provided) based on: • ❑ The %2"or 1"Water Quality Volume or • ❑ The equivalent flow rate associated with the Water Quality Volume and documentation is • provided showing that the BMP treats the required water quality volume. ❑ 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. • 1 ❑ A TMDL exists that indicates a need to reduce pollutants other than TSS and documentation showing that the BMPs selected are consistent with the TMDL is provided. • Standard 5: Land Uses With Higher Potential Pollutant Loads (LUHPPLs) . ❑ The NPDES Multi-Sector General Permit covers the land use and the Stormwater Pollution • Prevention Plan (SWPPP) has been included with the Stormwater Report. ❑ The NPDES Multi-Sector General Permit covers the land use and the SWPPP will be submitted prior • to the discharge of stormwater to the post-construction stormwater BMPs. • ® The NPDES Multi-Sector General Permit does not cover the land use. ❑ LUHPPLs are located at the site and industry specific source control and pollution prevention measures have been proposed to reduce or eliminate the exposure of LUHPPLs to rain, snow, snow • melt and runoff, and been included in the long term Pollution Prevention Plan. ❑ All exposure has been eliminated. • ❑ All exposure has not.been eliminated and all BMPs selected are on MassDEP LUHPPL list. ❑ The LUHPPL has the potential to generate runoff with moderate to higher concentrations of oil and • grease(e.g. all parking lots with >1000 vehicle trips per day) and the treatment train includes an oil grit separator, a filtering bioretention area, a sand filter or equivalent. • Standard 6: Critical Areas ❑ The discharge is near or to a critical area and the treatment train includes only BMPs that MassDEP • has approved for stormwater discharges to or near that particular class of critical area. . ❑ Critical areas and BMPs are identified in the Stormwater Report. • ICI • i • • • • 3760 DEP checklist.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 ❑ 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. • • • 3760 DEP checklist.doc•04/01/08 Stormwater Report Checklist•Page 7 of 8 • • Massachusetts Department of Environmental Protection • Bureau of Resource Protection -Wetlands Program • Checklist for Stormwater Report • • Checklist (continued) • • Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control nt of • (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 tat on Control has not been included in the Stormwater Report but will be submitted before land disturbance begins. ® The project is not covered by a NPDES Construction General Permit. • ❑ The project is covered by a NPDES Construction General Permit and a copy of the SWPPP is in the Stormwater Report. - • ❑ The project is covered by a NPDES Construction General Permit but no SWPPP been submitted. • The SWPPP will be submitted BEFORE land disturbance begins. Standard 9: Operation and Maintenance Plan • ® The Post Construction Operation and Maintenance Plan is included in the Stormwater Report and • includes the following information: • ® Name of the stormwater management system owners; • ® Party responsible for operation and maintenance; • ® Schedule for implementation of routine and non-routine maintenance tasks; • ® Plan showing the location of all stormwater BMPs maintenance access areas; • ® Description and delineation of public safety features; • ® Estimated operation and maintenance budget; and • ® Operation and Maintenance Log Form. • ❑ The responsible party is not the owner of the parcel where the BMP is located and the Stormwater • Report includes the following submissions: • ❑ A copy of the legal instrument(deed, homeowner's association, utility trust or other legal entity) • that establishes the terms of and legal responsibility for the operation and maintenance of the project site stormwater BMPs; • ❑ A plan and easement deed that allows site access for the legal entity to operate and maintain • BMP functions. • Standard 10: Prohibition of Illicit Discharges • ® The Long-Term Pollution Prevention Plan includes measures to prevent illicit discharges; • ® An.11licit 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. • • • 3760 DEP checklist.doc•04/01/08. Stormwater Report Checklist•Page 8 of 8 • • • • • • • • • • • • • • • • • • • • • APPENDIX 6: • • EXISTING CONDITIONS • HYDROLOGIC ANALYSIS • • • • • ES1 DP1 • Subcat :eac] Link Routing Diagram for 9-11 Franklin Existing Hydrologic Analysis Prepared by The Morin-Cameron Group, Inc., Printed 6/18/2019 HydroCAD®10.00-13 s/n 00401 ©2014 HydroCAD Software Solutions LLC • • • • 9-11 Franklin Existing Hydrologic Analysis Prepared by The Morin-Cameron Group, Inc. Printed 6/18/2019 • HydroCAD® 10.00-13 s/n 00401 ©2014 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) • Area CN Description • (sq-ft) (subcatchment-numbers) - . 28,262 80 >75% Grass cover, Good, HSG D (ES1) • 24,482 98 Paved parking, HSG D (ES1) • 17,556 98 Roofs, HSG D (ES1) 70,300 91 TOTAL AREA • • • • • • • • ,• • • • • • • • • • • • • • • • • • • • • • • W 9-11 Franklin Existing Hydrologic Analysis Type ///24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 6/18/2019 HydroCADO 10.00-13 s/n 00401 ©2014 HydroCAD Software Solutions LLC Page 3 Time span=0.00-36.00 hrs, dt=0.01 hrs, 3601 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment ES1: Runoff Area=70,300 sf 59.80% Impervious Runoff Depth=2.16" Tc=6.0 min CN=91 Runoff=4.04 cfs 12,681 cf Reach DP1: Inflow=4.04 cfs 12,681 cf Outflow=4.04 cfs 12,681 cf Total Runoff Area=70,300 sf Runoff Volume= 12,681 cf Average Runoff Depth=2.16" 40.20% Pervious = 28,262 sf 59.80% Impervious =42,038 sf I 9-11 Franklin Existing Hydrologic Analysis Type 11124-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 6/18/2019 HydroCADO 10.00-13 s/n 00401 ©2014 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment ES1: Runoff = 4.04 cfs @ 12.09 hrs, Volume= 12,681 cf, Depth= 2.16" S Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.10" Area (sf) CN Description 24,482 98 Paved parking, HSG D 17,556 98 Roofs, HSG D 28,262 80 >75% Grass cover, Good, HSG D • 70,300 91 Weighted Average 28,262 40.20% Pervious Area 42,038 59.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) • 6.0 Direct Entry, • Summary for Reach DP1: r Inflow Area = 70,300 sf, 59.80% Impervious, Inflow Depth = 2.16" for 2-Year event Inflow = 4.04 cfs @ 12.09 hrs, Volume= 12,681 cf Outflow = 4.04 cfs @ 12.09 hrs, Volume= 12,681 cf, Atten= 0%, Lag= 0.0 min • Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs �l r • • • 9-11 Franklin Existing Hydrologic Analysis Type III 24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 6/18/2019 • HydroCAD010.00-13 s/n 00401 ©2014 HydroCAD Software Solutions LLC Page 5 Time span=0.00-36.00 hrs, dt=0.01 hrs, 3601 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment ES1: Runoff Area=70,300 sf 59.80% Impervious Runoff Depth=3.50" • Tc=6.0 min CN=91 Runoff=6.38 cfs 20,493 cf • Reach DP1: Inflow=6.38 cfs 20,493 cf Outflow=6.38 cfs 20,493 cf • Total Runoff Area =70,300 sf Runoff Volume= 20,493 cf Average Runoff Depth=3.50" • 40.20% Pervious =28,262 sf 59.80% Impervious =42,038 sf • • • r M ' • • • • • • • • • • • M s • • 9-11 Franklin Existing Hydrologic Analysis Type 11124-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 6/18/2019 HydroCADO 10.00-13 s/n 00401 ©2014 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment ES1: Runoff = 6.38 cfs @ 12.09 hrs, Volume= 20,493 cf, Depth= 3.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 24,482 98 Paved parking, HSG D 17,556 98 Roofs, HSG D . 28,262 80 >75% Grass cover, Good, HSG D 70,300 91 Weighted Average 28,262 40.20% Pervious Area 42,038 59.80% Impervious Area • Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) • 6.0 Direct Entry, Summary for Reach DPI: Inflow Area = 70,300 sf, 59.80% Impervious, Inflow Depth = 3.50" for 10-Year event Inflow = 6.38 cfs @ 12.09 hrs, Volume= 20,493 cf Outflow = 6.38 cfs @ 12.09 hrs, Volume= 20,493 cf, Atten= 0%, Lag= 0.0 min • Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs r r r • • • • • • • • • • s • • • • • • • • • • • • • • • • • APPENDIX C: • PROPOSED CONDITIONS • • HYDROLOGIC ANALYSIS • • • • • • • • • • • PS2 .' PS3 • • • • PSI . • • • 1 P - • Pond • • • • • D,P1 • • • • • St)bCat Reach on Link Routing Diagram for 9-11 Franklin Proposed Hydrologic Analysis Prepared by The Morin-Cameron Group, Inc., Printed 6/18/2019 HydroCAD®10.00-13 s/n 00401 ©2014 HydroCAD Software Solutions LLC • • • • • • 9-11 Franklin Proposed Hydrologic Analysis Prepared by The Morin-Cameron Group, Inc. Printed 6/18/2019 HydroCAD® 10.00-13 s/n 00401 ©2014 HydroCAD Software Solutions LLC Page 2 • Area Listing (all nodes) Area CN Description • (sq-ft) (subcatchment-numbers) ! 20,875 80 >75% Grass cover, Good, HSG D (PS1, PS2) • 26,285 98 Paved parking, HSG D (PS1, PS2), 23,140 98 Roofs, HSG D (PS1, PS2, PS3) 70,300 93 TOTAL AREA • • • • • • • • • • • ! • • • • • • • • • • • • i 9-11 Franklin Proposed Hydrologic Analysis Type/1/24-hr 2-Year Rainfall=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 6/18/2019 ydroCADO 10.00-13 s/n 00401 ©2014 HydroCAD Software Solutions LLC Page 3 Time span=0.00-36.00 hrs, dt=0.01 hrs, 3601 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment PSI: Runoff Area=33,826 sf 88.08% Impervious Runoff Depth=2.65" 4 Tc=6.0 min CN=96 Runoff=2.25 cfs 7,472 cf Subcatchment PS2: Runoff Area=27,677 sf 39.14% Impervious Runoff Depth=1.83" • Tc=6.0 min CN=87 Runoff=1.36 cfs 4,213 cf 40 Subcatchment PS3: Runoff Area=8,797 sf 100.00% Impervious Runoff Depth=2.87" Tc=6.0 min CN=98 Runoff=0.61 cfs 2,102 cf Reach DPI: Inflow=2.39 cfs 13,787 cf Outflow=2.39 cfs 13,787 cf Pond 1 P: Pond Peak Elev=9.55' Storage=2,481 cf Inflow=1.97 cfs 6,316 cf Outflow=0.26 cfs 6,316 cf r Total Runoff Area= 70,300 sf Runoff Volume= 13,787 cf Average Runoff Depth=2.36" 29.69% Pervious = 20,875 sf 70.31% Impervious=49,425 sf r • • • 9-11 Franklin Proposed Hydrologic Analysis Type 111 24-hr 2-Year Rainfall=3.10" • Prepared by The Morin-Cameron Group, Inc. Printed 6/18/2019 HydroCADO 10.00-13 s/n 00401 ©2014 HydroCAD Software Solutions LLC Page 4 • Summary for Subcatchment PSI: . Runoff = 2.25 cfs @ 12.08 hrs, Volume= 7,472 cf, Depth= 2.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.10" • Area (sf) CN Description • 20,426 98 Paved 9 arkin HSG D parking, 9,368 98 Roofs, HSG D 4,032 80 >75% Grass cover, Good, HSG D 33,826 96 Weighted Average • 4,032 11.92% Pervious Area 29,794 88.08% Impervious Area Tc Length Slope Velocity Capacity. Description (min) (feet) _ (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, • Summary for Subcatchment PS2: Runoff = 1.36 cfs @ 12.09 hrs, Volume= 4,213 cf, Depth= 1.83" • • Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs • Type III 24-hr 2-Year Rainfall=3.10" Area (so CN Description • 5,859 98 Paved parking, HSG D 4,975 98 Roofs HSG D • 16,843 80 >75% Grass cover, Good, HSG D • 27,677 87 Weighted Average 16,843 60.86% Pervious Area 10,834 39.14% Impervious Area • Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, • Summary for Subcatchment PS3: • Runoff = 0.61 cfs @ 12.08 hrs, Volume= 2,102 cf, Depth= 2.87" • Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.10" • Area (sf) CN Description 8,797 98 Roofs, HSG D • 8,797 100.00% Impervious Area • • • • • • • • 9-11 Franklin Proposed Hydrologic Analysis Type 111 24-hr 2-Year Rainfal1=3.10" Prepared by The Morin-Cameron Group, Inc. Printed 6/18/2019 • HydroCAD® 10.00-13 s/n 00401 ©2014 HydroCAD Software Solutions LLC Page 5 Tc Length Slope Velocity Capacity Description • ((min) (feet) (ft/ft) (ft/sec) (cfs) • . 6.0 Direct Entry, • Summary for Reach DP1: • • Inflow Area = 70,300 sf, 70.31% Impervious, Inflow Depth = 2.35" for 2-Year event . Inflow _ 2.39 cfs @ 12.08 hrs, Volume= 13,787 cf Outflow - 2.39 cfs @ 12.08 hrs, Volume= 13,787 cf, Atten= 0%, Lag= 0.0 min • • Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Summary for Pond 1 P: Pond • • Inflow Area 36,474 sf, 53.82% Impervious, Inflow Depth = 2.08" for 2-Year event Inflow - 1.97 cfs @ 12.09 hrs, Volume= 6,316 cf Outflow = 0.26 cfs @ 12.66 hrs, Volume= 6,316 cf, Atten= 87%, Lag= 34.1 min • Primary = 0.26 cfs @ 12.66 hrs, Volume= 6,316 cf • Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 9.55' @ 12.66 hrs Surf.Area= 3,216 sf Storage" 2,481 cf • Plug-Flow detention time= 127.6 min calculated for 6,316 cf(100% of inflow) • Center-of-Mass det. time= 127.6 min ( 926.8- 799.2 ) • Volume Invert Avail.Storage Storage Description #1 8.50' 5,402 cf Custom Stage Data (Prismatic)Listed below (Recalc) • Elevation Surf.Area Inc.Store Cum.Store • (feet) (sq-ft) (cubic-feet) (cubic-feet) 8.50 1,598 0 0 9.00 2,276 969 969 10.00 3,983 3,130 4,098 . 10.30 4,709 1,304 5,402 • Device Routing Invert Outlet Devices • #1 Primary 7.25' 8.0" Round Culvert L= 200.0' Ke= 0.500 Inlet/Outlet Invert= 7.25' /4.00' S= 0.0163 T Cc= 0.900 n= 0.012, Flow Area= 0.35 sf • #2 Device 1 8.50' 2.410 in/hr Exfiltration over Surface area Phase-In= 0.01' #3 Device 1 9.50' 8.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.26 cfs @ 12.66 hrs HW=9.55' TW=0.00' (Dynamic Tailwater) L1=Culvert (Passes 0.26 cfs of 1.89 cfs potential flow) • '2=Exfiltration (Exfiltration Controls 0.18 cfs) • 3=Orifice/Grate (Weir Controls 0.08 cfs @ 0.74 fps) • • • • • • 9-11 Franklin Proposed Hydrologic Analysis Type III 24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 6/18/2019 HydroCADO 10.00-13 s/n 00401 ©2014 HydroCAD Software Solutions LLC Page 6 • Time span=0.00-36.00 hrs, dt=0.01 hrs, 3601 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN • Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method • Subcatchment PSI: Runoff Area=33,826 sf 88.08% Impervious Runoff Depth=4.04" • Tc=6.0 min CN=96 Runoff=3.35 cfs 11,377 cf • Subcatchment PS2: Runoff Area=27,677 sf 39.14% Impervious Runoff Depth=3.10" • Tc=6.0 min CN=87 Runoff=2.28 cfs 7,147 cf Subcatchment PS3: Runoff Area=8,797 sf 100.00% Impervious Runoff Depth=4.26" • Tc=6.0 min CN=98 Runoff=0.89 cfs 3,126 cf Reach DP1: Inflow=3.62 cfs 21,650 cf Outflow=3.62 cfs 21,650 cf • Pond I P: Pond Peak Elev=9.80' Storage=3,351 cf Inflow=3.17 cfs 10,273 cf Outflow=1.13 cfs 10,273 cf Total Runoff Area =70,300 sf Runoff Volume=21,650 cf Average Runoff Depth=3.70" • 29.69% Pervious = 20,875 sf 70.31% Impervious=49,425 sf • i • • • • • • • • • • • • • • • • • • • • • s 9-11 Franklin Proposed Hydrologic Analysis Type ///24-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 6/18/2019 ydroCADO 10.00-13 s/n 00401 ©2014 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment PSI: Runoff = 3.35 cfs @ 12.08 hrs, Volume= 11,377 cf, Depth= 4.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description r 20,426 98 Paved parking, HSG D 9,368 98 Roofs, HSG D 4,032 80 >75% Grass cover, Good, HSG D 33,826 96 Weighted Average 4,032 11.92% Pervious Area • 29,794 88.08% Impervious Area Tc Length Slope Velocity Capacity Description • (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment PS2: Runoff - 2.28 cfs @ 12.09 hrs, Volume= 7,147 cf, Depth= 3.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 5,859 98 Paved parking, HSG D 4,975 98 Roofs, HSG D 16,843 80 >75% Grass cover, Good, HSG D • 27,677 87 Weighted Average 16,843 60.86% Pervious Area 10,834 39.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) . 6.0 Direct Entry, Summary for Subcatchment PS3: Runoff = 0.89 cfs @ 12.08 hrs, Volume= 3,126 cf, Depth= 4.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs . Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 8,797 98 Roofs, HSG D • 8,797 100.00% Impervious Area 9-11 Franklin Proposed Hydrologic Analysis Type 11124-hr 10-Year Rainfall=4.50" Prepared by The Morin-Cameron Group, Inc. Printed 6/18/2019 HydroCADO 10.00-13 s/n 00401 ©2014 HydroCAD Software Solutions LLC Page 8 Tc Length Slope Velocity Capacity Description • (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Reach DPI: Inflow Area = 70,300 sf, 70.31% Impervious, Inflow Depth = 3.70" for 10-Year event Inflow = 3.62 cfs @ 12.10 hrs, Volume= 21,650 cf Outflow = 3.62 cfs @ 12.10 hrs, Volume= 21,650 cf, Atten= 0%, Lag= 0.0 min r Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs • Summary for Pond 1 P: Pond Inflow Area = 36,474 sf, 53.82% Impervious, Inflow Depth = 3.38" for 10-Year event Inflow = 3.17 cfs @ 12.09 hrs, Volume= 10,273 cf Outflow = 1.13 cfs @ 12.35 hrs, Volume= 10,273 cf, Atten= 64%, Lag= 16.0 min Primary = 1.13 cfs @ 12.35 hrs, Volume= 10,273 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 9.80 @ 12.35 hrs Surf.Area- 3,649 sf Storage- 3,351 cf Plug-Flow detention time= 107.6 min calculated for 10,273 cf(100% of inflow) Center-of-Mass det. time= 107.6 min ( 895.9- 788.3 ) • Volume Invert . Avail.Storage Storage Description #1 8.50' 5,402 cf Custom Stage Data(Prismatic)Listed below (Recalc) • Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) • 8.50 1,598 0 0 9.00 2,276 969 969 10.00 3,983 3,130 4,098 e 10.30 4,709 1,304 5,402 Device Routing Invert . Outlet Devices #1 Primary 7.25' 8.0" Round Culvert L= 200.0' Ke= 0.500 Inlet/Outlet Invert= 7.25'/4.00' S= 0.0163 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf #2 Device 1 8.50' 2.410 in/hr Exfiltration over Surface area Phase-In= 0.01' #3 Device 1 9.50' 8.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.13 cfs @ 12.35 hrs HW=9.80' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 1.13 cfs of 1.94 cfs potential flow) �__3=0 2=Exfiltration (Exfiltration Controls 0.20 cfs) rifice/Grate (Orifice Controls 0.93 cfs @ 2.66 fps) • • • • • • • • • • • • • • • • �I • • �I • • • • • • • • • • • • APPENDIX D: • • CONSTRUCTION PHASE BEST- • • MANAGEMENT PRACTICES O&M PLAN I • • • • • Construction Phase Best Management Practices Operation and Maintenance Plan for 9 & 11 Franklin Street Salem, Massachusetts • June 20, 2019 r The following operation and maintenance plan has been prepared as a guidance document for the efficient implementation,operation and maintenance of the on-site stormwater management systems. The following procedures shall be implemented to ensure success of the Stormwater Management Plan: 1. The contractor shall comply with the details of construction of the site as shown on the approved plans. 2. The stormwater management system shall be maintained as indicated below. 3. Effective erosion control measurers during and after construction shall be maintained until a stable tun`is established on all altered areas. Basic Information Stormwater Management System Owner: Spire Investments LLC • 5 Rantoul Street Beverly, MA 01915 P: (978) 239-6087 . Salem Planning Board: 98 Washington Street, Second Floor Salem, MA 01970 P: (978) 619-5673 Salem City Engineer: 98 Washington Street, Second Floor Salem, MA 01970 • P: (978) 619-5673 General Conditions 1. The developer shall be responsible for scheduling regular inspections and maintenance of the stormwater BMP's until the project has been completed. The BMP maintenance shall be conducted as detailed in the following long-term pollution prevention plan and illustrated on the approved design plans: "Site Redevelopment Plans in Salem, Massachusetts,9 & 11 Franklin Street" prepared for Spire • Investments LLC by The Morin-Cameron Group, Inc. dated June 20, 2019. 2. All Stormwater BMP's shall be operated and maintained in accordance with the design plans and the following Long-Term Pollution Prevention Plan. 3. The owner shall: ; a. Maintain an Operation and Maintenance Log (see Attachment A)for the last three years. The Log shall include all BMP inspections, repairs, replacement activities and disposal activities (disposal material and disposal location shall be included in the Log); b. Make the log available to the Salem Planning Board and City Engineer upon request; c. Allow members and agents of the Salem Planning Board and City Engineer to enter the premises and ensure that the Owner has complied with the Operation and Maintenance Plan • requirements for each BMP. 4. A recommended inspection and maintenance schedule_is outlined below based on statewide averages. This inspection and maintenance schedule shall be adhered to at a minimum for the • first year of service of all BMRs referenced in this document. At the commencement of the first year of service, a more accurate inspection/maintenance schedule shall be determined based on the level of service for this site. r Construction Phase Pollution Prevention Plan Erosion and Sedimentation Controls during Construction: The site and drainage construction contractor shall be responsible for maintaining the stormwater system during construction. Routine maintenance of all items shall be performed to ensure adequate runoff and pollution control during construction. • The proposed sediment and erosion controls will be placed as shown on the Grading, Utility & Drainage Plan prior to the commencement of any clearing, grubbing, and earth removal or construction activity. The integrity of the erosion control barrier will be maintained by periodic inspection and replacement as necessary. The erosion control barrier will remain in place until the first • course of pavement has been placed and all side slopes have been foamed and seeded and vegetation has been established. Silt sacks will be placed in the existing catch basins as well as the new area drains once constructed. Operations and maintenance plans for the Stormwater Management construction phase and long term operation of the system have been attached to this report. Structural Practices: 1) Silt Fence—A silt fence sediment barrier will be constructed around the limit of work as indicated on the Grading, Utility& Drainage Plan to prevent the spreading of fine sediments from the site. This control will be installed prior to major soil disturbance on the site. Silt Fence Requirements a) Locate the silt fence upland where identified on the plans. b) The silt fence should be nearly level through most of its length to impound a broad, • temporary pool. The last 10 to 20 feet at each end of the silt fence should be swung slightly uphill (approximately 0.5 feet in elevation) to provide storage capacity. c) Stake the silt fence in accordance with the construction details. d) The silt fence should be removed when it has served its useful purpose, but not before the upslope area has been permanently stabilized through one growing season and only following approval by the Planning Board or their representative. Retained sediment must be removed and properly disposed of, or mulched and seeded. Silt Fence Inspection/Maintenance a) Silt Fencing should be inspected immediately after each rainfall event of 1-inch or greater, and at least daily during prolonged rainfall. Inspect the depth of sediment, • tears, if the silt sock is securely attached to the stakes, and to see that the stakes are firmly in the ground. Repair or replace as necessary. b) Remove sediment deposits promptly after storm events to provide adequate storage volume for the next rain and to reduce pressure on the silt fence. Sediment will be removed from behind the silt fence when it becomes about 4" deep at the silt fence. Take care to avoid undermining the silt fence during cleanout. c) If the silt fence tears, decomposes, or in any way becomes ineffective, replace it immediately. d) Remove all silt fence materials after the contributing drainage area has been properly stabilized. Any fabric or stakes should be removed. Sediment deposits remaining after the silt fence has been removed should be graded to conform to the existing topography and vegetation. 2) Inlet Protection— Inlet Protection will be utilized around the existing catch basins and area drains that are installed. The inlet protection will allow the storm drain inlets to be used before final stabilization. This structural practice will allow early use of the drainage system. Siltsack or equivalent will be utilized for the inlet protection. Siltsack is manufactured by 0 ACF Environmental. The telephone number is 800-448-3636. Regular flow siltsack will be utilized, and if it does not allow enough storm water flow, hi-flow siltsack will be utilized. Silt Sack (or equivalent) Inlet Protection Inspection/Maintenance Requirements * r a) The silt sack trapping device and the catch basins/area drains should be inspected after every rain storm and repairs made as necessary. b) Sediment should be removed from the silt sack after the sediment has reached a maximum depth of one-half the depth of the trap. c) Sediment should be disposed of in a suitable area and protected from erosion by either structural or vegetative means. Sediment material removed shall be disposed of in accordance with all applicable local, state, and federal regulations. r d) The silt sack must be replaced if it is ripped or torn in any way. * e) Temporary traps should be removed and the area repaired as soon as the contributing drainage area to the inlet has been completely stabilized. Stabilization Practices: Stabilization measures shall be implemented as soon as practicable in portions of the site where construction activities have temporarily or permanently ceased, but in no case more than 14 « days after the construction activity in that portion of the site has temporarily or permanently ceased, with the following exceptions. • Where the initiation of stabilization measures by the 141h day after construction activity temporary or permanently cease is precluded by snow cover, stabilization measures shall be initiated as soon as practicable. • Where construction activity will resume on a portion of the site within 21 days from when activities ceased, (e.g. the total time period that construction activity is temporarily ceased is less than 21 days) then stabilization measures do not have to be initiated on that portion of the site by the 141h day after construction activity temporarily ceased. 1) Temporary Seeding—Temporary seeding will allow a short-term vegetative cover on disturbed site areas that may be in danger of erosion.Temporary seeding will be done at stock piles and disturbed portions of the site where construction activity will temporarily • cease for at least 21 days. The temporary seedings will stabilize cleared and unvegetated areas that will not be brought into final grade.for several weeks or months. Temporary Seeding Planting Procedures • a) Planting should preferably be done between April 15t and June 30th, and September 11, through September 31It. If planting is done in the months of July and August, irrigation may be required. If planting is done between October 11 and March 31st, mulching I, � should be applied immediately after planting. If seeding is done during the summer months, irrigation of some sort will probably be necessary. b) Before seeding, install structural practice controls. Utilize Amoco supergro or equivalent. c) Select the appropriate seed species for temporary cover from the following table. • Species Seeding Rate Seeding Rate Recommended Seeding Seed Cover (lbs/1,000 sq.ft.) (lbs/acre) Dates required Annual 1 40 April 15t to June 1It 1/4 inch Ryeg rass August 15th to Sept. 15th -. 9 p Foxtail 0.7 30 May 1It to June 30th 1/2 to 3/4 inch Millet Oats 2 80 April 1It to July 1It 1 to 1-1/2 August 15th to Sept. 15th inch Winter 3 120 August 15th to Oct. 15th 1 to 1-1/2 r Rye inch Apply the seed uniformly by hydroseeding, broadcasting, or by hand. d) Use effective mulch, such as clean grain straw; tacked and/or tied with netting to protect seedbed and encourage plant growth. 'Temporary Seeding Inspection/Maintenance a) Inspect within 6 weeks of planting to see if stands are adequate. Check for damage • within 24 hours of the end to a heavy rainfall, defined as a 2-year storm event (i.e., 3.2 inches of rainfall within a twenty-four hour period). Stands should be uniform and dense. Reseed and mulch damaged and sparse areas immediately. Tack or tie down mulch as necessary. b) Seeds should be supplied with adequate moisture. Furnish water as needed, especially r in abnormally hot or dry weather. Water application rates should be controlled to prevent runoff. • 2) Geotextiles - Geotextiles such as jute netting will be used in combination with other' practices such as mulching to stabilize slopes. The following geotextile materials or equivalent are to be utilized for structural and nonstructural controls as shown in the following table. • Practice Manufacturer Product Remarks Sediment Fence Amoco Woven polypropylene 0.425 mm opening 1198 or equivalent r • • Construction Amoco Woven polypropylene 0.300 mm opening • Entrance • 2002 or equivalent • Outlet Amoco Nonwoven polypropylene 0.150 mm opening Protection 4551 or equivalent • Erosion Control Amoco Supergro or equivalent Erosion control • (slope stability) revegetation mix, open • polypropylene fiber on degradable • polypropylene net scrim i • Amoco may be reached at (800)445-7732 • • Geotextile Installation a) Netting and matting require firm, continuous contact between the materials and the soil. • If there is no contact, the material will not hold the soil and erosion will occur underneath the material. • Geotextile Inspection/Maintenance a) In the field, regular inspections should be made to check for cracks, tears, or breaches in • the fabric. The appropriate repairs should be made. • 3) Mulching and Netting—Mulching will provide immediate protection to exposed soils during the period of short construction delays, or over winter months through the • application of plant residues, or other suitable materials, to exposed soil areas. In areas, • which have been seeded either for temporary or permanent cover, mulching should immediately follow seeding. On steep slopes, mulch must be supplemented with netting. The preferred mulching material is straw. • Mulch (Hay or Straw) Materials and Installation a) Straw has been found to be one of the most effective organic mulch materials..The • specifications for straw are described below, but other material may be appropriate. The straw should be air-dried;free of undesirable seeds & coarse materials. The application • rate per 1,000 sq.ft. is 90-100 lbs. (2-3 bales) and the application rate per acre is 2 tons (100-120 bales). The application should cover about 90% of the surface. The use of • straw mulch is appropriate where mulch is maintained for more than three months. Straw mulch is subject to wind blowing unless anchored, is the most commonly used mulching material, and has the best microenvironment for germinating seeds. Mulch Maintenance* aj Inspect after rainstorms to check for movement of mulch or erosion. If washout, • breakage, or erosion occurs, repair surface, reseed, remulch, and install new netting. • b) Straw or grass mulches that blow or wash away should be repaired promptly. c) If plastic netting is used to anchor mulch, care should be taken during initial mowings to • keep the mower height high. Otherwise, the netting can wrap up on the mower blade . shafts. After a period of time, the netting degrades and becomes less of a problem. d) Continue inspections until vegetation is well established. • i ' , 4) Land Grading —Grading on fill slopes, cut slopes, and stockpile areas will be done with full siltation controls in place. Land Grading Design/Installation Requirements a) Areas to be graded should be cleared and grubbed of all timber, logs, brush, rubbish, • and vegetated matter that will interfere with the grading operation. Topsoil should be stripped and stockpiled for use on critical disturbed areas for establishment of vegetation. Cut slopes to be topsoiled should be thoroughly scarified to a minimum depth of 3-inches prior to placement of topsoil. • b) Fill materials should be generally free of brush, rubbish, rocks, and stumps. Frozen materials or soft and easily compressible materials should not be used in fills intended to support buildings, parking lots, roads, conduits, or other structures. c) Earth fill intended to support structural measures should be compacted to a minimum of PP p 90 percent of Standard Proctor Test density with proper moisture control, or as otherwise specified by the engineer responsible for the design. Compaction of other fills should be to the density required to control sloughing, erosion or excessive moisture content. Maximum thickness of fill layers prior to compaction should not exceed 9 inches. d) The uppermost one foot of fill slopes should be compacted to at least 85 percent of the maximum unit weight (based on the modified AASHTO compaction test). This is usually accomplished by running heavy equipment over the fill. e) Fill should consist of material from borrow areas and excess cut will be stockpiled in areas shown on the Site Plans. All disturbed areas should be free draining, left with a neat and finished appearance, and should be protected from erosion. • Land Grading Stabilization Inspection/Maintenance a) All slopes should be checked periodically to see that vegetation is in good condition. Any rills or damage from erosion and-animal burrowing should be repaired immediately to avoid further damage. b) If seeps develop on the slopes, the area should be evaluated to determine if the seep will cause an unstable condition. Subsurface drains or a gravel mulch may be required to solve seep problems. However, no seeps are anticipated. c) Areas requiring revegetation should be repaired immediately. Control undesirable vegetation such as weeds and woody growth to avoid bank stability problems in the future. 5) Topsoiling *—Topsoiling will help establish vegetation on all disturbed areas throughout the site during the seeding process. ,The soil texture of the topsoil to be used will be a • sandy loam to a silt loam texture with 15%to 20%organic content. . Topsoiling Placement a) Topsoil should not be placed while in a frozen or muddy condition, when the subgrade is excessively wet, or when conditions exist that may otherwise be detrimental to proper grading or proposed seeding. • b) Do not place topsoil on slopes steeper than 2.5:1, as it will tend to erode. c) If topsoil and subsoil are not properly bonded, water will not infiltrate the soil profile evenly and it will be difficult to establish vegetation. The best method is to actually work the topsoil into the layer.below for a depth of at least 6 inches. • r 6) Permanent Seeding— Permanent Seeding should be done immediately after the final design grades are achieved. Native species of plants should be used to establish perennial vegetative cover on disturbed areas. The revegetation should be done early enough in the fall so that a good cover is established before cold weather comes and growth stops until the spring. A good cover is defined as vegetation covering 75 percent or more of the ground.surface. Permanent Seeding Seedbed Preparation a) In infertile or coarse-textured subsoil, it is best to stockpile topsoil and re-spread it over the finished slope at a minimum 2 to 6-inch depth and roll it to provide a firm seedbed. The topsoil must have a sandy loam to silt loam texture with 15%to 20% organic content. If construction fill operations have left soil exposed with a loose, rough, or irregular surface, smooth with blade and roll. b) Loosen the soil to a depth of 3-5 inches with suitable agricultural or construction equipment. c) Areas not to receive topsoil shall be treated to firm the seedbed after incorporation of the time and fertilizer so that it is depressed no more than.1/2 - 1 inch when stepped on with a shoe. Areas to receive topsoil shall not be firmed until after topsoiling and time • and fertilizer is applied and incorporated, at which time it shall be treated to firm the seedbed as described above. Permanent Seeding Grass Selection/Application a) Select an appropriate cool or warm season grass based on site conditions and seeding date. Apply the seed uniformly by hydro-seeding, broadcasting, or by hand. Uniform • seed distribution is essential. On steep slopes, hydroseeding may be the most effective seeding method. Surface roughening is particularly important when preparing slopes for hydroseeding. b) Lime and fertilize. Organic fertilizer shall be utilized in areas within the 100 foot buffer • zone to a wetland resource area. c) Mulch the seedings with straw applied at the rate of 1/2 tons per acre. Anchor the mulch with erosion control netting or fabric on sloping areas. Amoco supergro or equivalent • should be utilized. • Permanent Seeding Inspection/Maintenance a) Frequently inspect seeded areas for failure and make necessary repairs and reseed immediately. Conduct or follow-up survey after one year and replace failed plants where necessary. b) If vegetative cover is inadequate to prevent rill erosion, overseed and fertilize in accordance with soil test results. c) If a stand has less than 40% cover, reevaluate choice of plant materials and quantities of time and fertilizer. Re-establish the stand following seedbed preparation and seeding • recommendations, omitting time and fertilizer in the absence of soil test results. If the season prevents resowing, mulch or jute netting is an effective temporary cover. d) Seeded areas should be fertilized during the second growing season. Lime and fertilize thereafter at periodic intervals, as needed. Organic fertilizer shall be utilized in areas . within the 100-foot buffer zone to a wetland resource area. Dust Control: Dust control will be utilized throughout the entire construction process of the site. For example, keeping disturbed surfaces moist during windy periods will be an effective control measure, especially for construction access roads. The use of dust control will prevent the movement of • soil to offsite areas. However, e er care must be taken to not create runoff from excessive use of water to control dust. The following are methods of Dust Control that may be used on-site: • Vegetative Cover—The most practical method for disturbed areas not subject to traffic. • Calcium Chloride—Calcium chloride may be applied by mechanical spreader as loose, . dry granules or flakes at a rate that keeps the surface moist but not so high as to cause water pollution or plant damage. • Sprinkling —The site may be sprinkled until the surface is wet. Sprinkling will be effective for dust control on haul roads and other traffic routes. • • Stone—Stone will be used to stabilize construction roads; also effective for dust control. The general contractor shall employ an on-site water vehicle for the control of dust as necessary. Non-Stormwater Discharges: The construction de-watering and all non-stormwater discharges will be directed into a sediment dirt bag (or equivalent inlet protection) or a sediment basin. Sediment material • removed.shall be disposed of in accordance with all applicable local, state, and federal regulations. The developer and site general contractor will comply with the E.P.A.'s Final General Permit for Construction De-watering Discharges, (N.P.D.E.S., Section 402 and 40 C.F.R. 122.26(b)(14)(x). • Inspection/Maintenance: Operator personnel must inspect the construction site at least once every 14 calendar days and within 24 hours of a storm event of 1/2-inch or greater. The applicant shall be responsible to secure the services of a design professional or similar professional (inspector) on an on-going basis throughout all phases of the project. Refer to the Inspection/Maintenance Requirements presented earlier in the "Structural and Stabilization Practices." The inspector should review the erosion and sediment controls with respect to the following: • • Whether or not the measure was installed/performed correctly. • Whether or not there has been damage to the measure since it was installed or • performed. • What should be done to correct any problems with the measure. The inspector should complete the Stormwater Management Construction Phase BMP Inspection Schedule and Evaluation Checklist, as attached, for documenting the findings and should request the required maintenance or repair for the pollution prevention measures when • the inspector finds that it is necessary for the measure to be effective. The inspector should notify the appropriate person to make the changes and submit copies of the form to the Salem City Engineer. • It is essential that the inspector document the inspection of the pollution prevention measures. These records will be used to request maintenance and repair and to prove that the inspection • and maintenance were performed. The forms list each of the measures to be inspected on the site, the inspector's name, the date of the inspection, the condition of the measure/area inspected, maintenance or repair performed and any changes which should be made to the • Operation and Maintenance Plan to control or eliminate unforeseen pollution of storm water. • • • • • • • • • • • • • • • • • • • • • • • • • APPENDIX E: • • LONG TERM BEST MANAGEMENT • • PRACTICES O&M PLAN • Long Term Stormwater Best Management Practices Operation and Maintenance Plan for 9 & 11 Franklin Street Salem, Massachusetts , June 20, 2019 The following operation and maintenance plan has been provided to satisfy the requirements of Standard 9 of the Mass DEP Stormwater Management Handbook associated with development of the site and associated infrastructure. The success of the Stormwater Management Plan depends on the proper implementation, operation and maintenance of several management components. The following procedures shall be implemented to ensure success of the Stormwater Management Plan: 1. The contractor shall comply with the details of construction of the site as shown on the approved plans. 2. The stormwater management system shall be inspected and maintained as indicated • below. 3. Effective erosion control measurers during and after construction shall be maintained until a stable turf is established on all altered areas. . 4. A Stormwater Management Maintenance Log (Attachment A) is included at the end of this Appendix. Basic Information Stormwater Management System Owner: Spire Investments LLC 5 Rantoul Street Beverly, MA 01915 . P: (978) 239-6087 Salem Planning Board: 98 Washington Street, Second Floor Salem, MA 01970 P: (978) 619-5673 Salem City Engineer: 98 Washington Street, Second Floor Salem, MA 01970 P: (978) 619=5673 Long Term Stormwater Best Management Practices Operation& Maintenance Plan • 9& 11 Franklin Street, Salem, Massachusetts June 20,2019—Page 1 of 4 Erosion and Sedimentation Controls during Construction: • The site and drainage construction contractor shall be responsible for managing stormwater during construction. Routine monitoring of disturbed soils shall be performed to ensure adequate runoff and pollution control during construction. • A sediment and erosion control barrier.will be placed as shown on the Grading, Utility & Drainage Plan prior to the commencement of any clearing,grubbing, and earth removal or construction activity. The integrity of the erosion control barrier will be maintained by periodic inspection and replacement as necessary. The erosion control barrier will remain in place until the first course of pavement has been placed and all side slopes have been loamed and seeded and vegetation has been established. Operations and maintenance plans for the Stormwater Management construction phase and long term operation of the system have been attached to this report. General Conditions 1. The site contractor shall be responsible for scheduling regular inspections and maintenance of the stormwater BMP's until the project has been completed. The BMP maintenance shall be • conducted as detailed in the following long-term pollution prevention plan and illustrated on the approved design plans: "Site Redevelopment Plans in Salem, Massachusetts,9& 11 Franklin Street" prepared for Spire investments LLC by The Morin-Cameron Group, Inc.dated June 20, 2019. • 2. All Stormwater BMP's shall be operated and maintained in accordance with the design plans and .the following Long-Term Pollution Prevention Plan. 3. The owner shall: • a. Maintain an Operation and Maintenance Log (see Attachment A)for the last three years. The Log shall include all BMP inspections, repairs, replacement activities and disposal activities (disposal material and disposal location shall be included in the Log); • b. Make the log available to the Salem Planning Board and Salem City Engineer upon request, c. Allow members and agents of the Salem Planning Board and Salem City Engineer to enter the premises and ensure that the Owner has complied with the Operation and Maintenance Plan requirements for each BMP. 4. A recommended inspection and maintenance schedule is outlined below based on statewide averages. This inspection and maintenance schedule shall be adhered to at a minimum for the first year of service of all BMP's referenced in this document. At the commencement of the first • year of service, a more accurate inspection/maintenance schedule shall be determined based on the level of service for this site. Long Term Stormwater Best Management Practices Operation&Maintenance Plan 9& 11 Franklin Street,Salem, Massachusetts • June 20,2019—Page 2 of 4 r • • Long-Term • _ a Pollution Prevention Plan (LTPPP) Vegetated Areas: • Immediately after construction, monitoring of the erosion control• systems shall occur until establishment of natural vegetation. Afterwards, vegetated areas shall be maintained as such. Vegetation shall be replaced as necessary to ensure proper stabilization of the site. Cost: Included with annual landscaping budget. Consult with local landscape contractors. Paved Areas: • Sweepers shall sweep paved areas periodically during dry weather to remove excess sediments and to reduce the amount of sediments that the drainage system shall have to remove from the runoff. The sweeping shall be conducted primarily between March 151h and November 15th. Special attention should be made to sweeping paved surfaces in March and April before spring rains wash residual sand into the drainage system. Cost: Consult with local landscaping companies for associated costs if necessary. Salt used for de-icing on the roadway during winter months shall be limited as much as possible as this will reduce the need for removal and treatment. Sand containing the minimum amount of • calcium chloride (or approved equivalent) needed for handling may be applied as part of the routine winter maintenance activities. Grass&Gravel Filter Strip: The filter strip shall be checked regularly to ensure that the surface is free of debris such as leaves, sticks and trash. Remove and dispose of any debris. If surface ponding is visible, remove top course of crushed stone and accumulated sediment and replace with clean stone. Material removed from the strip shall.be disposed of in accordance with all applicable local, state, and federal regulations. In the case that water remains in the facility for greater than three (3) days after a storm event, an inspection is warranted and necessary maintenance or repairs should be addressed as necessary. Cost:Consult with local landscaping companies for associated costs if necessary. • Constructed Stormwater Wetland: The constructed stormwater wetland shall be inspected after every major storm event for the first 3 months after construction; a major storm event is 3.1 inches of rainfall in a 24 hour period (2 year storm). Thereafter, it shall be inspected twice per year, typically in the spring and fall. If erosion or Loss of vegetation is observed in the basin, it shall be repaired immediately and new vegetation shall be established. Trash, leaves, branches, etc. shall be removed from facility. • The area drains and outlet pipe shall be inspected annually for obstructions and structural integrity. The inspections shall be conducted by qualified personnel. • Cost: Consult with local landscaping companies for associated costs if necessary. Area Drains: • The area drains shall be checked annually to verify that the inlet openings are not clogged by debris. Debris shall be removed from the grates and disposed of properly. Cost:Consult with local landscaping companies for associated costs if necessary. Long Term Stormwater Best Management Practices Operation&Maintenance Plan 9& 11 Franklin Street, Salem, Massachusetts June 20,2019—Page 3 of 4 Public Safety Concerns: Area drains shall not be left open and unattended at any time during inspection, cleaning or otherwise. Broken or missing grates or frames shall be replaced immediately. At no time shall any person enter catch basins or manholes unless measures have been taken to ensure safe access in accordance with OSHA enclosed space regulations. • Debris& Litter: All debris and litter shall be removed from the parking lot as necessary to prevent migration into the • drainage system. Pesticides, Herbicides, and Fertilizers: • Pesticides and herbicides shall be used sparingly. Fertilizers shall be restricted to the use of organic fertilizers only. All fertilizers, herbicides, pesticides, sand and salt for deicing and the like shall be stored in dry area that is protected from weather. Cost: Included in the routine landscaping maintenance schedule. The Owner shall consult local landscaping contractors for details. Public Safety Concerns: Chemicals shall be stored in a secure area to prevent children from obtaining access to them. Any major spills shall be reported to municipal officials. r Prevention of Illicit Discharges: Illicit discharges to the stormwater management system are not allowed. Illicit discharges are discharges that are not comprised entirely of stormwater. Pursuant to Mass DEP Stormwater Standards the following activities or facilities are not considered illicit discharges: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 building without detergents. To prevent illicit discharges to the stormwater management system the following policies should be . implemented: 1. Provisions For Storing Materials And Waste Products Inside Or Under Cover 2. Vehicle Maintenance And Washing Controls • 3. Requirements for Routine Inspections of the Stormwater Management System (i.e.:crushed stone filter strip, area drains, grassed infiltration basin) 4. Spill Prevention and Response Plans. Long Term Stormwater Best Management Practices Operation& Maintenance Plan 9& 11 Franklin Street,Salem, Massachusetts • June 20, 2019—Page 4 of 4 ATTCHMENT A: MAINTENANCE SCHEDULE FOR DRAINAGE STRUCTURES Structure Inspection Maintenance Constructed Inspect after every major storm event for first 3 months after construction to Rehabilitate structure if it fails due to clogging as generally evidenced Stormwater Wetland ensure the structures are working properly.* by retention of water for more than 72 hours after a storm event Thereafter,twice a year (April/October) Inspections should include the following: • Signs of differential settlement • Erosion • Tree growth on the embankments that were not part of the design plan • Sediment accumulation • Health of turf • Cracked/Disconnected roof drain • Proper function of area drains *Major storm event:3.1 inches of rainfall in a 24 hour period(2 year storm) • • • • • r • • • • • • • • • • • • • • APPENDIX F. • ILLICIT DISCHARGE • COMPLIANCE STATEMENT s • • • • • • • • • Illicit Discharge Compliance Statement • • • I, Scott P. Cameron, P.E., hereby notify the Salem Planning Board that I have not • witnessed, nor am aware of any existing illicit discharges at the site known as 9-11 Franklin Street in Salem, Massachusetts. I also hereby certify that the development of said • property as illustrated on the final plans entitled "Site Redevelopment Plans in Salem, • Massachusetts, 9-11 Franklin Street (Asessors's Map 26, Lot 375) prepared for Spire • • investments LLC," prepared by The Morin-Cameron Group, Inc. dated June 20, 2019 and • as revised and approved by the Salem Planning Board and maintenance thereof in accordance with the "Construction Phase Pollution Prevention Plan" and "Long-Term • I� • Pollution Prevention Plan" prepared by The Morin-Cameron Group, Inc dated June 20, . • 2019 and as revised and approved by the Salem Planning Board will not create any new • • illicit discharges. There is no warranty implied regarding future illicit discharges that may • occur as a result of improper construction or maintenance of the stormwater management system or unforeseen accidents. • Name: Scott P. Cameron, P.E. • Company: The MO n-Cameron Group, Inc. • • Title: Own sent Signature: Date: • • • • • • • • • • • • • • • • • • s . • • • • • • • APPENDIX G: • TSS REMOVAL CALCULATIONS • • • • THE MORIN-CAMERON CROUP, INC. Standard 66 Elm Street Danvers,MA 01923 Name: 9&11 Franlin Street Proj.No.: 3760 p ( 978,777,8586 Location: 9&11 Franklin Street Date: 6/20/2019 Salem,MA Revised: County: Essex County Computed by: Daniel Powers, E.I.T. Applicant: Sprie Investments LLC Checked by: Scott P,Cameron,P.E. c B C D E F TSS Removal Starting TSS Amount Remaining BMP Rate Load *F Removed C*D Load D-E Constructed Stormwater. 0.80 1.00 0.80 0.20 We F IF 0 O 0.00IF 0.20 0.00 0.20 0.00IF 0.20 0.00 0.20 t� V 0.00 0.20 0.00 0.20 co 0.00 0.20- 110.00 0.20 IF Total TSS Removal = 80% *Equals remaining load from previous BMP(E) which enters the BMP Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1.From MassDEP Stormwater Handbook Vol.1 Mass.Dept.of Environmental Protection • • 'I • • • • • • • • • • • • s • • • APPENDIX H: • SOIL TEST LOGS • • il • N ..,...,1.. -'»i•. i1 �T�.rF# i`+ r ,�,..r. ,rn. -. ,...., ...., ... . ;y..r .. ,\iry .o «,a.. ru L`'- xrr,:rP a :x.,r <"t;r,S]r. t. � sr�n - .,.,, �}'4--a w' -s�,K;.,r,.:.; { _a? :c;:r ,u> .1.:„r..y, ,,r-�,. v.�.l.r.�•��,rt `?r, ..•r3. "�:s ia .s,., .. S`.'d. , _- :: ,. •a.,27 ,,.S::-3g-. c+._. ..f r .+y�'' yF. 'i d> '+R:.L ni'. -�lwk,� ,.�v:}'•Y,r1,lYrw.D. 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( �- � �. t u v a f' -r �', ✓1 f h + t'td'i. �2 f+. r•,`. t �''-�gfp+•'c��'�I � '° ""'``C>�$fv �T � ->. :� S ,S }t� 1*,r��1>l , ;, i �Q4'r ,,`rc is F f F,. m } 9+ tI r,. ... $s+-. .:Jr�?_r?�s �,.,.� 31ou ' ?c, s/ .,rr7�'f�� 4,,. •,:'cd'1 .�.:.i__3:.R,�d'+�-. �.t___.t ?',♦♦ x.. u'r1�4r, .,, r Sxi ,.r aYy r •, } qZt.� yy u ---___..__.:_.,_._._ - ___.vim.,-_:__..,.. -:•_. :..,/ _.�___.:. �a.c.;«.:h.. ._-.»._:_ ORAFFED BY:RGM/DLB DATE:0 4/2 212 019 PROJEM 169DO10162 0 BORING NO: SB-01/MW-01 SOIL BORING LOG` PAGE NO: 1 3 CARLISLE ROAD,SUITE 210 WESTFORD,MASSACHUSETTS 01886 • phone(978)449-0300 fax(978)448-8825 PROJECT NAME: 9-11 Franklin Street FIELD INSPECTOR: R.Sullivan PROJECT NUMBER: 1690006173 PROJECT MANAGER: J.Wilkinson • PROJECT LOCATION: Salem,MA DATE: 3/20/18 DRILLING CO: New England Geotech BORING LOCATION/COMMENTS: • FOREMAN: Maynor Mendoza OTHERS:Joseph Kennedy Well set at 11.5%Screened from 13-11.5' • RIG TYPE: Geoprobe SAMPLING METHOD: Direct Push • TOTAL DEPTH: 10.0' BOREHOLE DIAMETER: ORGANIC VAPOR EQUIPMENT PID Sample Data Penetration/ . Strata Depth Depih ; Blows per 6 PID/FID Sample,DescnpUon We1I Construction Diagram Sample No Recovery Change • (Feet) Inches (fOVs) (Feet) SB-010-2 0.80 0.0 Apparent fill material,SAND with large Concrete to 0.5' 2 2 gravel and cobbles • Bentonite 0.5' SB-012-3 0.85 0.0 Loamy SILT,black with red staining, 1.0' q q possible chemical odor,saturated at 4' _ #2 Sand 1.0'- 0.90 0.0 11.5' 6 g Sandy flowing SILT,dark brown 0.90 0.0 Sandy SILT,dark brown 2"PVC well • 8 8 Screen 0.9 0.0 Silty SAND,light brown - 10 10 • NOTES: • r i m e r o BORING NO: SB-03/MW-03 SOIL BORING LOG PAGE NO: 1 3 CARUSLE ROAD.SURE 210 . WESTFORD.MASSACHUSETTS 01886 phone(978)44"300 fax(978)448-8825 i PROJECT NAME:9-11 Franklin Street FIELD INSPECTOR: R.Sullivan i PROJECT NUMBER: 1690006173 PROJECT MANAGER:J.Wilkinson PROJECT LOCATION:Salem,MA DATE: 3/19/18 DRILLING CO: New England Geotech BORING LOCATIONICOMMENTS: . FOREMAN: Maynor Mendoza OTHERS:Joseph Kennedy Well set at 11.5',Screened from 13-11.5' RIG TYPE: Geoprobe SAMPLING METHOD: Direct Push TOTAL DEPTH: 10.0' BOREHOLE DIAMETER: 2" • ORGANIC VAPOR EQUIPMENT:PID Sample:Data • De th Penetration/ Strata P Depth Blows per6 PID/FID Sample Descnpbori Well Constrii' Diagram Sample No Recovery ) Change • (Feet) ' Feet Inches (TOVs 0.75 0.0 Appeared to be fill.Brown silty SAND Concrete to 0.5' SB-03 0-2 With cobbles 2 2 Grey sandy SILT,slight odor petroleum- Bentonite 0.5' SB-03 2-3 0.75 0'4 like odor and staining,saturated at 3' = 1.0' • 4 4 = tl2 Sand 1.0'- i 0.0 _ Dark brown,silty SAND 11.5' • 6 SB-03 6-7 6 25.8 I 0.75 2"PVC well 8 8 Light grey Flowing sandy SILT Screen 0.3 • 0.75 i 10 10 • • • NOTES: 0 • ® A o BORING NO: SB-04/MW-04 • SOIL BORING LOG PAGE NO: 1 3 CARLISLE ROAD,SURE 210 • WESTFORD,MASSACHUSETTS 01886 phone(978)449-0300 fax(978)448-8825 • PROJECT NAME: 9-11 Franklin Street FIELD INSPECTOR: R.Sullivan • PROJECT NUMBER: 1690006173 PROJECT MANAGER: J.Wilkinson PROJECT LOCATION: Salem,MA DATE: 3/19/18 DRILLING CO: New England Geotech BORING LOCATIONICOMMENTS: FOREMAN: Maynor Mendoza OTHERS:Joseph Kennedy Well set at 11.5',Screened from 1.6-11.5' • RIG TYPE: Geoprobe SAMPLING METHOD: Direct Push • TOTAL DEPTH: 10.0' BOREHOLE DIAMETER: 2" 0 ORGANIC VAPOR • EQUIPMENT: PID Sample Data .: PenetraLoN Strata • Depth Depth; Blows per 6 PID/FID Sample Descnption Well Construction Diagram Sample No Recovery Change (Feet) (Feet) Inche"s SB-04 0-2 0.80 0.5 0-1'Appeared to be fill.1-2'Brown Concrete to 0.5' sandy SILT,slight petroleum-like odor, 2 (SL-dup-Ol) 2 moderate staining Bentonite 0.5' SB-04 2-3 0.85 0.3 Sandy SILT,dark brown,slight petroleum = 1.0' • 4 (SL-dup-02) 4 like odor and staining,saturated at 3.0' - #2 Sand 1.0'- 0.90 0.5 6 g SILT,dark brown/black 0.95 0.7 = 2"PVC well • SILT,dark brown/black 8 8 _= Screen SB-04 8-9 0.95 11 = 1.5'-11.5' • Sandy SILT,light grey - 10 10 = • • • • 0 r • 0. NOTES: 0 • t • • 0 I • o s _ o BORING NO:.SB-06/MW-06 �• SOIL BORING LOG" PAGE NO: 1 3 CARLISLE ROAD,SURE 210 . WESTFORD.MASSACHUSETTS 01886 • phone(978)449-030D fax(978)448-8825 PROJECT NAME: 9-11 Franklin Street FIELD INSPECTOR: R.Sullivan PROJECT NUMBER: 1690006173 PROJECT MANAGER: J.Wilkinson PROJECT LOCATION: Salem,MA DATE: 3/19/18 • DRILLING CO: New England Geotech BORING LOCATION/COMMENTS: • FOREMAN: Maynor Mendoza . OTHERS:Joseph Kennedy Well set at 11.5',Screened from 13-11.5' RIG TYPE: Geoprobe • SAMPLING METHOD: Direct Push • TOTAL DEPTH: 10.0' BOREHOLE DIAMETER: 2" ORGANIC VAPOR • EQUIPMENT:PID Sample:Data De th Penetration/ Strata P Depth Blows per6 PID/FID Sample Descnptiori Well Construction Diagram Sample No.. Recovery Change • ( Feet) Inches. -TOYS ) • SB-06 0-2 0.80 10.8 Appeared to be fill.Brown sandy SILT, Concrete to 0.5' 2 2 moderate petroleum-like odor Bentonite 0.5' ' . 0.80 426.5 SILT,light brown,petroleum-like odor, = 1.0' SB-06 2-3 saturated at 2.5' 4 4 #2 Sand 1.0'- 6 g 39.2 grey flowing SILT,petroleum-like odor SB-06 7-8 0.50 22.5 = 2"PVC well • SILT,light grey,petroleum-like odor 8 8 Screen 0.9 1.6 SILT • 10 10 • • r 0 • • 0 0 • NOTES: r 0 o m , BORING NO: SB-08/MW-08 . • SOIL BORING LOG PAGE NO: 1 • 3 CARLISLE ROAD,SURE 210 WESTFORD,MASSACHUSETfS 01886 • phone(978)449-0300 fax(978)448-8825 PROJECT NAME: 9-11 Franklin Street FIELD INSPECTOR: R.Sullivan • PROJECT NUMBER: 1690006173 PROJECT MANAGER: J.Wilkinson PROJECT LOCATION: Salem,MA DATE: 3/20/18 DRILLING CO: New England Geotech BORING LOCATION/COMMENTS: i FOREMAN: Maynor Mendoza • OTHERS: Joseph Kennedy Well set at 11.5',Screened from 1.6-11.5' RIG TYPE: Geoprobe SAMPLING METHOD: Direct Push 0 TOTAL DEPTH: 10.0' BOREHOLE DIAMETER: 2" • ORGANIC VAPOR • EQUIPMENT:PID Sample,Data • Depth De th; PenelraUoN glows er6 PID/FID Sam Ie:Descn lion Strata WeIlConsfructwn DIa ram. .Sam le No. P .. . ,;Recove .P.., a.. . 9 P.. (Feet) IY. Inches: g, (Feet) (TOVs) 0.80 4.8 Concrete to 0.5' . SB-08 0-2 Apparent fill material 2 2 Bentonite 0.5' SB-08 2-3 0.80 0.0 Loamy SILT,with sand lense,saturated = 1.0' . q q at 3' = #2 Sand 1.0'- 0.95 0.0 Loamy SILT,with organics - 11.5' 6 6 0.95 0.0 — 2"PVC well 8 8 Loamy SILT - • Screen 0.95 0.0 = 1.5'-11.5' Loamy SILT LM= 10 10 = • • • 0 NOTES: • 0 • ® m BORING NO: SB-10 SOIL BORING LOG - ..d PAGE NO: 1 3 CARLISLE ROAD,SUITE 210 0 WESTFORD.MASSACHUSETTS 01886 phone(978)449-0300 fax(978)448.8825 PROJECT NAME: 9-11 Franklin Street FIELD INSPECTOR: R.Sullivan • PROJECT NUMBER: 1690006173 PROJECT MANAGER: J.Wilkinson PROJECT LOCATION: Salem,MA DATE: 3/19/18 DRILLING CO: New England Geotech BORING LOCATIONICOMMENTS: FOREMAN: Maynor Mendoza OTHERS:Joseph Kennedy Boring only. RIG TYPE: Geoprobe SAMPLING METHOD: Direct Push • TOTAL DEPTH: 10.0' BOREHOLE DIAMETER: 2" ORGANIC VAPOR EQUIPMENT:PID Sample`:Data PenetmuoN Strata Depth Depth Blows per 6 PID/FID Sample Descnp1 Well Constrilcbon Diagram • Sample No (Feet) ReFeet ry Inches ;(TOVs) Charige 0.6 37.5 Appeared to be fill,dark brown SAND petroleum-like odors,staining • 56-14 0-2 2 2 Sandy SILT,light grey,saturated at 2.5' • 0.95 242.5 4 4 • 1.0 33.3 6 6 • 1.0 38.3 Grey flowing SILT 8 8 1.0 5.0 0 10 10 w • NOTES: • • c m o ' BORING NO: MW-12 • m SOIL BORING LOG PAGE NO: 1 3 CARLISLE ROAD,SUITE 210 WESTFORD.MASSACHUSETTS 01886 phone(978)449-0300 fax(978)448-8825 PROJECT NAME: 9-11 Franklin Street FIELD INSPECTOR: H.Adam • PROJECT NUMBER: 1690006173 PROJECT MANAGER: J.Wilkinson • PROJECT LOCATION: Salem,MA DATE: 1119/18 DRILLING CO: New England Geotech BORING LOCATION/COMMENTS: FOREMAN: Hayes Rembijas 0 OTHERS: Well set at 11.5',Screened from 1'-1 V RIG TYPE: Geoprobe 0 SAMPLING METHOD: Direct Push 0 TOTAL DEPTH: 11.6 • BOREHOLE DIAMETER: 2" ORGANIC VAPOR r EQUIPMENT: PID 11.7eV Sample.Data. De th Penetration/ r Strata P Depth?. Blows per 6 PID/FID Sample Descnption Well Construction Diagram Sample No Recovery Change (Feet)' Inches (TOVs) (Feet) 16 0.60 0.0 Concrete to 0.5' • Fill material.Dry,no odor. 2 2 = ::.Bentonite 0.5' • 0.80 0.2 Fill material with mixed brick,saturated = 1.0' • 4 4 at 3'.No odor. #2 Sand 1.0'- 1.20 1.9 4'-5',fill 5'-6'SILT,brown/black,slight — 11.5' 6 6 staining.Wet,slight petroleum odor. _ • 1.50 1.1 2"PVC well SILT,light brown.Wet,no odor. — • 8 8 Screen 0.75 1.3 = 1'-11' • SAA 10 10 0 F • • • • • r • 0 0I • • NOTES: 0 • • • 0 Table 6-Groundwater Elevation Survey 9-11 Franklin Street,Salem,MA Bench Mark(BM)=100.00(End of parking spot line) Instrument Height= 106.36 _rj"Opn'Groundwater` ,j?gPt. ;:',TQ'0?EIev'6' -EkVafi 3 BM 6.36 100.00 MW-01 5.98 100.38 5.63 100.73 2.38 98.00 1.71 98.67 3.21 97.17 MW-02 5.2 101.16 4.88 101.48 1.47 99.69 - - MW-03 4.5 101.86 4.26 102.1 2.07 99.79 removed - removed M%AI-03R - not surveyed not surveyed not surveyed - - 2.28 - 3.11 MW-04 6.65 99.71 6.27 100.09 1.33 98.38 removed - removed - MW-05 6.23 100.13 5.86 100.5 1.52 98.61 0.76 99.37 1.09 99.04 MW-06 6.01 100.35 5.76 100.6 1.25 99.10 2.42 97.93 2.6 97.75 MW-07 6.40 99.96 6.04 100.32 0.8 99.16 2.12 97.84 2.19 97.77 MW-08 6.58 99.78 6.36 100 2.77 97.01 2.91 96.87 2.88 96.90 MW-12 - not surveyed not surveyed not surveyed - 1.03 - 1.74 - MW-13 not surveyed not surveyed not surveyed 4.39 4.92 All measurements are in feet Not measured.